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32398--- IIII111131 � IIIIIIIIIIII_� s IQ (27 Q, 31 �Lb _IIIIIIIIIIIIIIIIIILL —_�I' 34 V/ Hydrology and Hydraulics Report for Tract No. 32398 City of La Qu i nta, State of California Prepared for: Schumacher Interests/ 60' and Monroe Partners, LLC 2995 Woodside Road, Suite 400 Woodside, CA 94062 (650) 529 -2385 Prepared by: MDS Consulting 78 -900 Avenue 47, Suite 208 La Quinta, CA 92253 (760) 771 -4013 • 0 • Hydrology � Hydraulics Report for Tract No. 32398 City of La Quinta, State of. California Prepared for: Schumacher Interests/ 60" and Monroe Partners, LLC 2995 Woodside Road, Suite 400 Woodside, CA 94062 (650) 529 -2385 Prepared by: MDS Consulting 78 -900 Avenue 47, Suite 208 La Quinta, CA 92253 (760) 771 -4013 • J Hydrology '"i-VII Hydraulics Report for Tract No. 32398 City of La Quinta, State of California PLANNERS Stanley C. Morse/ ® C.6 R. C. E. 20596 V Expires 9/30/05 Original Submittal: May 11, 2005 Second Submittal: August 5, 2005 Final Submittal: M O R S E D 0 K I .0 H S C H U L T .Z E N G I N E E R S 78 -900 Avenue 47 Suite 208 Lo Quinta, CA 92253 Voice: 760- 771 -4013 FAX: 760 -771 -4073 mdsloquinto@mdsconsulting.net SURVEYORS /�tOF E S , /pN\ C/' No. 20596 �" m Exp. 9 -30 -05 � CIVIL �Q' � �� OF CAL�FO�� • Index • Tract No.'32398 • 0 TRACT 32398 Hydrology & Hydraulics Report INDEX Description Tab No Title Sheet 1 Index 2 Project Maps 3 Project Narrative 4 a) Description b) Historical Drainage Summary of Results 5 1. • 2. 3. 4. 5. 6. 7. 8. 9. Discussion Summary - Design Criteria Summary Design Storm Point Precipitation Table (NOAA 14) Summary - Drainage Area List Summary - Retention Basin Control Elevations Summary - Retention Basin Storage, Flows & Volumes Summary - Street Capacity Summary - Catch Basin Capacity and Elevations Summary - Nuisance Water Disposal System Appendices: Appendix A: Retention Basin Hydrology 6 thru 9 (100yr, -1, 3, 6, & 24hr Storms) a) Summary b) Basins 1 thru 7 — Connected & Equalized 7 Unit Hydrograph Flood Hydrograph c) Basins 8 and 10 — Connected & Equalized 8 Unit Hydrograph Flood Hydrograph • d) Basin 9 — Monroe St & CVWD well site drainage 9 Unit Hydrograph Flood Hydrograph 9/19/2005 Appendix B: Storm, Drain System Design 10 thru 13 • a) . Summary b) Rational Method Hydrology 11 10yr — 1 hr Design Storm 100yr — 1 hr Design Storm 12 c) Storm Drain Design and HGL 13 Appendix C: Catch Basin and Lateral Design 14 thru 16 a) Summary and Sketches b) Rational Method Hydrology — (100yr -1 hr) 15 c) Catch Basin Capacity Check 16 Appendix D: Street Design 17 a) Summary and Sketches b) Rational Method Hydrology - (100yr -1 hr) . 18 c) Capacity Check Appendix E: Nuisance Water Disposal System 19 a) Design, Summary and Sketches Appendix F: Design Reference Documents 20 1. GeoTechnical and Percolation test reports • 2. SCS Soil Map, & Soil Group Table 12 3. NOAA Atlas 14, Point Precipitation Storm Volume Table (All `storms) 4. Initial Subarea, Time of Concentration Nomograph, (Plate D -3) 5. Rainfall Patterns in % of 3, 6, & 24 hr Storm Volume (Plate E -5.9) 6. Rational Rainfall Intensity Table 10yr & 100 yr (Plate D-4.1) 7. Rational Runoff Index Numbers (Plates D -5.5 &5.6) 8. Runoff Coefficient Curve (Soil Group B, AMC II) (Plate D -5.2, 5.7) 9. 32 ft cf / cf Street - Velocity /Discharge Nomograph (Plate D -7.7) 10.34 ft cf / cf Half Street - Velocity /Discharge Nomograph (Plate D -7.8) 11. Curb Inlet Capacity Street Low Pt (Sag) (BPR #1073.03) 12. Curb Inlet Capacity Continuous Street Slope (LA Co Plate D -10 13. Reinforced Concrete Pipe D -Load Table LACFCD Dwg D -213.1 14. Misc Verification Correspondence Appendix G: Pocket Map Exhibits 21 Plate 1 — Unit Hydrograph Hydrology Map Plate 2 — Mainline Rational Method Hydrology Map Plate 3 — Catch Basin Rational Method Hydrology Map 9/19/2005 • • Project Maps and Photographs z These maps were produced using a direct map request from the cr. U.S. Census Bureau Mapping and Cartographic Resources Tiger Map Server. Please read disclaimer for more information LEGEND State. 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N- i� u. amt�a�ixau ..:+it�+,.xrN..+.w,.N•ur..iw �fiYau.�u�r HiOL!!F'rx..rr.W.aia UTH y A M I 200, 400 600 yds 200 400 - es • http:// terraserver. microsoft .conVimage.aspx ?T= 2 &S= 12 &Z =11 &X= 714 &Y = 4649 &W =1 7/10/2005 • � Tract No.. 3239-:8 Tract 32398 — Schumacher Interests Ave 60 & Monroe - • Hydrology and Drainage Facility Design Report for Avenue 60 and Monroe Partners TRACT 32398 City Of La Quinta Introduction: 9/22/2005 This analysis identifies the 100 -year storm runoff volumes generated within the boundary of Tentative Tract No. 32398. The site consists of approximately 111 acres, located at the northeast corner of the intersection of Monroe Street and Avenue 60, within the City of La Quinta, County of Riverside, California. Monroe Street borders the project along the westerly property line, Avenue 60 borders the southerly property line, and vacant land borders the north and east boundaries. The site was formerly used as agricultural land and generally drains from the northwest to the southeast. The offsite runoff generated north of the future alignment of Ave 59 has historically been directed and conveyed through the off -site properties by existing berms and topographic features along the north and east tract boundaries. The site topographic map indicates this offsite drainage did not pass through subject Tract 32398, but was directed past the east boundary and allowed to flow south to Ave 60 on the easterly neighboring property. The emergency overflow for the existing off -site Agricultural property between the Ave 59 alignment and the '•northwest project boundary will continue to drain through Tract 32398 until the offsite property is developed and provides onsite retention for its runoff. A walled, 20 foot wide drainage easement and 4 foot wide concrete paved gutter have been included in the project design to permanently accommodate this emergency overflow route. The proposed subdivision has been designed to retain all of the on -site runoff generated by the worst case 100 - year storm. This on -site retention will be achieved by collecting and conveying the surface runoff through the streets and subsurface drainage systems into nine retention basins located in open space areas throughout the project. The Riverside County Synthetic Unit. Hydrograph Method was used to estimate the onsite and offsite tributary storm runoff volumes. Each area was evaluated for the maximum rainfall intensity for a 100 -yr storm of 3, 6, and 24 -hour duration; whichever yields the highest runoff peak flow rates and required storage volumes. All hydrology and hydraulic structures, including retention basins, pipes, streets and inlets were designed using the procedures outlined in the Riverside County Flood Control District Hydrology Design Manual. Calculations were prepared using the CivilCadd / CivilDesign computer programs recommended by the RCFCD. The computations are attached in the appendix of this report. The computations are intended to be conservative in all respects. • Antecedent Moisture Condition 3 was used in all Hydrology computations, instead of AMC2. The latter probably more accurately describes the soil saturation conditions found in the project area before a major storm. Using AMC3 results in approximately 11 % larger peak runoff flows, and 20 % larger required basin storage volumes. This results in larger pipes and basins. • All storm drain pipes are specified to be Reinforced Concrete (RCP), instead of the commonly used • High Density Polyethylene (HDPE). The HDPE is smoother and might allow use of smaller pipe sizes. The RCP is much stronger and less likely to require maintenance or repair. Tract 32398 — Schumacher Interests Ave 60 & Monroe - 9/22/2005 • • The drain piping is sized for 100 -year storm flows using the City requirements for 10 -year storm water surfaces in the curb inlets and streets. This insures lower hydraulic grade lines and greater capacity in the system. Discussion The total drainage area tributary to the site is approximately 120 acres. The site is divided into nine on -site, and three off -site drainage areas containing nine on -site retention basins. Basins 1 through 7 are interconnected to function as one large basin. The area originally set aside for Basin 4 will not be used as a retention basin because of its low elevation and difficult shape. Basins 8 and 10 are also connected to provide adequate storage for the fronting offsite streets, Ave 60 and Monroe, and for the commercial lot. All connected basins have the same minimum average bottom elevation and design water surface. All design storm drainage from the site and adjacent streets is collected in the streets and storm drain piping, and carried to 4 or 5 foot square junction / distribution boxes in the bottoms of the retention basins. Large storm flows will rise through the top grate of these boxes, spread over the bottom of the retention basins, and percolate into the bottom and sides of each basin. Small nuisance water flows will follow the same path, but will flow from the distribution boxes through small diameter pipes to the nuisance water disposal systems, to be clarified and percolated into the ground. Nuisance water is defined as silt and contaminant - carrying runoff from irrigation and the debris and contaminants flushed from the pavement surfaces during the first minutes of storm runoff as a storm begins. The system is designed to collect nuisance water from hard surface and landscaped areas, remove debris and floating contaminants using Maxwell System pre - clarifiers, remove silt and other non - floating contaminants using sand filters, and. dispose of the clarified water in underground percolation chambers beneath the bottom of • the basins. This avoids exposing the basins to debris and contaminants that could clog the soil pores in the basins and degrade their percolation capacities. (See attached Summary Nine, Nuisance water disposal data summary). The size of pipe connecting the distribution boxes to the nuisance water disposal system is only six inch to avoid exceeding the capacity of the clarifiers and sand filters. The on -site soil percolation rate was tested at the location and depth of six representative retention basins. The rates varied from 4.3 to 34.3 inches/hr. The City allows a maximum percolation rate of 2.0 in/hr, without safety factor. This rate was used in all design computations. Using this rate, the maximum depth of Retention Basin water storage required varies from approximately 2 to 5 feet for the worst -case design storms (100 year, 1 hour & 3 hour). • Basin water surface areas have been maximized wherever possible to increase percolation volumes. Basin depths and side slopes have been minimized for greater safety when flooded, enhanced appearance, greater usability of landscaped recreation areas in the basins, and ease of maintenance. Maximum allowed basin side slopes are 3:1. Wherever possible, the slopes have been flattened to 4:1 and 5:1. All curb inlets, inlet laterals, and drain pipes are sized. for the 100 year, 1 -hour storm rainfall intensities, based on the actual time of concentration at each inlet, Minimum drain pipe size, per City criteria, is 18 -inch diameter to minimize debris blockage. Connector pipes to equalize water surface elevations between basins are also 18 inch minimum size for ease of maintenance. The actual capacity required to equalize water levels is difficult / impossible to predict. It will be small since flows will occur during the entire time that any of the interconnected basins contains a water level higher than its neighbors, essentially the entire duration of the storm and of the drain out time after the storm. Connector pipes will be equipped with grates at all openings, to prevent entry of debris, animals, children, and other foreign object. 2 Tract 32398 — Schumacher Interests Ave 60 & Monroe - 9/22/2005 • The designed systems meet all requirements, are conservative, are flexible, and are fail safe in operation: Retention Basins 1 through 7: (See Appendix A, Tab 7, Hydrograph Routing, and Summary Six, Tab 5) • The 100 yr / 1 hr storm controls • 10.6 Ac /ft of storage is required and provided with a maximum water depth of 3.6 feet. • 11.3 Ac /ft of additional storage is provided before emergency overflow begins at elev 421.76, (6.3 ft water depth) • Average bottom elevation is 415.5, and highest 100 yr Water Surface elevation is 419.1 in all basins. • The longest time to totally empty the basins is 44.5 hours after start of the 24 hr storm, or 36.4 firs after end of the 1 hr storm. • The minimum freeboard of pad above 100 yr water level is 3.3 ft, and of pad above emergency overflow is 0.6 ft. (See Summary Four, Tab 5) Retention Basins 8 & 10: (See Appendix A, Tab 8, Hydrograph Routing, and Summary Six, Tab 5) • The 100 yr / 3 hr storm controls • 4.2 Ac /ft of storage is required and provided with a maximum water depth of 4.9 feet. • 2.7 Ac /ft of additional storage is provided before emergency overflow begins at elev 419.5, (6.91 ft water depth) • Average bottom elevation is 413.0, and highest 100 yr Water Surface elevation is 417.9 in both basins. • The Longest times to totally empty the basins is 50.7 hours after start of the 24 hr storm, or 39 hrs after end of the 3 hr storm. • The minimum freeboard of pad above 100 yr water level is 3.4 ft, and of pad above emergency overflow is 1.8 ft. (See Summary Four, Tab 5) Retention Basin 9: (See Appendix A, Tab 9, Hydrograph Routing, and Summary Six, Tab 5) • The 100 yr / 3 hr storm controls • 0.48 Ac /ft of storage is required and provided with a maximum water depth of 2.1 feet. • 0.13 Ac /ft of additional storage is provided before emergency overflow begins at elev 424.5, (2.50 ft water depth) • Average bottom elevation is 422.0, and highest 100 yr Water Surface elevation is 424.1. • The Longest time to totally empty the basin is 27.7 hours after start of the 24 hr storm, or 15 hrs after end of the 3 hr storm. • The minimum freeboard of pad above 100 yr water level is 3.1 ft, and of pad above emergency overflow is 2.7 ft. (See Summary' Four, Tab 5) Preservation of Historical perimeter drainage patterns: The historical drainage directions and elevations have been preserved. The USGS topo maps and the topographic contours shown on the enclosed Hydrology Maps show the existing ground slope. Drainage is generally from the northwest to the southeast. North Boundary: The 9 acre Not -a -Part parcel at the northwest corner of the tract currently drains to the east along the north tract boundary and drains into Tract 32398 at the proposed CVWD well site, (Lot 196). •It is doubtful that there is any actual runoff from the existing farm operation, due to the extremely porous nature of the existing soil. (The nearest percolation test was 16.4 in/hr). However, a 20 ft wide drainage easement and 4 ft wide concrete gutter is proposed between lots 60 and 196 to prevent blockage of this historic drainage overflow route. Tract 32398 — Schumacher Interests 9/22/2005 Ave 60 & Monroe - • The future development of the 9 acres will be required to dispose of all onsite drainage within the site, although it will still be necessary to provide the easement and gutter as an emergency overflow. Runoff from this offsite parcel has not been included in the onsite storm drain design flows, since they are extremely unlikely to ever occur, and impossible to predict. Offsite areas along the eastern portion of the north boundary have historically drained along the boundary to the northeast tract corner, but do not appear to have drained onto or through Tract 32398 more than a few feet. Proposed lots along this boundary will be filled one to three feet above the offsite ground. The resulting 1 to 4 ft retaining wall and 6 ft privacy wall will insure against any drainage across the boundary. East Boundary: Tract 32398 is several feet higher than the adjacent property. Historically, there has not been drainage across this boundary in either direction. Proposed lots along this boundary will be filled three to five feet above the offsite ground. The resulting 4 ft retaining wall and 6 ft privacy wall will insure against any drainage across the boundary. East portion of South Boundary: Tract 32398 has historically drained southeasterly across this offsite property to Ave 60. Proposed lots along this boundary will be filled one to five feet above the offsite ground. The resulting 1 to 4 ft retaining wall and 6 ft privacy wall will insure against any drainage across this boundary. All Tract 32398 drainage will be retained onsite, eliminating future drainage across the offsite parcel from Tract 32398. South portion of east boundary: Tract 32398 has historically drained southeasterly across the offsite property to Ave 60. Proposed lots along this boundary will be near existing grade. A 6 ft privacy wall will be constructed to insure against any drainage across the boundary. All Tract 32398 drainage will be retained onsite, eliminating future drainage across the offsite parcel from Tract 32398. Monroe Street: The street has historically drained to the south and east across Tract 32398 to Ave 60. The City • required filling of the roadside parkway and landscaping easement, and construction of the 6 ft privacy wall will block this flow. The street will be improved and street drainage will be collected by inlets at proposed low points and piped to Retention Basin 9. A temporary inlet and drywell will intercept curb drainage flowing north at the northwest Tract corner. The 9 -acre offsite parcel must construct a permanent inlet and retention basin at the proposed street low point on their frontage when it is developed. Emergency overflow will be south along the street curb. Ave 60: Tract 32398 has historically drained southerly to Ave 60 and thence east along Ave 60. The street will be improved and street drainage will be collected by inlets at proposed low points and piped to Retention Basins 8 and 10 for onsite disposal. Historical emergency overflow from Tract 32398 will be preserved along the Ave 60 curb to an overflow point at the southeast Tract corner. r� L_J The Commercial Site at the Southwest Tract Corner: This 8.8 acre parcel (Lot R) is part of the development of Tract 32398. The area historically drains southeasterly to the vicinity of Retention Basin 8. Lot R will be cleared and graded to a uniform slope from northwest to southeast at the time of rough grading of Tract 32398. An inlet and large storm drain pipe connection to Basin 8 is proposed to accept Lot R drainage into the Tract 32398 system. This pipe may be extended to serve the onsite drainage needs of the commercial lot in the. future. Basins 8 and 10 have been sized to accommodate this additional drainage. The nuisance water system has also been sized for the additional flows. All basins are designed for the maximum water surface at overflow to be below the pad elevation of the lowest buildings within the site and tributary areas, All basins are provided with emergency overflow routes from basin to basin and along the onsite streets, with ultimate overflow from basin 8 into Ave 60 and thence easterly along the north curb of Ave 60 at the southeast corner of the site. 4 • Summary of Results Discussion Design Criteria Storm Precipitation Table Drainage Area Table � Retention Basin - Control Elevations Retention Basin Storm Storage and Flows Street Capacity Table Catch Basin Capacity and Elevation Table Nuisance Water Disposal System • T 32398 TRACT 32398 • iummar One — Design Criteria 'ity of La Quinta - Hydrology and Hydraulic Facility Design Excerpted from City of La Quinta (COLA) design standards, plan check lists, Engineering Bulletins, and the Conditions of Approval (COA) for Tract 32398. ZETENTION BASINS • NOAA Atlas 2 and 14 Storm Point Precipitation Frequency Estimate data are acceptable for calculation of the 1, 3, 6, and 24 hour, 100 -year storm runoff volumes. • Basins shall be sized for the storm requiring the largest basin storage volume • Storm runoff and percolation Safety Factors are not required. • The design Percolation rate shall be 2.0 inches per hour. (See attached percolation test report.) • Maximum design water surface in a Retention Basin shall be 1.0 foot or more below the lowest street gutter flow line and the lowest pad elevation in subject basins tributary area. • Basin side slopes shall be 3 to 1 or flatter. • Maximum water depth in a basin in residential development shall not exceed 5.0 feet. • An overflow route and elevations) to the historic drainage path shall be shown for each basin. The water surface elevation(s) at overflow shall be lower than the lowest building pad elevation in the tributary area but may exceed street top of curb elevations. • Basins shall not be fenced or walled. • Basins shall be visible from the residential streets for security reasons. • • Retention basins are not allowed in Public Street parkway or landscaping areas. JUISANCE WATER DISPOSAL SYSTEMS • Nuisance Water Disposal Systems shall be designed per COLQ Std # 370. and COA # 39. • A Maxwell Debris Interception well shall be provided upstream of each Sand Filter. • 1 Sand Filter is required per 40 houses or house equivalents. (137.2 gph) • 2000 sq ft of street or park landscaping is equivalent to 1 house (3.43 gph) • 1 Well site blow off is equivalent to 122 houses. (417 gph or 10,000 gpd) • 1.9 LF of arch chamber percolation line is required per house or house equivalent in sandy soils. Geotech report to verify soil composition. ;TREETS • Streets, and drainage inlets and pipes shall be designed for the 100 year, 1 hour storms. • The 10 -year storm water surface shall not exceed the top of street curb. • The 100 -year storm water surface shall not flood outside the street right of way, with both the street and storm drain system flowing at capacity. • The 100 -year storm water surface in Major streets shall leave one lane, in each direction not flooded. • The maximum 100 -year water surface shall be 1.0 feet or more.below the lowest pad elevation. • The maximum Emergency Overflow water surface shall be 0.5 feet or more below the lowest pad elevation. • Street flow velocity shall be 2.5 fps minimum and 6 fps maximum. • Street pavement transverse slopes shall be 2.0 %. • • Minimum street gutter longitudinal slope shall be 0.5 %. • Minimum pavement slope shall be 0.5 % for concrete and 1 % for asphalt concrete. • Street surface roughness factor for storm flow computations shall be n = 0.02 for local streets and n = 0.015 for major streets. )/21/2005 ;URB INLETS, LATERAL PIPES AND MAIN LINE STORM DRAIN • • Drainage inlets (catch basins) and pipes shall be designed for the 100 year, 1 hour storm. • All street inlets shall be curb opening without grates • Inlets shall be placed at low points (sump or sag). Maximum spacing shall be 1200 feet. • Maximum 10 yr or 100 yr water surface in inlets shall be 6 inches below the gutter depression flowline. • Curb depressions shall be 4 inch at all inlets. • Sump inlets shall be sized for complete interception of all street flow during the 1 hour, 100 year storm. • Secondary overflow outfall route and elevation shall be determined for all sump locations, with at least 1.0 feet of freeboard between the 100 year water surface and any tributary building pad. • All drain pipe in public streets shall be RCP with D rating per Caltrans A62B. • Minimum storm drain pipe size is 18 inches, with 6 inch minimum diameter changes. • Minimum pipe slope is 0.2 %. • Minimum clearance between storm drain and sanitary sewer is 4 inches with 6 inch minimum encasement of the sewer. • Storm drain Hydraulic Grade Line calculations for the 100 year storm may be started at the water surface elevation in the Retention Basin at the time of peak flow in the drain pipe system. (Peak flow in the pipe system will occur early in a storm, while peak storage elevation will occur much nearer the end of a storm.). • Maximum storm drain manhole access spacing shall be 300 feet. • • '21/2005 G 1 Precipitation Frequency Data Server Page 1 of 5 POINT PRECIPITATION FREQUENCY ESTIMATES • FROM NOAA ATLAS 14: California 33.61559 N 116.23244 W 42 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 3 G.M. Bonnin, D. Todd, 13. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2003 Extracted: Tue Jul 5 2005 • 0 Confidence Limits. 15 30 1 60 m>In mm min 0.23 0.31 0.39 0.37 0.50 0.62 0.50 0.67 0.83 .70 0.95 1.17 0 0.89 1.20 1.48 1.11 1.49 1.85 Fl-371 1.85 2.29 1.79 2.41 2.98 1.01 1.11 1.22 1.34 1.41 1.54 1.71 1.88 2.07 2.17 3.20 3.47 3.67 3.86 F 1-71 4.40 4.61 4.93 5.21 5.43 5.75 6.09 6.65 6.96 7.38 Text vbrsion 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. http:// hdsc. nws. noaa .gov /cgi- binlhdsclbuildout.perl ?type =pf &series =pd &units= us &statena... 7/5/2005 • • TRACT No: 32398 SummarV.Two - Point Precipitation Storm Volumes (Point Percipitation Volumes From NOAA Atlas 14) Storm Volume Recurrance 2 Year 10 Year 100 Year Storm Duration (inch) (inch) (inch) 1 Hour 0.39 0.83 1.85 3 Hour 0.58 _ 1.17 2.33 6 Hour 0.77 1.49 2.78 24 Hour 1.01 1.95 3.54 9/22/2005 0 LA QUINTA Tract 32398 Summary Three - Drainage Area List Storm Drain and Retention Basin Tributary Area SubTotals Drainage Areas 1 Drainage Areas 2 Drainage Areas 3 Drainage Areas 4 & 5 Drainage Areas 6 & 7 Drainage Areas 8 Drainage Areas 9 Offsite Drainage Areas ID Area Ac ID Area Ac ID Area Ac Area ID Ac Area ID Ac ID Area Ac ID Area Ac ID Area Ac 1 2 3 4 and 5 6 and 7 8 9 and 11 Off -Site Monroe 1 -1 3.9 SD 2A 2 -1 2.1 3 -1 1.1 4 -1 1.9 6 -1 1.1 8 -1 2.5 9 -1 1.2 Offsite Farm 11 -2 9.3 1 -2 1.1 3 -2 4.1 4 -2 0.7 6 -2 0.7 8 -2 0.6 9 -2 0.6 1 -3 2.7 2 -2 2.1 SD 3A 5.2 4 -3 0.9 6 -3 2.0 8 -3 1.1 9 -3 0.9 1-4 1.1 2 -3 0.9 4 -4 1.0 SD 6A 3.8 8 -4 0.6 SD 9A 2.7 SD 1A 8.8 2-4 0.6 3 -3 2.4 4 -5 2.0 6 -4 0.4 8 -5 0.9 1 -5A 2.0 2 -5 0.7 3-4 2.1 4 -6 1.7 SD 6B 0.4 8 -6 1 0.9 CVWD Wellsite 9-4 0.5 1 -5B 1.8 ISD 2B 4.3 3 -5 1.2 4 -7 0.8 6 -5 0.5 SD 8A 6.6 SD 9B 0.5 1 -6 2.0 SD 2A & 2B 6.4 3 -6 2.0 SD 4A 9.0 SD 6C 0.5 8 -7 0.7 1 -7 1.1 3 -7 1.4 Basin 6 6 -6 0.5 8 -8 0.8 Basin 9 -5 0.4 1 -8 2.6 Basin 2-2=6 1.6 3 -8 1.3 SD SA 5 -1 2.0 8 -9 2.8 SD 1B 9.5 ` 3 -9 2.3 Trib Area 6 4.7 8 -10 0.6 SD 1A & 1B 18.3 SD 3B 12.7 SD 4A & SA 11.0 Trib + RB 6 5.2 8 -11 0.8 Trib Area 9 3.2 1 -9 2.8 SD 3A & 3B 17.9 8 -12 1.5 1 Trib + RB 9 3.6 1 -10 0.8 5 -2 1.0 SD 7A 7 -1 1.6 SD 8B 7.2 1 -11 2.0 Basin 3, 3 -10 1.2 5 -3 1.7 SD 713, 7 -2 2.5 SD 8A & 8B 13.8 SD 1C 5.6 SD 56 2.7 Monroe 8 -13 1.3 Monroe @ NW, 11 -1 0.6 SD 11) 1 -12 1.7 SD 4A, 5A & 5B 13.7 Basin 7 7 -3 0.3 Ave 60 8 -14 1.9 SD 1C & 1D 7.3 Ave 60 8 -15 0.9 SD 11A 0.6 Basin 5 5 -4 0.4 Trib Area 7 4.1 SD 8C 4.1 CB & Drywell Basin 1 1 -13 2.6 Trib + RB 7 4.4 Comm 8-161 8.8 Basin 8, 8 -17 1.1 1 Trib + Drwl 11 0.6 Retention Basin 1 Retention Basin 2 Retention Basin 3 Retention Basin 4 & 5 Retention Basin 6 & 7 Basin 10, 8 -18 0.32 Trib Area 1 25.6 Trib Area 2 67 Trib Area 3 17.9 Trib Area 4 & 5 13.7 Trib Area 6 & 7 8.8 Trib + RB 1 28.2 Trib + RB 2 8.0 Trib + RB 3 19.1 Trib + RB 5 14.1 Trib + RB 6 &7 9.6 Retention Basins 1,2,3,5,6 &7 - Interconnected Retention Basin 8 Retention Basin 9 Offsite Trib Areas 1 thru 7 72.4 Acres Trib Area 8 1 26.7 Trib Area 9 3.2 Retention Basin Lot Areas 6.6 Acres Basins8&101 1.4 1 Basin 9, Lot NN 0.4 Trib Areas 1 thru 7 + Ret Basins 1,2;3,5,6 &7 79.0 Acres Trib + RB 8 &10 28.1 Trib + RB 9 3.6 Offsite DA Total 9.3 9/22/2005 Totals - Onsite Basin Tributary area Retention Basin Lots Onsite Drainage Area Offsite DrainageAreas 102.3 6.5 108.8 9.3 TOTAL - Project Drainage Areas 118.1 G: \63100 \gen\ TRACT NO. 32398, Summary 3 Retention Basin Drainage Areas CITY OF LA QUINTA Page 1 of 1 9/22/2005 • Tract 32398 SUMMARY Four - Retention Basin Control Elevations Retention Basin Elevations Lowest Bldg Pad Catch Basin Freeboard (ft) No Lot # Top Overflow Max WS Bottom Depth Elev Location Lot # CB# TC Max WS WS 100 to Overflow to Q10 Q100 Pad CB TC ws100 CB TC Pad min 1.0 min 1.33 xtra story stFlood (min0.5) 1 Y 423 421.76 419.10 41.5.5 •3.60 423.1 SantaAna/Atascadero 171 5/6 421.50 420.50 420.17 4.00 2.40 -2.66 -0.26 1.34 2 W 422 421.76 419.10 415.5 - 3.60 422.8 PasoRobles / Linda 65 21/22 421.20 420.20 419.87 3.70 2.10 -2.66 -0.56 1.04 3 TT 421 -424 421.76 419.10 415.5. 3.60 422.6 SanJose /Atascadero 55 27128 420.90 419.90 419.57 3.50 1.80 -2.66 -0.86 0.84 4 WW na 421.76 419.10 See Basin 5 422.4 Santa Cruz 1 39/40 420.57 419.57 419.24 3.30 1.47 -2.66 -1.19 0.64 5 XX 421422 .421.76 419.10 415.5 3.60 422.4 Linda / Santa Cruz 53 45/46 420.70 419.70 419.37 3.30 1.60 1 -2.66 -1.06 0.64 6 LL 422 421.76 419.10 415.5 3.60 423.7 SanJose/ViaDiamonte 41 47/48 421.70 1 420.70 420.37 4.60 2.60 -2.66 -0.06 1.94 7 PP 422 421.76. 419.10 415.5 3.60 424.1 Atascadero 101 51/52 421.60 420.60 420.27 5.00 2.50 -2.66 -0.16 2.34 8 11 419 -421 419.5 417.91 413.0 4.91 421.3 SanJose /PasoRobles 29 55/56, 419.00 417.67 417.50 3.39 1.09 -1.59 -0.50 1.80 10 HH 419.9 419.5 417.91 413.0 4.91 421.4 SanJose /PasoRobles 1 61 419.70 418.20 417.50 3.49 1.79 -1.59 -0.20 1.90 9 NN 425 424.5 424.09 422.0 2.09 427.2 Via Diamonte 161 68 426.53 425.03 425.53 3.11 1.77 -0.41 na 2.70 Emergency Overflow Controls Basin 1 thru 7 - Controlled by Paso Robles gutter flowline @ HP between Phase one lots 16 and 42. - Elev 421.76 Basin 8 & 10 -Controlled by Ave 60 gutter flowline Hi Pt @ southeast Tract corner - Elev 419.5 Basin 9 - Controlled by graded Swale flowline to Basin 6 being 1.0 ft below adjacent TC of Ave Linda @ NE corner of Lot NN - Elev 424.5 Maximum 100 yr Water Surface (ws100) Controls Basins 1 thru 7 - Interconnected, Same ws 100, - Controlled by 1.33 ft freeboard below street normal Top of Curb at CB 39 / 40 Basins 8 & 10 - Interconnected, Same ws 100, -Controlled by 1.33 ft freeboard below street normal Top of Curb at CB 55 / 56 Basin 9 - Controlled by graded Swale flowline @ NE corner of Basin 9 being 1.0 ft freeboard below adjacent Ave Linda TC. 9/22/05 • • Tract 32398 Summary 5A - Retention Basins 1 Thru 7 - Required Storage & Available Storage Retention Basin 1 Retention Basin 2 Retention Basin 3 Elev Area Av Area h Vol Cum Vol Area Av Area h Vol Cum Vol Area Av Area h Vol Cum Vol (Ac) (Ac) (ft) (Ac/ft /ft) (Ac /ft) (Ac) (Ac) (ft) Ac/ft /ft) (Ac/ft) (Ac) (Ac) 00 (Adft /ft) (Ac/ft) 1 2.390 1 2.390 423 2.17 12.569 2.740 7.049 2.105 1 2.105 1.690 1 1.690 422 2.04 10.464 2.040 5.359 0.770 3.249 421.76 1.975 1 1 1.975 9.990 1.270 1 1.270 5.054 0.720 1 0.720 3.076 Ovfl 421 1.91 1 8.489 1.340 4.089 0.670 2.529 1.840 1 1.840 1.135 1 1.135 0.625 1 0.625 420 1.77 6.649 1.200 2.954 0.580 1.904 1.705 1 1.705 1.005 1 1.005 0.540 1 0.540 419 1.64 4.944 11.070 1.949 0.500 1 1.364 1 ws100 1.575 1 1.575 1 0.870 1 0.870 0.465 1 1 0.465 418 1.51 3.369 10.940 1.079 0.430 0.899 1.445 1 1.445 0.610 1 0.610 0.400 1 0.400 417 1.38 1.924 0.800 0.469 10.370 0.499 1.315 1 1.315 0.375 1 0.375 1 0.345 1 0.345 416 1.25 0.609 0.420 0.094 0.320 0.154 1.218 0.5 0.609 0.188 0.5 0.094 0.308 0.5 0.154 415.5 1.19 0.000 0.375 0.000 0.295 0.000 Bottom 415 1 1.15 1 na 10.51 1 10.3301 na 0.5 0.270 na 0.5 Retention Basin 5 1 Retention Basin 6 Retention Basin 7 Elev Area Av Area h Vol Cum Vol Area Av Area h Vol Cum Vol Area Av Area h Vol Cum Vol (AC) (Ac) (ft) (Adft /ft) (Adft) (Ac) (Ac) (ft) (Ac/ft /ft) (Ac/ft) (Ac) (Ac) (ft) (Ac/ft Ift ) (Ac/ft 422 0.29 1.193 1.786 0.968 0.270 1 0.270 1.128 0.190 1 0.190 1.741 0.115 1 0.115 0.940 Ovfl 421 0.25 0.923 0.380 1.596 0.230 0.853 0.235 1 0.235 0.365 1 0.365 0.215 1 0.215 420 0.22 0.688 0.350 1.231 0.200 0.638 0.205 1 0.205 0.330 1 0.330 0.185 1 0.185 419 0.19 0.483 0.310 0.901 0.170 0.453 ws100 0.175 1 1 0.175 0.295 1 0.295 0.160 1 0.160 418 0.16 0.308 0.280 0.606 0.150 0.293 0.145 1 0.145 1 0.265 1 0.265 1 0.135 1 0.135 417 0.13 0.163 0.250 1 0.341 0.1201 0.158 0.115 1 0.115 0.235 1 0.235 0.110 1 0.110 416 0.10 0.048 0.220 0.106 0.100 0.048 0.095 0.5 0.048 0.213 0.5 0.106 0.095 0.5 0.048 415.5 0.09 0.000 0.205 0.000 0.090 0.000 Bottom 415 0.08.1. na 10.51 0.190 na 0.5 0.080 na 0.5 For Required Storage, see Flood Routing -Tab 7 -1 hr Storm 9/22/2005 TOTALS - RB 1 thru 7 Overflow Elev Depthl Depth SurfArea Storage - Cum Vol ft ft Ac Available Required Ac/R Ac/ft 422 5.140 23.018 421.76 5.054 21.928 421 4.780 18.478 5 16.270 420 4.320 14.063 12.078 419.10 '3.60 10.585 10.585 1 ws100 419 3.880 10.093 Bottom 3 8.323 418 3.470 6.553 2 5.053 417 3.050 3.553 1 2.305 416 .5 1 2.410 1.058 415.5 0 2.240 0.000 0.000 Tract 32398 Summary 5B - Retention Basins 8, 9, & 10 -Available Storage & Required Storage Retention Basin 8 Retention Basin 10 Totals - Basins 8 & 10 Elev Area Av Area h Vol Cum Vol Area I Av Area h Vol Cum Vol Depth SurfArea Storage - Cum Vol (Ac) (Ac) (ft) (Ac/ft/ft) (AGft) (Ac) (Ac) (ft) (Ac/ft/ft) (AC/ft) 00 (Ac) Available Required (Ac/ft) Ac/ft 420 1 1.022 6.603 0.234 1.177 7.780 1.007 1 1.007 0.226 1 0.226 1.233 419.5 0.992 1 5.596 0.219 1 1 0.951 7 1 6.547 Ovfl 0.977 1 0.977 1 0.211 1 0.211 1.188 419 0.962 4.619 0.203 0.740 6 5.359 0.933 1 0.933 0.189 1 0.189 1.122 418 0.904 3.686 0.174 0.552 5 4.238 417.91 4.91 4.149 4.149 ws100 0.873 1 0.873 0.161 1 0.161 1.034 417 0.842 2.813 0.147 0.391 4 3.204 0.796 1 0.796 0.134 1 0.134 0.930 416 0.750 2.017 0.121 0.257 3 2.274 0.723 1 0.723 0.109 1 0.109 0.832 415 0.696 1.294 0.096 0.149 2 1.443 0.673 1 0.673 0.085 1 0.085 0.758 414 0.649 1 0.622 0.074 1 0.064 1 0.685 0.622 1 0.622 1 0.064 1 0.064 0.685 413 0.594 0.000 0.053 0.000 0 0.000 0.000 Bottom 0.542 1 0.542 0.192 1 0.192 na 412 0.490 0.330 Retention Basin 9 Totals - Basin 9 Elev Area Av Area h Vol Cum Vol Depth . Storage - Cumulative Vol (Ac) (Ac) (ft) (Ac/ft /ft) (Ac/ft) (ft) Available Required (Ac/ft) (Ac/ft). 426 0.220 1.034 4 0.281 1 0.281 425 0.341 0.754 3 0.754 424.50' 0.306 1 0.306 0.601 Overflow 424.09 2.09 0.475 0.475 ws100 424 0.270 0.448 2 0.448 0.247 1 0.247 423 0.223 1 0.202 1 0.202 0.202 1 0.202 422 0.180 0.000 0 0.000 0.000 Bottom 0.161 1 0:161 421 1 0.141 na 9/22/2005 For Basin 8. &10- Required storage volume - See Tab 8, Flood Routing,- 3 he Storm For Basin 9 Required storage volume - See Tab 9, Flood Routing,.- 3 hr Storm, . • • • Tract 32398 Summa Six - Retention Basin Storage Data Retention Basin 1 thru 7 - Interconnected Storm I Peak Inflow 100yr Storm Overflow Duratnj Time Q in Depth WS /HGL Max WS Time Depth Storage Empty Elevation 421.76 hr hr ) (cfs) (ft Elev Elev hr ft AcFt hr Water depth in Retention Basin 6.26 Ft eakQ min eakWS PostStm Storage at Overflow Elevation 21.93 AcFt 1 0.9 363 2.5 418.00 419.10 1.33 3.6 10.585 36.4 Extra Storage -above WS 100 11.34 AcFt 3 2.7 129 2.26 417.76 418.31 3.2 2.81 8.6 1 33.2 Maximum Water Surface Elev 419.10 6 5.5 98 2.18 417.68 418:12 6 2.62 7.9 32 Bottom Elevation 415.50 24 13.5 18 1.45 416.95 417.14 15.7 1.64 4.6 20.5 etentlon assn 8 f 0 - In terconnecte Storm PeaK InTIOW 100yr Storm Overflow Duratn Time Q in De th WS /HGL Max WS Time De th Stora a Em t Elevation 419.50 hr r s E ev ev hr AcFt r Water de th in Retention,Basin 6.50 Ft ea Q mm PostStm Storage at Overflow Elevation 6.55 AcFt 1 0.9 122 3.66 416.66 417.62 4.62 3.8 37.3 xtra Storage -above 2.75 AcFt �3.2 3 2.7 50.6 4.14 "417.14 417.91 4.91 4.149 39 Maximum Water Surface Elev 417.91 6 5.5 40.1 4.28 417.28 417.87 6 4.87 4.11 38.7 130 om of vafion 413.00 24 13.5 10.5 2.54 415.54 416.74 16.3 1 3.74 2.96 26.7 Retention Basin 9 Storm Peak Inflow 100yr Storm loverflow Duratn Time Q in Depth WS /HGL Max WS Time Depth Storage Empty Elevation 424.50 hr hr ) (cfs) (ft Elev Elev hr ft AcFt hr Water depth in Retention Basin 2.50 IFt eakQ min eakWS PostStm Storage at Overflow Elevation 0.60 AcFt 1 0.83 16.2 1.24 423.24 424.09 1.25 2.09 0.47 15.1 Extra Storage -above WS 100 0.13 AcFt 3 2.7 6.46 1.77 423.77 424.09" 3.17 2.09 0.475 15 Maximum Water Surface Elev 424.09 6 5.5 5.11 1.71 423.71 423.96 5.8 1.96 0.44 " 14 Bottom Elevation 422.00' 24 13.5 1.24 0.89 422.89 423.18 16.2 1.18 0.25 3.7 Total equire ea OOyr Storm Storage 15.209 AcFt Total Retention Storage @ Max 100yr Water Surface Elevs 15.209 AcFt J. Total Retention Storage @ Overflow Water Surface Elevs 29.08 AcFt Li ji Total Safety Factor Storage Between Max Design Storm Water Surfaces and Overflows 13.87 AcFt 9/22/2005 • • C Tract 32398 Summary Seven'- Half Street Storm Flow Capacities Major Streets - Monroe St and Ave 60 Flooding St Slope 0.5% Level Depth Width Q Cap Veloc ft ft ) (cfs) (f s Two 12 ft Lns Open 0.30 9.8 1.1 1.3 Max Re rd Q100 0.53 20.0 9.5 .2.3 12 ft Lane Open 0.60 23.5 18.4 2.5 Top of 8 in Curb 0.67 25.5 19.1 2.8 55 ft ROW 0.91 46.0 52.7 3.4 55 ft C/L to ROW, 43 ft C/L to cf, 34 ft cf to median curb, 12 ft Parkway, 35 or 40 ft Landscaped trail, 8 in vertical curb, Min St slope = 0.5 %, 2% cross - slope, n = 0.015 , Wedge Curb Residential Sts Flooding St Slo a 0.5% St Slo a 0.75% St Slo a 1.0% Level to Depth Width Q Cap Veloc Q Cap Veloc Q Cap. Veloc ft ft 1/2 St 1/2 St 1/2 St cfs (fps) cfs (fps) cfs (fps) St Crown 0.44 17.1 5.19 .1.7 6.19 2.1 7.33 2.4 Top Curb 0.50 17.5 8.23 2.0 10.14 2.4 11.60 2.8 Bk 10 ft Wlk/PUE 1 0.60 22.5 1 13.44 2.0 16.46 2.7 19.00 3.1 Max Re rd Q100 13.26 Location on ISan Jose near CB53/54 (St slope 0.77% ) All Local Sts have bin x 3ft Wedge Curb, 2% cross slope, 32 ft cf /cf, 35 ft ROW /ROW, 45 ft PUE /PUE, Min St slope = 0..5 %, n = 0.020 (per City) 9/22/05 • Catch Basin Capacity: CB Opening •i1' -1�l_ CB Capacity to TC /RW I 1'._ _ • • • YIDS Consulting 3hone (949) 251-8821 17320 Redhill Avenue, Suite 350 Fax(949)251 -0516 Irvine, CA 92614 Email: mdsirvine @mdsconsulting.net Sump Hydrology Assumption Use Capacity of Remarks CB# Q100 50/50 split CB, W= selected CB Width _ [1] [2] [3] [4] [5] (cfs) (cfs) (ft) (cfs) 1 7.4 7.0 10.9 [4) > [2], OK 14.8 2 _ 7.4 7.0 10.9 [4] > [2], OK 3 _ _ 5.5 4.0 6.2 [4] > [2), OK 4 5.4 4.0 6.2 [4] > [2), OK 5 _ _ 8.3 7.0 10.9 [4] > [2], OK 16.5 6 8.2 7.0 10.9 [4] > [2], OK 7 _ 5.4 4.0 6.2 [4] > [2], OK 10.7 8 5.3 4.0 6.2 [4] > [2], OK 9 5.0 4.0 6.2 [4] > [2], OK 10.0 _ 10 _ 5.0 4.0 6.2 [4] > [2], OK 11 _ 3.2 4.0 6.2 [4] > [2], OK 6.4 12 3.2 4.0 6.2 [4] > [2], OK 13 _ 5.5 2.8 4.0 6.2 [4] > [2), OK 14 2.7 4.0 6.2 [4] > [2), OK 15 _ 3.8 4.0 6.2 [4] > [2), OK 7.51- 16 3.7 4.0 6.2 [4] > [2], OK 17 3.6 _ 4.0 6.2 [4] > [2], OK 18 3.6 4.0 6.2 [4] > [2], OK 19 -_- 1.6 4.0 6.2 [4] > [2], OK 3.2 20 1.6 4.0 6.2 [4] =[2], OK 21 -- 2.3 _ 4.0 6.2 [4) > [2], OK 4.5 22 2.2 4.0 6.2 [4] > [2], OK 23 " 2.3 4.0 6.2 [4] > [2], OK 4.5 24 2.2 4.0 6.2 [4] > [2], OK 25 _ 6.2 4.0 6.2 [41 > [2], OK 12.4 _ 26 . 6.2 4.0 6.2 [4) > [2], OK 27 3.4 4.0 6.2 [4] > [2], OK 6.7 28 3.3 4.0 6.2 [4] > [2], OK. Tract 32398 ;ity of La Quinta ,ounty of Riverside SUMP Catch Basin 7/13/2005 File:c'.excel \32398\Sump CB] • \IDS Consulting 'hone(949)251 -8821 17320 Redhill Avenue, Suite 350 Fax (949) 251 -0516 Irvine, CA 92614 Email: mdsirvine @mdsconsulting.net 7/13/2005 2 Kcel \32398 \Sump CB] YIDS Consulting 'hone (949) 251 -8821 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Fax (949) 251 -0516 Email: mdsirvine @mdsconsulting.net Sump Hydrolo _ Assumption Use Capacity of Remarks CB# Qtoo 50/50 split CB, W= selected CB Width [1l [2) [31 [4] [51 (cfs) (cfs) (ft) (cfs) 56 3.4 4.0 6.2 [4] > [2], OK 57 IV 5.4 4.0 6.2 [4] > [2], OK 58 - 10.7 5.3 4.0 6.2 [4] > [2], OK 59 _ 2.7 4.0 6.2 [4] > [2], OK 5.3 60 2.6 4.0 6.2 [4] > [2], OK 61 2.1 4.0 6.2 [4] > [2], OK 4.2 62 2.1 4.0 6.2 [4] > [2], OK Note! Assumption of 50/50 split based on Crown Line Elevation is lower than TC Elevation, on all Street Widths. Where the Q100 runoff,is small, the width _ of opening selected has enough capacity to carry the entire runoff in 1 CB, even if no split occurs. Conservative • • Tact 32398 'ity'of La'QUirlta ,ounty of Riverside SUMP Catch Basin 0 7/13/2005 3 File:c:excel \32398 \Sump CB] 11 0 • A B C D I E F G H I J K L M N O P 1 Tract 32398 Summary Nine - Nuisance Water Disposal - Sand Filter Systems 2 3 4 5 6 Number of Sand Filters, and Number and Length of Percolation Fields Per Retention Basin 8 NWD SD Line Trib Area Res Landscaping Wellsite Total SandFilter Required Perc Line Required 9 ID# Hs E v Hs E v Hs Hs Calc Use In /Out c Length Use 10 No. No. Ac No. s No. No. No. ea ea cfs ea LF LF /ea 11 count F / 2000 1 / 40 Kx137g h tLF K M / N 12 13 1 1A& 1B 1 -1 thru 1 -8 18.3 82 19,500 9.8 122 214 5.3 6 0.03205 6 79.7 80 14 1C & 1D 1 -9 thru 1 -12 7.3 38 38 1.0 merge systems 15 16 2 2A & 213 DA 2 6.4 23 52,200 .26.1 0 49 1.2 2 0.01018 93 2 46.6 50 17 18 3a 3A 3-1,3-2 5.2 27 27 0.7 1 0.00509 51 1 51.3 55 19 3b 36 3 -3 thru 3 -9 12.7 58 18,900 9.5 0 67 1.7 2 0.01018 128 2 64.1 65 20 21 5 4A & 5A DA 4 & 5 13.7 68 20,000 10.0 0 78 2.0 2 0.01146 148 2 85.5 85 22 76 7 -2 2.5 12 0 12 0.3 23 23 24 6 6A, 66, & 6C DA 6 4.7 22 21,600 10.8 0 33 0.8 1 0.00418 62 1 76.6 80 25 7 7A 7 -1 1.6 0 15,000 7.5 0 8 0.2 merge systems 14 26 27 8 8A, 813, & 8C . 8 -1 thru 8 -16 26.7 60 101,900 51.0 0 111 2.8 3 0.01528 211 3 70.3 70 28 29 9 9A&913 9- 1,2,3,5 11 0 57,150 28.6 122 151 3.8 4 0.02037 286 4 71.5 70 30 31 11 11A DA11 0.6 0 12,600 6.3 0 6 0.2 0 1 0.00080 0 Maxwell Drywell 32 33 Totals 102.8 390 793 1 21 1 1496 21 1505 34 1 House = 3.43 gph, = 2000 sf of Landscaping, = 1.9 LF of Percolation Chamber in sandy soil (Perc tests show high perc) 1 Sand Filter =137 gph, = 40 houses 1 Pump site = 417 gph, = 122 houses Combine Nuisance Water Systems in each Basin to equalize use. 35 36 37 38 39 40 • .. - Appendix A Retention Basin Unit.and Flood Hydrograph Hydrology 1 hr, 3 hr, 6 hr, 24 hr design storms Summary. Basins 1 through 7 - Connected Basins 8 and 10 - Connected Basin 9 Tract No. 3239:8, Precipitation Frequency. Data Server POINT PRECIPITATION FREQUENCY ESTIMATES I NV • FROM NOAA ATLAS 14 •IN*FMI� Mi.7 California 33.61559 N 116.23244.W 42 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 3 G.M. Bonnin, D. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2003 . Extracted: Tue Jul 5 2005 AR (years) 25 110 .37 110 .57 110 .70 110 .95 50 OF471 0.72 0.89 .1.20 100` 0.59 0:891 1.11 1.49 200 0.73 1.11 1:37 1.85 500 0.95 1.45 1.79 2.41 60 120 L2!!ajL2 in 2.79 13.24 3.48 3.94 Page 1 of 5 ncy Estimates (inches) . 12 Mhr. 4 7 10 20 30 45 60' hr da y day day day day day day 0.94 1.01 1,11 1.22 1.34 1.41 1.52 1.64 1.83 1.99 1.41 1.54 1.71 1.88 2.07 Kfl 2.36 2.53 2.82 3 08 1.79 1.93 2.21 2.41 2.64 2.78 3.01 3.21 3.56 3.91 2.30 2.54 2.93 3.20 3.47 3.67 3.94 4.17 4.59 5.06 2.73. 3.02 3.56 3.86 4.17 4.40 4.70 4.94 5.41 5:99 3.19 3.54 4.25 4.61 4.93 5.21 F 5-31 5.78 6.27 6.96 3.68 RE 5.03 5.43 5.75 6:09 6.42 6.67 7:17 7.99 4.38 4.93 Kfl 6.65 6.96 Efl 7.70 7.93 8.43 9.4:3 1000 1.16 1.76 2.18 2.94 3.64 4.04 4.09 4.54 4.97 5.61 7.19 7.69 7.97 8:46 8.76 8:97 9.43 10.59 These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. a E`TeXtzVefSlOFlr Oftable #.K..� Please refer to the documentation for more information. NOTE`. formatting forces estimates near zero to appear as zero. • http : / /hdsc.nws.noaa. gov/ cgi- biiiAidscibu'ildout.perl ?type=pf &series =pd &units =us &statena... 7/5/2005 • TRACT No: 32398 (Summary Two - Point Precipitation Storm Volumes (Point Percipitation Volumes From NOAA Atlas 14) 9/22/2005 Storm Volume Recurrance 2 Year 10 Year 100 Year Storm Duration (inch) . .(inch) (inch) 1 Hour 0.39 0.83 .1.85 3 Hour 0.58 1.17 2.33 6 Hour 0.77 1.49 2.78 24 Hour 1.01 1.9.5 3.54 9/22/2005 • • • LA QUINTA Tract 32398 Summary Three - Drainage Area List Storm Drain and Retention Basin Tributary Area SubTotals Drainage Areas 1 Drainage Areas 2 Drainage Areas 3 Drainage Areas 4 & 5 Drainage Areas 6 &_7 Drainage Areas 8 Drainage Areas 9 Offsite Drainage Areas ID Area Ac ID Area Ac ID Area Ac Area ID Ac Area ID Ac ID Area Ac ID Area Ac ID Area Ac 1 2 3 4 and 5 6 and 7 8 9 and 11 Off -Site Monroe 1 -1 3.9 SD 2A, 2 -1 2.1 3 -1 1.1 4 -1 1.9 6 -1 1.1 8 -1 2.5 9 -1 1.2 Offsite Farm, 11 -2 9.3 1 -2 1.1 3 -2 4.1 4 -2 0.7 6 -2 0.7 8 -2 0.6 9 -2 0.6 1 -3 2.7 2 -2 2.1 SD 3A 5.2 4 -3 0.9 6 -3 2.0 8 -3 1.1 9 -3 0.9 1-4 1.1 2 -3 0.9 4-4 1.0 SD 6A 3.8 8-4 0.6 SD 9A 2.7 SD 1A 8.8 2-1 0.6 3 -3 2.4 4 -5 2.0 6 -4 0.4 8 =6 0.0 1 -5A 2.0 2 -5 0.7 3-4 2.1 4-6 1.7 SD 6B 0.4 8-6 0.9 CVWD Wellsite, 9-4 0.5 1 -56 1.8 SD 2B 4.3 3 -5 1.2 4 -7 0.8 1 6 -5 0.5 ISD 8A 6.6 SD 913 0.5 1-6 2.0 SD 2A & 26 6.4 3-6 2.0 SD 4A 9.0 ISD 6C 0.5 8 -7 0.7 1 -7 1.1 3 -7 1.4 Basin 6, 6 -6 0.5 8 -8 0.8 Basin 9 -5 0.4 1 -8 2.6 Basin 2, 2-6 1.6 3-8 1.3 SD SA, 5 -1 2.0 8 -9 2.8 SD 16 9.5 3 -9 2.3 Trib Area 6 4.7 8 -10 0.6 SD 1A & 1B 18.3 SD 3B 12.7 SD 4A & 5A 11.0 Trib + RB 6 5.2 8 -11 0.8 Trib Area 9 3.2 1 -9 2.8 SD 3A & 3B 17.9 8 -12 1.5 Trib + RB 9 3.6 1 -10 0.8 5-2 1.0 SD 7A, 7 -1 1.6 ISD 8B 7.2 1 -11 2.0 Basin 3, 3 -10 1.2 5 -3 1.7 SD 7B, 7 -2 2.5 SD 8A & 8B 13.8 SD 1C 5.6 SD 5B 2.7 Monroe 8 -13 1.3 Monroe @ NW, 11 -1 0.6 SD 1D 1 -12 1.7 SD 4A; 5A & 5B 13.7 Basin 7 7 -3 0.3 Ave'60 8 -14 1.9 SD 1C & 1D 7.3 Ave 60 8 -15 0.9 SD 11A 0.6 Basin 5 5-4 0.4 Trib Area 7 4.1 SD 8C 4.1 CB & Drywell Basin 1, 1 -13 2.6 Trib + RB 7 4.4 Comm 8 -16 8.8 Basin 8, 8 -17 1.1 Trib + Drwl 11 0.6 Retention Basin 1 Retention Basin 2 Retention Basin 3 Retention Basin 4 & 5 Retention Basin 6 & 7 Basin 10, 8 -18 0.32 Trib Area 1 1 25.6 Trib Area 2 6.4 Trib Area 3' 17.9 1TribArea4&51 13.7 Trib Area 67-7-778-8 Trib + RB 1 1 28.2 Trib + RB.2 8.0 Trib + RB 3 1 19.1 1 Trib + RB 5 1 14.1 Trib + RB 6 &7 9.6 Retention Basins 1;2,3,5,6 &7 - Interconnected Retention Basin 8 Retention Basin 9 Offsite Trib Areas 1 thru 7 72.4 Acres Trib Area 8 1 26.7 1 Trib Area 9 3.2 Retention Basin Lot Areas 6.6 Acres lBasins8&101 1.4 1 Basin 9, Lot NN 0.4 Trib Areas 1 thru 7 + Ret Basins 1,2,3,5,6 &7 79.0 Acres Trib + RB 8 &10 28.1 Trib + RB 9 3.6 Offsite DA Total 9.3 9/22/2005 Totals - Onsite Basin Tributary area Retention Basin Lots Onsite Drainage Area Offsite DrainageAreas 102.3 6.5 108.8 9.3 TOTAL - Project Drainage Areas 118.1 G: \63100\gen\ TRACT NO. 32398, Summary 3 Retention Basin Drainage Areas CITY OF LA QUINTA Page 1 of 1 9/22/2005 • Tract 32398 SUMMARY Four - Retention Basin Control Elevations Retention Basin Elevations Lowest Bldg Pad Catch Basin Freeboard (ft) No Lot # Top Overflow Max WS Bottom Depth EleV Location Lot # CB# TC Max WS WS 100 to Overflow to Q10 Q100 Pad CB TC w5100 CB TC Pad min 1.0 min 1.33 xtra storg St Flood (min0.5) 1 Y 423 421.76 419.10 415.5 3.60 423.1 1 SantaAna/Atascadero 171 516 421.50 420.50 420.17 4.00 2.40 -2.66 1 -0.26 1 1.34 2 W 422 421.76 1 419.10 415.5 3.60 422.8 PasoRobles / Linda 65 21/22 1 421.20 420.20 419.87 3.70 2.10 -2.66 -0.56 1.04 3 TT 421 -424 421.76 419.10 415.5 3.60 422.6 SanJose / Atascadero 55 27/28 420.90 419.90 419.57 3.50 1.80 -2.66 -0.86 0.84 4 WW na 421.76 419.10 See Basin 5 422.4 Santa Cruz 1 39/40 420.57 419.57 419.24 3.30 1.47 -2.66 -1.19 1 0.64 5 XX 421 -422 .421.76 419.10 415.5 3.60 422.4 Linda / Santa Cruz 53 45/46 1 420.70 419.70 419.37 3.30 1.60 -2.66 -1.06 0.64 6 LL 422 421.76 419.10 415.5 3.60 423.7 1 SanJoseNiaDiamonte 41 47/48 421.70 420.70 420.37 4.60 2.60 -2.66 -0.06 1.94 7 PP 422 421.76 419.10 415.5 3.60 424.1 Atascadero 101 51/52 421.60 420.60 420.27 5.00 2.50 -2.66 -0.16 2.34 8 II 419 -421 419.5 417.91 413.0 4.91 421.3 SanJose /PasoRobles 29 1 55/56 419.00 417.67 417.50 3.39 1.09 -1.59 -0.50 1.80 10 HH 419.9 419.5 417.91 413.0 4.91 421.4 SanJose /PasoRobles 1 61 419.70 418.20 417.50 3.49 1.79 -1.59 -0.20 1.90 9 NN 425 424.5 424.09 422.0 2.09 427.2 Via Diamonte 161 68 426.53 425.03 425.53 3.11 1.77 -0.41 1 na 2.70 Emergency Overflow Controls Basin 1 thru 7 - Controlled by Paso Robles gutter flowline @ HP between Phase one lots 16 and 42. - Elev 421.76 Basin 8 & 10 - Controlled by Ave 60 gutter flowline Hi Pt @ southeast Tract corner - Elev 419.5 Basin 9 -Controlled by graded Swale flowline to Basin 6 being .1.0 ft below adjacent TC of Ave Linda @ NE corner of Lot NN - Elev 424.5 Maximum 100 yr Water Surface (ws100) Controls Basins 1 thru 7 - Interconnected, Same ws 100, - Controlled by 1.33 ft freeboard below street normal Top of Curb at CB 39 / 40 Basins 8 & 10 - Interconnected, Same ws 100, - Controlled by 1.33 ft freeboard below street normal Top of Curb at CB 55 / 56 Basin 9 - Controlled by graded Swale flowline @ NE corner of Basin 9 being 1.0 ft freeboard below adjacent Ave Linda TC. 9/22/05 • • Summary Tract 32398 5A - Retention Basins 1 Thru 7 - Required Storaae & Available Storage Elev Area Ac Retention Basin 1 Av Area h Vol (Ac) (k (Ac/ft /ft) Cum Vol (Ac/ft) Retention Basin 2 Area IAvQAreaI h Vol I Cum Vol (Ac) (Ac) ft) (Ac/ft/ft). Ac /ft Area (Ac) Retention Basin 3 Av Area h Vol (Ac) (ft) (Aclft Ift) Cum Vol Aclft) 1 2.390 1 2.390 423 2.17 12.569 2.740 7.049 2.105 1 2.105 1.690 1 1.690 422 421.76 421 420 419 418 417 416 r415 15.5 2.04 1.91 1.77 1.64 1.51 1.38 1.25. 1.19 1.975 1.840 1.705 1.575 1.445 1.315 1.218 1 1 1 1 1 1 0.5 To. 1.975 1.840 1.705 1.575 1.445 1.315 0.609 10.464 9.990 8.489 6.649 4.944 3.369 1.924 0.609 0.000 2.040 1.340 1.200 1.070 0.940 0.800 0.420 0.375 1.270 1.135 1.005 0.870 0.610 0.375 0.188 1 1 1 1 1 1 0.5 1.270 1.135 1.005 0.870 0.610 0.375 0.094 5.359 5.054 4.089 2.954 1.949 1.079 0.469 0.094 0.000 0.770 0.670 0.580 0.500 0.430 0.370 0.320 0.295 0.720 0.625 0.540 0.465 0.400 0.345 0.308 1 1 1 1 1 1 0.5 0.720 0.625 0.540 0.465 0.400 0.345 0.154 3.249 3.076 2.529 1.904 Ovfl ws100 Bottom 1.364 0.899 0.499 0.154 0.000 1.15 na 0.330 na I 0.5 0.270 na 0.5 Elev Area (Ac) Retention Basin 5 Av Area I h I Vol (Ac) ft Aclft /ft) Cum Vol Ac/ft Retention Basin I Area Av Area h I Vol (Ac (Ac) (ft) (Ad-ft /ft) 6 Cum Vol (Ac/ft) Area (Ac) Retention Basin 7 I Av Area h Vol (Ac) (k ) (Ac/ft /ft) Cum Vol (Aclft 422 421 420 419 418 417 416 415.5 1 0.29 0.25 0.22 0.19 0.16 0.13 0.10 0.09 0.270 0.235 0.205 0.175 0.145 0.115 0.095 1 1 1 1 1 1 0.5 0.270 0.235 0.205 0.175 0.145 0.115 0.048 1.193 1.128 0.923 0.688 0.483 0.308 0.163 0.048 0.000 0.380 0.350 0.310 0.280 0.250 0.220 0.205 0.190 0.365 0.330 0.295 0.265 0.235 0.213 1 1 1 1 1 1 0.5 0.190 0.365 0.330 0.295 0.265 0.235 0.106 1 1.786 1.741 1.596 1.231 0.901 0.606 0.341 0.106 0.000 0.230 0.200 0.170 0.150 0.120 0.100 0.090 0.115 0.215 0.185 0.160 0.135 0.110 0.095 1 1 1 1 1 1 0.5 0.115 0.215 0.185 0.160 0.135 0.110 0.048 0.968 0.940 0.853 Ovfl ws100 Bottom 0.638 0.453 0.293 0.158 0.048 0.000 415 1 0.08 na 0.5 0.190 na 6 0.080 na 0.5 TOTALS - RB 1 thru 7 Overflow For Required Storage, see Flood Routing -Tab 7 - 1 hr Storm 9/22/2005 Elev De th SurfArea I Storage - Cum Vol it fl (Ac) Available Required (Ac /ft) Ac/ft 422 5.140 23.018 421.76 5.054 21.928 421 4.780 18.478 5 16.270 420 4.320 1 1 14.063 4 12.078 419.10 3.60 10.585 10.585 ws100 419 3.880 10.093 Bottom 3 8.323 418 3.470 6.553 2 5.053 417 3.050 3.553 1 2.305 416 .5 2.410 1 1 1.058 415.5 0 I 2.240 I 1 0.000 i 0.000 Summary 5B - Retention Basins 8, Tract 32398 9, & 10 - Available Storage & Required Storage Retention Basin 8 Retention Basin 10 Totals - Basins 8 & 10 Elev Area Av Area h Vol Cum Vol Area Av Area h Vol Cum Vol Depth SurfArea Storage -Cum Vol (Ac) (Ac) (ft) (Ac/ft /ft) (Ac/ft) (Ac) (Ac) (ft) (A7 /ft) (Ac/ft) (ft) (Ac) Available Required (Ac/ft) (Actft) 420 1.022 6.603 0.234 1.177 7.780 1.007 1 1.007 0.226 1 0.226 1.233 419.5 0.992 1 1 5.596 0.219 1 1 0.951 7 6.547 Ovfl 0.977 1 0.977 0.211 1 0.211 1.188 419 0.962 4.619 0.203 0.740 6 5.359 0.933 1 0.933 0.189 1 0.189 1.122 418 0.904 3.686 0.174 0.552 5 4.238 417.91 4;91 4.149- 4:149 ws100- 0.873 1 0.873 0.161 1 0.161 1.034 417 0.842 2.813 0.147 0.391 4 3.204 0.796 1 0.796 0.134 1 0.134 0.930 416 0.750 2.017 0.121 0.257 3 2.274 0.723 1 0.723 0.109 1 0.109 0.832 415 0.696 1.294 0.096 0.149 2 1.443 0.673 1 0.673 0.085 1 0.085 0.758 414 0.649 0.622 0.074 0.064 1 0.685 0.622 1 0.622 0.064 1 0.064 0.685 413 0.594 0.000 0.053 0.000 0 0.000 0.000 Bottom 0.542 1 0.542 0.192 1 0.192 na 412 0.490 0.330 Retention Basin 9 Totals - Basin 9 Av Area h ' Vol Cum Vol Depth Storage - Cumulative Vol (Ac) . (ft) (Ac/ft /ft) . (Ac/ft) ft Available . Required (Ac/ft) (Ac /ft) 1.034 4 0.281 1 0.281, 0.754 3 0.754 0.306 1 0.306 0.601 Overflow 2.09 0.475 0.475 ws100 0.448 2 0.448 0.247 1 0.247 0.202 1 0.202 0.202 1 0.202 0.000 0 0.000 0.000 Bottom 0.161 1 0.161 na 8 & 10 Required storage volume - See Tab 8, Flood Routing - 3 hr Storm 9 Required storage volume - See Tab 9, Flood Routing - 3 hr Storm 9/22/2005 Elev . Area (Ac) . 426 0.220 425 0.341 424.50 424.09 424 0.270 423 0.223 422 0.180 421 0.141 For Basin For Basin Adak 421.76 ion Basin 6.26 lFt levation WS 100 21.93 11.34 lAcFt AcFt e Elev 419.10 415.50 419.50 ion Basin 6.50 Ft levation _ 6.55 AcFt VVS-Tov—_ 2.75 AcFt F-- e Elev 7.9 3 00 424.50 ion Basin 2.50 Ft levation 0.60 AcFt WS 100 013 AcFt 3 Elev 424.09 422.00 09 AcFt 109 AcFt ]6 AcFt 37 AcFt 9/22/2005 FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 08/01/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 @ Monroe Retention Basins 1 thru 7 - Connected 100yr - 1hr. -Flood Hydrograph File 32398RB171hrFld -------------------------------- =------------------------------------ Program License Serial Number 4082 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB171hruh1100.rte * * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 18 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 362.961 (CFS) Total volume = 11.168 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 4.100 to Point /Station 5.400 * * ** RETENTION BASIN ROUTING * * ** User entry of depth- outflow- storage data • Total number'of inflow hydrograph intervals = 18 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 2.620 5.910 2.600 2.640 2.000 5.745 6.700 5.722 5.768 3.000 9.260 7.480 9.234 9.286 4.000 13.175 8.310 13.146 13.204 5.000 17.505 9.160 17.473 17.537 • Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 0.083 13.40 0.10 0.046 OI I I I I 0.02 0.167 40.69 0.52 0.230 O I I I I I 0.09 0.250 53.34 1.24 0.548 0 I I I I I 0.21 0.333 60.34 2.09 0.928 O I I I I I 0.35 0.417 66.69 3.04 1.347 O I I I I I 0.51 0.500 74.95 4.08 1.811 O I I I I I 0.69 0.583 86.00 5.26 2.333 0 II I I I 0.89 0.667 103.17 5.99 2.945 O II I I I 1.10 0.750 144.62 6.20 3.757 0 I I ( I I 1.36 0.833 295.49 6.57 5.228 0 I I I I I 1.83 0.917 362.96 7.08 7.449 O I I I I 2.48 1.000 163.36 7.47 9.211 0 I I I I I 2.99 1.083 85.43 7.64 10.016 0 II I I I 3.19 1.167 37.99 7.72 10.388 O I I I I I 3.29 1.250 19.85 7.75 10.534 OI I I I I 3.33 1.333 10.48 7.76 10.585 O I I 3.34 1.417 2.17 7.76 10.575 O I I I I 3.34 1.500 0.61 7.75 10.531 O I I I I 3.32 1.583 0.00 7.74 10.480 0 I I I I 3.31 1.667 0.00 7.73 10.426 O I I I I 3.30 • 1.750 0.00 7.72 10.373 O I I I I 3.28 1.833 0.00 7.70 10.320 0 I I I I 3.27 1.917 0.00 7.69 10.267 O I I I I 3.26 2.000 0.00 7.68 10.214 0 ( I I I 3.24 2.083 0.00 7.67 10.161 0 I I I I 3.23 2.167 0.00 7.66 10.108 O I I I I 3.22 2.250 0.00 7.65 10.056 O I I I I 3.20 2.333 0.00 7.64 10.003 0 I I I I 3.19 2.417 0.00 7.63 9.951 0 I I I I 3.1.8 2.500 0.00 7.62 9.898 0 I I I I 3.16 2.583 0.00 7.60 9.846 0 I I I I 3.15 2.667 0.00 7.59 9.793 0 I I I I 3.14 2.750 0.00 7.58 9.741 O I I I I 3.12 2.833 0.00 7.57 9.689 0 I I I I 3.11 2.91.7 0.00 7.56 9.637 0 I I I I 3.10 3.00.0 0.00 7.55 9.585 0 I I I I 3.08 3.083 0.00 7.54 9.533 0 I I I I 3.07 3.167 0.00 7.53 9.481 O I I I I" 3.06 3.250 0.00 7.52 9.429 O I I I I 3104 3.333 0.00 7.50 9.377 O I. I I I 3.03 3.417 0.00 7.49 9.326 O I I I I 3.02 3.500 0.00 7.48 9.274 0 I I I I 3.00 3:583 0.00 7.47 9.223 O I I I I 2.99. 3.667 0.00 7.46 9.171 0 I I I I 2.91 3.750 0.00 7.45 9.120 O I I I I 2.96 3.833 0.00 7.44 9.069 0 I I I I 2.95 0.00 7.43 9.018 O I I I I 2.93 •3.917• 4.000 0.00 7.41 8.966 0 I I I I 2.92 4:083 0.00 7.40 8.915 0 I I I I 2.90 4.167 0.00 7.39 8.864 0 I I I I 2.89 4.250 0.00 7.38 8.814 0 I I I I 2.87 4.333 0.00 7.37 8.763 0 2.86 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 4.417 0.00 7.36 8.712 0 I 2.84 4.500 0.00 7.35 8.661 0 2.83 4.583 0.00 7.34 8.611 0 2.82 4.667 0.00 7.32 8.560 0 2.80 4.750 0.00 7.31 8.510 0 2.79 4.833 0.00 7.30 8.460 0 I 2.77 4.917 0.00 7.29 8.409 0 I I 2.76 5.000 0.00 7.28 8.359 0 ( 2.74 5.083 0.00 7.27 8.309 0 I 2.73 5.167 0.00 7.26 8.259 0 2.72 5.250 0.00 7.25 8.209 0 I I 2.70 5.333 0.00 7.24 8.159 0 I 2.69 5.417 0.00 7.22 8.109 0" I 2.67 5.500 0:00 7.21' 8.060 0 2.66 5.583 0.00 7.20 8.010 0 I I 2.64 5.667 0.00 7.19 7.961 0 I I 2.63 5.750 0.00 7.18 7.911 0 I I 2.62 5.833 0.00 7.17 7.862 0 2.60 5.917 0.00 7.16 7.812 0 I I I I 2.59 6.000 0.00 7.15 7.763 0 I I I 2.57 6.083 0.00 7.14 7.714 0 I 2.56 6.167 0.00 7.13 7.665 0 I 2.55 6.250 0.00 7.12 7.616 0 2.53 6.333 0.00 7.10 7.567 0 I 2.52 6.417 0.00 7.09 7.518 0 I 2.50 • 6.500 0.100 7.08 7.469 0 2.49 6.583 0.00 7.07 7.420 0 2.48 6.667 0.00 7.06 7.372 0 I 2.46 6.750 0.00 7.05 7.323 0 I I 2.45 6.833 0.00 7.04 7.274 0 2.44 6.917 0.00 7.03 7.226 0 I I 2.42 7.000 0.00 7.02 7.178 0 I" 2.41 7.083 0.00 7.01 7.129 0 2.39 7.167 0.00 7.00 7.081 0 2.38 7.250 0.00 6.99 7.033 0 I I I 2.37 7.333 0.00 6.98 6.985 0 I I 2.35 7.417 0.00 6.96 6.937 0 I 2.34 7.500 0.00 6.95 6.889 0 2.33 7.583 0.00 6.94 6.841 0 2.31 7.667 0.00 6.93 6.793 0 2.30 7.750 0:00 6.92 6.746 O I 2.28 7.833 0:0.0 6.91 6.698 0 2.27 7.917 0.00 6.90 6.650 0 I 2.26 8.000 0'.00 6.89 6.603 0 I I 2.24 8.083 0:.00 6::88 6.556 0 2.23 8.167 q.00 6.87 6.508 O 2:22 8.250 0.00 6.86 6.461 0 I I 2.20 8.333 0'.00 6.85 6.414 0 2.19 8..41,7 0.00 6:84 6.367 O I ( I.. I` 2.18 8.500 0.00 6.83 6.320 0 I - I 2.16".. 8.583 0:00 6,82 6.273 0 I I 2.15 8.667 0.00 6.81 6.226 0 I I 2.14 8.750 0.00 6.80 6.179 0 2.12 • 8.833 0.00 6.79 6.132 0 I 2.11 8.917 0.00 6.78 6.085 0 I I I 2.10 9.000 0.00 6.77 6.039 0 I I 2.08 9.083 0.00 6.75 5.992 0 I 2.07 9.167 0.00 6.74 5.946 0 I I I 2.06 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CPS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 9.250 0.00 6.73 5.899 0 I I I I 2.04 9.333 0..00 6.72 5.853 0 I ( I I 2.03 9.417 0.00 6.71 5.807 0 I I I I 2.02 9.500 0.00 6.70 5.760 0 I I I I 2.00 9.583 0.00 6.69 5.714 0 I I I I 1.99 9.667 0.00 6.68 5.668 0 I I I I 1.98 9.750. 0.00 6.67 5.622 0 I ( I I 1.96 9.833 0.00 6.66 5.576 O I I I I 1.95 9.917 0.00 6.65 5.531 0 I I I I 1.93 10.000 0.00 6.63 5.485 0 I I I I 1.92 10.083 0.00 6.62 5.439 0 ( I I I 1.90 10.167 0.00 6.61 5.394 0 I I I I 1.89 10.250 0.00 6.60 5.348 0 I I I I 1,87 10.333 0.00 6.59 5.303 0 I. I I I 1.86 10.417 0.00 6.58 5.257 0 I I I ( 1.84 10.500 0.00 6.57 5.212 0 I I I I 1,83 10.583 0.00 6.55 5.167 0 I I I I 1.82 10.667 0.00 6.54 5.122 0 I I I I 1.80 10.750 0.00 6.53 5.077 0 I I I I 1,79 10.833 0.00 6.52 5.032 0 I I I I 1.77 10.917 0.00 6.51 4.987 0 I I I I 1.76 11.000 0.00 6.50 4.942 0 I I• I I 1.74 11.083 0.00 6.49 4.898 0 I I I I 1.73 11.167 0.00 6.47 4.853 0 I I I I 1.71 11.250 0.00 6.46 4.808 0 I I I I 1.70 •11.333 0.00 6.45 4.764 0 ( I I I 1.69 11.417 0.00 6.44 4.719 0 I I I I 1.67 11.500 0.00 .6.43 4.675 0 I I I I 1.66 11.583 0.00 6.42 4.631 0 I I I I 1.64 11.667 0.00 6.41 4.587 0 I I I I 1.63 11.750 0.00 6.40 4.543 0 I I I I 1.62 11.833 0.00 6.38 4.499 0 I ( I I 1.60 11.917 0.00 6.37 4.455 0 I I I I 1.59 12.000 0.00 6.36 4.411 0 I I I I 1.57 12.083 0.00 6.35 4.367 0 I I I I 1.56 12.167 0.00 6.34 4.323 0 I I I I 1.55 12.250 0.00 6.33 4.280 0 I I I I 1.53 12.333 0.00 6.32 4.236 0 I I I I 1.52 12.417 0.00 6.31 4.193 O I I I I 1.50 12.500 0.00 6.30 4.149 0 I I I I 1.49 12.583 0.00 6.29 .4.106 0 I I I I 1.48 12.667 0. 00 6.27 4.063 0 I I I I 1.46 12.750 0.00 6.26 4.020, 0 I I I I 1.45 12.833 0.00 6.25 3:9,7,6 O. I I I I 1.43 12.917 0.00 6.24 3.9313 0 I I I I 1.42 13.000 0.00 6:23. 3.8190 :O I I I I' 1.4.1 13.083 0.00 6.22 3.8 48 O I I I I 1.39 13.167 0.00 6.21 3. 805 O I I I I 1:38" 13.250, 0.00 6.20 3.762 0'. I I I ( 1.3'7 13.333 0.00 6.19 3:719 0 I I I I .1.35 13.417 0.00 6.18 3.677 0 I I I I 1.34 13.500 0.00 6.17 3.63.4 '0 I I I I 1.32 " •13.583 0.00" 6.16 3.592 b I I I I 1:31 13.667 0.00 6.14 3.550 0 I I I I 1.30 13.750 0.00 6.13 3.507 0 I I I I 1,28 13.833 0.00 6.12 3.465 O I I I I 1,27 13.917 0.00 6.11 3.423 0 I ( I I 1..26 14.000 0.00 6.10 3.381 0 I I I I 1.24 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 14.083 0.00 6.09 3.339 0 I I I I 1.23 14.167 0.00 6.08 3.297 0 I I I I 1.22 14.250 0.00 6.07 3.255 0 I I I I 1.20 14.333 0.00 6.06 3.213 0 I I I I 1.19 14.417 0.00 6.05 3.172 0 I I I I 1.18 14.500 0.00 6.04 3.130 0 I I I I 1.16 14.583 0.00 6.03 3.088 0 I I I I 1.15 14.667 0.00 6.02 3.047 0 I I I I 1.14 14.750 0.00 6.01 3.006 0 I I I I 1.12 14.833 0.00 6.00 2.964 0 I I I I 1.11 14.917 0.00 5.99 2.923 0 I I I I 1.10 15.000 0.00 5.98 2.882 0 I I I I 1.08 15.083 0.00 5.97 2.841 0 I ( I I 1.07 15.167 0.00 5.96 2.800 0 I I I I 1.06 15.250 0.00 5.95 2.759 0 I I I I 1.04 15.333 0.00 5.93 2.718 0 I I I I 1.03 15.417 0.00 5.92 2.677 0 I I I I 1.02 15.500 0.00 5.91 2.636 0 I I I I 1.01 15.583 0.00 5.85 2.596 0 I I I I 0.99 15.667 0.00 5.76 2.556 0 I I I I 0.98 15.750 0.00 5.68 2.516 0 I I I I 0.96 15.833 0.00 5.59 2.477 0 I I I I 0.95 15.917 0.00 5.50 2.439 0 I I I I 0.93 16.000 0.00 5.42 2.402 0 I I I I 0.92 16.083 0.00 5.33 2.365 0 I I I I 0.90 •16.167 0.00 5.25 2.328 0 I I I I 0.89 16.250 0.00 5.17 2.292 0 I I I I 0.87 16.333 0.00 5.09 2.257 0 I I I I 0.86 16.417 0.00 5.01 2.222 0 I I I I 0.85 16.500 0.00 4.94 2.188 0 I I I I 0.84 16.583 0.00 4.86 2.154 0 I I I I 0.82 16.667 0.00 4.78 2.121 0 I I I I 0.81 16.750 0.00 4.71 2.088 0 I I I I 0.80 16.833 0.00 4.64 2.056 0 I I I I 0.78 16.917 0.00 4.57 2.024 0 I I I I 0.77 17.000 0.00 4.50 1.993 0 I I I I 0.76 17.083 0.00 4.43 1.962 0 I I I I 0.75 17.167 0.00 4.36 1.932 0 I I I I 0.74 17.250 0.00 4.29 1.902 0 I I I I 0.73 17.333 0.00 4.23 1.873 0 I I I I 0.71 17.417 0.00 4.16 1.844 O I I I I 0.70 17.500 0.00 4.10 1.816 0 I I I I 0.69 17.583 0.00 4.03 1.788 0 I I I I 0.68 17.667 0..00 3.97 1.76.0 0 I I I I 0.67 17.756 0.00 3.91 1.733 0 I I I I 0.66. 17.833 0.00 ' 3.85 1.706 O' I. I I I 0.65 17.917 0.00 3.79 1.680. O I I I I 0'•64' 18.000 0.00 - 3:73 1.654 O I I I I 0.63 18.083 0.00 3.67 1.629 O I I. I I 0.62 18.167 0.00 . 3.62 1.604 O I I I I 0.61• 18.250 0.00 3.56 1.579 0 I I I I 0.60. 18.333 0.00 3.51 1.554 0 I I I I 0.59 •18.417 0.00 3.45 1.531 0 I I I I 0.58 18.500 0.00 3.40 1.507 0 ( I I I 0.58 18.583 0.00 .3.35 1.484 0 I I I I 0.57 18.667 0.00 3.30 1.461 0 ( I I I 0.56 18.750 0.00 3.24 1.438 0 I I I I 0.55 18.833 0.00 3.19 1.4.16 0 I I I I 0.54 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 18.917 0.00 3.15 1.394 0 I I I I 0.53 19.000 0.00 3.10 1.373 0 I I I I 0.52 19.083 0.00 3.05 1.352 0 ( I I I 0.52 19.167 0.00 3.00 1.331 0 I I I I 0.51 19.250 0.00 2.96 1.310 0 I I I I 0.50 19.333 0.00 2.91 1.290 0 I I I I 0.49 19.417 0.00 2.87 1.270 0 I I I I 0.48 19.500 0.00 2.82 1.251 0 I I I I 0.48 19.583 0.00 2.78 1.231 0 I I I I 0.47 19.667 0.00 2.73 1.212 0 I I I I 0.46 19.750 0.00 2.69 1.194 0 I I I I 0.46 19.833 0.00 2.65 1.175 0 I I I I 0.45 19.917 0.00 2.61 1.157 0 I I I I 0.44 20.000 0.00 2.57 1.139 0 I I I I 0.43 20.083 0.00 2.53 1.122 0 I I I I 0.43 20.167 0.00 2.49 1.104 0 I I I I 0.42 20.250 0.00 2.45 1.087 0 I I I I 0.42 20.333 0.00 2.42 1.071 0 I I I I 0.41 20.417 0.00 2.38 1.054 0 I I I I 0.40 20.500 0.00 2.34 1.038 0 I I I I 0.40 20.583 0.00 2.31 1.022 0 I I I I 0.39 20.667 0.00 2.27 1.006 0 I I I I 0.38 20.750 0.00 2.23 0.991 0 I I I I 0.38 20.833 0.00 2.20 0.975 0 I I I I 0.37 20.917 0.00 2.17 0.960 0 I I I I 0.37 •21.000 0.00 2.13 0.946 0 I I I I 0.36 21.083 0.00 2.10 0.931 0 ( I I I 0.36 21.167 0.00 2.07 0.917 0 I I I I 0.35 21.250 0.00 2.04 0.902 0 I I I I 0.34 21.333 . 0.00 2.00 0.889 0 I I I I 0.34 21.417 0.00 1.97 0.875 0 I I I I 0.33 21.500 0.00 1.94 0.861 0 I I I I 0.33 21.583 0.00 1.91 0.848 0 I I I I 0.32 21.667 0.00 1.88 0.835 0 I I I I 0.32 21.750 0.00 1.85 0.822 0 I I I I 0.31 21.833 0.00 1.83 0.809 0 I I I I 0.31 21.911 0.00 1.80 0.797 0 I I I I 0.30 22.000 0.00 1.77 0.785 0 I I ( I 0.30 22.083 0.00 1.74 0.773 0 I I I I 0.29 22.167 0.00 1.72 0.761 0 I I I I 0,29 22.250 0.00 1.69 0.749 0 I I I I 0,29 22.333 0.00 1.66 0.737 0 I I I I 0.28 22.417 0.00 1.64• 0.726 0 I I I I 0,28 22.500 0.00 1.61 0.715 0 I I I I 0.27 22.583 0.00 1.59 0.704 0 I I I I 0,27 22.667 0.00 1.56 0:693 :O 0.26 22.750 0.00 1.54 0.682 .O I I I I 0:26 22.833 0.00 1.;52 .0.:672 O ( i I I 0.26" 22.917 0:00 1..49.• 0.661 0 I I (. I, 0.25' 23.000 0.00 1:47 0.651 0 I I I I 0.25 23.083 0.00 1.45 0.641 .0 I I I I. 0.24 23.167 0.00 1.42 0.631 0 I I I I 0.24 •23.250 0.00 1.40 0.622 0 I I I I 0.24 23.333 0.00 1.38 0.612 0 I I I I 0.23 23.417 0.00 1.36 0.603 0 I I I I 0.23 23.500 0.00 1.34 0.593 0 I I I I 0.23 23.583 0.00 1.32 0.584 0 I I I I 0,22 23.667 0.00 1..30 0.575 0 0.22 • Time (Hours) Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 90.7 181.48 272.22 362.96 (Ft.) 23.750 0.00 1.28 0.566 0 I I I 0.22 23.833 0.00 1.26 0.558 0 I I I 0.21 23.917 0.00 1.24 0.549 0 I 0.21 24.000 0.00 1.22 0.540 0 0.21 24.083 0.00 1.20 0.532 0 I 0.20 24.167 0.00 1.18 0.524 0 I 0.20 24.250 0.00 1.16 0.516 0 I 0.20 24.333 0.00 1.15 0.508 0 0.19 24.417 0.00 1.13 0.500 0 I 0.19 24.500 0.00 1.11 0.492 0 I 0.19 24.583 0.00 1.09 0.485 0 0.19 24.667 0.00 1.08 0.477 0 I I I 0.18 24.750 0.00 1.06 0.470 0 I I I 0.18 24.833 0.00 1.04 0.463 0 I 0.18 24.917 0.00 1.03 0.456 0 0.17 25.000 0.00 1.01 0.449 0 ( 0.17 25.083 0.00 1.00 0.442 0 I 0.17 25.167 0.00 0.98 0.435 0 I 0.17 25.250 0.00 0.97 0.428 0 ( 0.16 25.333 0.00 0.95 0.422 0 I I 0.16 25.417 0.00 0.94 0.415 0 I I I 0.16 25.500 0.00 0.92 0.409 0 I 0.16 25.583 0.00 0.91 0.402 0 I I 0.15 25.667 0.00 0.89 0.396 0 0.15 25.750 0.00 0.88 0.390 0 I 0.15 •25.833 0.00 0.87 0.384 0 I ( 0.15 25.917 0.00 0.85 0.378 0 I I I 0.14 26.000 0.00 0.84 0.372 0 I ( 0.14 26.083 0.00 0.83 0.367 0 I I ( 0.14 26.167 0.00 0.81 0.361 0 I I I 0.14 26.250 0.00 0.80 0.355 0 I I I 0.14 26.333 0.00 0.79 0.350 0 I I 0.13 26.417 0.00 0.78 0.344 0 I I 0.13 26.500 0.00 0.76 0.339 0 I I I 0.13 26.583 0.00 0.75 0.334 0 I I 0.13 26.667 0.00 0.74 0.329 0 I 0.13 26.750 0.00 0.73 0.324 0 I 0.12 26.833 0.00 0.72 0.319 0 0.12 26.917 0.00 0.71 0.314 0 I 0.12 27.000 0.00 0.70 0.309 0 I ( 0.12 27.083 0.00 0.69 0.304 0 I I I 0.12 27.167 0:00 0.68 0.299 0 I I I 0.11 27.250 0:00 0.,67 0.295 0 ( I 0.1.1 27.333 0.00 0.65 0.290 0 0.11 27.417 0:00 0.64 0.286 0 I 0.11 27.500 1 0.00 0.63'. 0.281 O 0.11 27.583 0.00 0.63 0.277 O I I I 0.11 27..667 0.00 0.62. 0.273 0 I 0:10 27.750 0.00 0.61 0.269 0 I I 0.10. 27.833 0.00 0.60 0.264 0 I I 0.10 27.917 0.00 0.59 0.260 0 I I I I 0.10 28.000 0.00 0.58 0:256 0 I I I 0.10 •28.083 0.00 0.5.7 0.252 0 I I 0.10 28.167 0.00 0.56 0.249 0 I 0.09 28.250 0..00 0.55 0.245 0 I I I 0.09 28.333 0.00 0.54 0.241 0 I I 0.09 28.417 0.00 0.54 0.237 0 ( 0.09 28.500 0.00 0.53 0.234 0 0.09 • Time (Hours) Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 90.7 181.48 272.22 362.96 (Ft.) 28.583 0.00 0.52 0.230 0 I I I 0.09 28.667 0.00 0.51 0.226 0 I I I 0.09 28.750 0.00 0.50 0.223 0 I I 0.09 28.833 0.00 0.50 0.220 0 I 0.08 28.917 0.00 0.49 0.216 0 I 0.08 29.000 0.00 0.48 0.213 0 I I. 0.08 29.083 0.00 0.47 0.210 0 I I I I 0.08 29.167 0.00 0.47 0.206 0 I 0.08 29.250 0.00 0.46 0.203 0 I I 0.08 29.333 0.00 0.45 0.200 0 0.08 29.417 0.00 0.44 0.197 0 I 0.08 29.500 0.00 0.44 0.194 0 I I 0.07 29.583 0.00 0.43 0.191 0 0.07 29.667 0.00 0.42 0.188 0 0.07 29.750 0.00 0.42 0.185 0 0.07 29.833 0.00 0.41 0.182 0 I I I I 0.07 29.917 0.00 0.40 0.179 0 I I 0.07 30.000 0.00 0.40 0.177 0 0.07 30.083 0.00 0.39 0.174 0 0.07 30.167 0.00 0.39 0.171 0 0.07 30.250 0.00 0.38 0.169 0 I 0.06' 30.333 0.00 0.37 0.166 0 0.06 30.417 0.00 0.37 0.163 0 0.06 30.500 0.00 0.36 0.161 0 I I 0.06 30.583 0.00 0.36 0.158 0 I 0.06 •30.667 0.00 0.35 0.156 0 I 0.06 30.750 0.00 0.35 0.154 0 0.06 30.833 0.00 0.34 0.151 0 0.06 30.917 0.00 0.34 0.149 0 I 0.06 31.000 0.00 0.33 0.147 0 I 0.06 31.083 0.00 0.33 0.144 0 I I I 0.06 31.167 0.00 0.32 0.142 0 I I 0.05 31.250 0.00 0.32 0.140 0 I 0.05 31.333 0.00 0.31 0.138 0 I I 0.05 31.417 0.00 0.31 0.136 0 I I 0.05 31.500 0A0 0.30 0.134 0 I I 0.05 31.583 0.00 0.30 0.131 0 0.05 31.667 0.00 0.29 0.129 0 0.05 31.750 0.00 0.29 0.127 0 I I I 0.05 31.833 0.00 0.28 0.125 0 I 0.05 31.917 0.00 0.28 0.124 0 0.05 32:000 0.00 0.27 0.122 0 0.05 32.083. 0.00 0.27 0.120 0 I 0.05 32.167 0.00 0.27 0.118 0 I I I 0.05 32.250. 0.00' 0.26 0.116 0 I I 0.04 32.333 0:00 '0.26 0.114 0 I I I I 0.04 32.417 0.00 0.2:5 0.113 0 0:04' 32.500 0.00 0.25 0.111 0 9.04 32:5.83 0.00 0.25 0.109 O I 0:04 32.667 0,00 0.24 .0.107 0 I 0.04 32.750 0.00 0.24 .0.10,6. 0 I 0.04 32.833 0.00 0.23 0.104 0 I I 0.04 32.917 0.00 0.23 0.1.03 0 0.04 33.000 0.00 0.23 0.101 0 I I 0.04 33.083 0.00 0.22 0.099 0 I I 0.04 33.167 0.00 0.22 0..098 0 I I 0.04 33.250 0.00 0.22 0.096 0 I I 0.04 33.333 0.00 0.21 0.095 0 0.04 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 90.7 181.48 272.22 362.96 (Ft.) 33.417 0.00 0.21 0.093 O 0.04 33.500 0.00 0.21 0.092 0 I I 0.04 33.583 0.00 0.20 0.091 0 I ( 0.03 33.667 0.00 0.20 0.089 O I 0.03 33.750 0.00 0.20 0.088 O I ( 0.03 33.833 0.00 0.19 0.086 O I I 0.03 33.917 0.00 0.19 0.085 0 I 0.03 34.000 0.00 0.19 0.084 O I I 0.03 34.083 0.00 0.19 0.082 0 I 0.03 34.167 0.00 0.18 0.081 0 0.03 34.250 0.00 0.18 0.080 0 0.03 34.333 0.00 0.18 0.079 0 0.03 34.417 0.00 0.17 0.078 O I I 0.03 34.500 0.00 0.17 0.076 .O I I I 0.03 34.583 0.00 0.17 0.075 0 I I 0.03 34.667 0.00 0.17 0.074 0 0.03 34.750 0.00 0.16 0.073 O I I 0.03 34.833 0.00 0.16 0.072 O 0.03 34.917 0.00 0.16 0.071 O I 0.03 35.000 0.00 0.16 0.070 O I ( 0.03 35.083 0.00 0.15 0.068 O I 0.03 35.167 0.00 0.15 0.067 O I 0.03 35.250 0.00 0.15 0.066 0 I I 0.03 35.333 0.00 0.15 0.065 0 I 0.02 35.417 0.00 0.15 0.064 0 I I I 0.02 35.500 0.00 0.14 0.063 O I I 0.02 35.583 0.00 0.14 0.062 0 I ( I 0.02 35.667 0.00 0.14 0.061 0 I I 0.02 35.750 0.00 0.14 0.060 0 I I 0.02 35.833 0..00 0.13 0.060 0 I I I 0.02 35.917 0.00 0.13 0.059 0 I I I 0.02 36.000 0.00 0.13 0.058 0 I 0.02 36.083 0.00 0.13 0.057 O I I 0.02 . 36.167 0.00 0.13 0.056 0 0.02 36.250 0.00 0.12 0.055 0 0.02 36.333 0.00 0.12 0.054 O I I 0.02 36.417 0.00 0.12 0.053 0 I I I 0.02 36.500 0.00 0.12 0.053 0 I 0.02 36.583 0.00 0.12 0.052 O I I 0.02 36.661 0.00 0.11 0.051 0 I 0.02 36.750 0.00 0.11 0.050 0 0.02 36.833 0.00 0.11 0.049 0 I ( 0.02 36.917 0.00 0.11 0.049 O I I 0.02 37.000 0.00 0.11 0.048 O I 0.02 37.083 0.00 0..11 0.047 0 I 0.02 37.167 0.00 0.10 0.•046 ". '0 0.02 3.7.250 0.00 0.10 0.046 0 I I I 0.02 37.333 0.00 0.10 0..04.5 O. I I I 0..02 37.417 0.00 0.10' 0.044 0 0.02 Remaining water in basin._ 0.04 :(Ac.Ft'), k****** * * * * * * * * * * * * * * * * * * * *HYDROGRAPH. DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 449 • Time interval = 5.0 (Min.) Maximum /Peak flow rate = 7.761 '(CFS) Total volume = 11.124 (Ac.Ft) • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/01/05 File: 32398RB171hruh1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basins 1 thru 7 - .Connected 100yr - lhr Unit Hydrograph File 32398RB171hruh -------------------------------------------------------------------- Drainage Area = 80.10(Ac.) = 0.125 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 80.10(Ac.) =0.125 Sq. Mi. Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 950.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 10.80(Ft.) Slope along watercourse = 30.0126 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. • 40% of lag time = 1.60 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) (1] Rainfall (In) [2] Weighting [1 *2] 80.10 0.39 31.24 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 80.10 1.85 148.19 STORM EVENT (YEAR) 100.00 Area Averaged 2 -Year Rainfall = 0.390(In) Area Averaged 100 -Year Rainfall 1.850(In) Point rain (area averaged) = 1.850(In) Areal adjustment factor = 99.93 % Adjusted average point rain = 1.849(In) Sub -Area Data: Area(Ac..) Runoff Index Impervious $ 73.300 56.00 0.5GO 6.800' 61.00 0.000 Total Area Entered = 80..10(Ac.) RI. RI Infil. Rate. Impervious Adj. Inf il`w Rate Area% F' AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 74.8 0.305 0.500 0.168 0.915 0.154 61.0 78.8 0.258 0.000 0.258 0.085 0:022 Sum (F) • = 0.176 Area averaged mean soil loss (F) (In /Hr) = 0.176 Minimum soil loss rate ((In /Hr)) = 0.088 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.463 --------------------------------------------------------------------- • Slope of intensity- duration curve for a 1 hour storm = 0.5800 ---------------------------------------------------------------- - - - - -- • U n i t H y d r o g r a p h -------------------------------------------------------------------- VALLEY S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 125.010 26.633 21.500 2 0.167 250.020 48.532 39.177 3 0.250 375.030 12.887 10.403 4 0.333 500.040 5.800 4.682 5 0.417 625.050 3.225 2.603 6, 0.500 750.060 1.790 1.445 7 0.583 875.069 1.134 0.916 ---------------------------------------------------------------------- Sum = 100.000 Sum= 80.726 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.799 0.176 - -- 0.62 2, 0.17 4.20 0.932 0.176 - -- 0.76 3 0.25 4.40 0.976 0.176 - -- 0.80 4 0.33 4.60 1.020 0.176 - -- 0.84 5 0.42 5.00 1.109 0.176 - -- 0.93 6 • 0.50 5.60 1.242 0.176 1.07 7 0.58 6.40 1.420 0.176 - -- 1.24 8 0.67 8.10 1.797 0.176 - -- 1.62 9 0.75 13.10 2.906 0.176 - -- 2.73 10 0.83 34.50 7.653 0.176 - -- 7.48 11 0.92 6.70 1.486 0.176 - -- 1.31 12 1.00 3.80 0.843 0.176 - -- 0.67 Sum = 100.0 Sum = 20.1 Flood volume = Effective rainfall 1.67(In) times area 80.1(Ac.) /[(In) /(Ft.)] = 11.2(Ac.Ft) Total soil loss = 0.18(In) Total soil loss = 1.172(Ac.Ft) Total rainfall _ 1.'85'(In) Flood volume _ 486461.2 "Cubic.Feet. Total soil loss 51059.9 Cubic.Feet Peak flow rate.of this hydrograph _ 362.961(CFS) • • +.++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y.d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 100.0 200.0 300.0 400.0 0+ 5 0.0923 13.40 VQ 0 +10 0.3725 40.69 IV Q 0 +15 0.7399 53.34 I V Q 0 +20 1.1554 60.34 I V Q 0 +25 1.6148 66.69 I VQ 0 +30 2.1310 74.95 I Q 0 +35 2.7232 86.00 I QVI I I 0 +40 3.4338 103.17 I Q V 0 +45 4.4298 144.62 I I QV I I 0 +50 6.4648 295.49 ( I I V QI I 0 +55 8.9645 362.96 I I I I V Q I 1+ 0 10.0896 163.36 I I Q I I V I 1+ 5 10.6779 85.43 Q I I I V 1 +10 10.9396 37.99 Q I I I VI 1 +15 11.0763 19.85 Q I I I VI 1 +20 11.1485 10.48 IQ I I I VI • 1 +25 1 +30 11.1634 11.1676 2.17 0 61 Q Q i I I V V --- - - - -- - - - -- - • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 08/01/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention - Basins 1 thru 7 Connected I00yr - 3hr Flood Hydrograph File 32398RB173hrFld -------------------------------------------------------------------- Program License Serial Number 4082 * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB1733100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 21 Time interval = 10.0 (Min.) Maximum /Peak flow rate = .129.244 (CFS) Total volume = 9.618 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 4.100 to Point /Station 5.400 * * ** RETENTION BASIN ROUTING * * ** User entry of depth- outflow- storage data Total number of inflow hydrograph intervals = 21 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 2.620 5.910 2.579 2.661 2.000 5.745 6.700 5.699 5.791 3.000 9.260 7.480 9.208 9.312 4.000 13.175 8.310 13.118 13.232 5.000 17.505 9.160 17.442 17.568 C • Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 32.3 64.62 96.93 129.24 (Ft.) 0.167 2.77 0.04 0.019 0 I I I 0.01 0.333 4.94 0.16 0.070 OI I I I I 0.03 0.500 9.35 0.37 0.165 0 I I ( I I 0.06 0.667 12.62 0.70 0.309 0 I I I I 0.12 0.833 13.17 1.07 0.475 O I I I I I 0.18 1.000 13.91 1.45 0.644 0 I I I I I 0.25 1.167 20.11 1.93 0.855 0 I I I I 0.33 1.333 23.56 2.54 1.125 0 I I I I 0.43 1.500 29.79 3.28 1.452 0 II I I I 0.55 1.667 33.68 4.15 1.838 IO I I I I 0.70 1.833 41.07 5.16 2.289 IO I I I I 0.87 2.000 44.17 5.96 2.799 IO I I I I I 1.06 2.167 50.94 6.10 3.371 IO I I I I I 1.24 2.333 64.06 6.28 4.078 IO I II I I 1.47 2.500 1027,66. 6.55 5.138 IO I II I 1.81 2.667•:.129.24 6.90 6.642 IO I I I I 2.26 2.833 74.78 7.19 7.951 IO I I I I I 2.63 3.000 21.46 7.31 8.513 IO I I I I 2.79 3.167. 5.35 7.33 8.597 10 2.81 • 3.33'3 0.61 7.32 8.537 IO I I I 2.79 3.500 0.06 7.30 8.441 IO I I I 2.77 3.667 0.00 7.28 8.341 IO I I I I 2.74 3.833 0.00 7.25 8.241 IO I I I 2.71 4.000 0.00 7.23 8.142 IO I I I I 2.68 4.167 0.00 7.21 8.042 IO I I I I 2.65 4.333 0.00 7.19 7.943 IO I I I 2.63 4.500 0.00 ; 7.17 7.844 IO I I I 2.60 4.667 0.00 7.14 7.746 IO I I I I 2.57 4.833 0.00 7.12 7.647 IO I I I 2.54 5.000 0.00 7.10 7.549 IO I I I 2.51 5.167 0.00 7.08 7.452 IO I I I I 2.49 5.333 0.00 7.06 7.354 IO I I I 2.46 5.500 0.00 7.04 7.257 IO I I I 2.43 5.667 0.00 7.01 7.160 IO I I I I 2.40 5:833 0.00 6.99 7.064 IO I I I I 2.38 6.000 0.00 6.97 6.968 IO I I I I 2.35 6.167 0:00 6.95 6.872 IO I I I I 2.32 6.333 0.00 6.93 6.776 IO I I. I 2.29 6.5.00 0. :00 6.91 6.681 IO I I I 2.2.7 6.667 0."00 6..,89 6.586 IO I I 1 2.24 6:833 0 ",.00. ". 6 :87 6:491 IO I I I I 2.'21 7.'000 0.0.0. , 6::84 6..397 IO I I I 2.19 7 .167 :0.0:.0 .6.82 6.303, IO I I I I 2.16 - 7.333 0 .'00 6..80 6.209 IO I I I 2.13 ,7.500 0.00" 6.78 6.115 IO I I I I 2:11 7.667 0.00 6.76 6.022 IO I I I 2.08 • 7.833 0.00 6.74 5.929 IO I I I I '2.05 . 8.000 0.00 6.72 5.836 IO I I I I 2.03 8.167 0.00 6.70 5.744 IO I I I 2.00 8.333 0.00 6.68 5.652 IO I I I I 1.97 8.500 0.00 6.65 5.560 IO I 1.94 Time Inflow Outflow Storage Depth (Hours) • (CFS) (CFS) (Ac.Ft) .0 32.3 64.62 96.93 129.24 (Ft.) 8.667 0.00 6.63 5.469 IO I I I I 1.91 8.833 0.00 6.61 5.377 IO I I I I 1.88 9.000 0.00 6.58 5.287 IO I I I I 1.85 9.167 0.00 6.56 5.196 IO I I I I 1.82 9.333 0.00 6.54 5.106 IO I I I I 1.80 9.500 0.00 6.52 5.016 IO I I I I 1.77 9.667 0.00 6.49 4.926 IO I I I I 1.74 9.833 0.00 6.47 4.837 IO I I I I 1.71 10.000 0.00 6.45 4.748 IO I I I I 1.68 10.167 0.00 6.43 4.659 IO I I I I 1.65 10.333 0.00 6.40 4.571 IO I I I I 1.62 10.500 0.00 6.38 4.483 IO I I I I 1.60 10.667 0.00 6.36 4.395 IO I I I I 1.57 10.833 0.00 6.34 4.308 IO I I I I 1.54 11.000 0.00 6.31 4.221 IO I I ( I 1.51 11.167 0.00 6.29 4.134 IO I I I I 1.48 11.333 0.00 6..27 4.047 IO I I I I 1.46 11.500 0.00 6.25 3.961 IO I I I I 1.43 11.667 0.00 6.23 3.875 IO I I I I 1.40 11.833 0.00 6.21 3.790 IO I I I ( 1.37 12.000 0.00 •6.18 3.704 IO I I I I 1.35 12.167 0.00 6.16 3.619 IO I I I I 1.32 12.333 0.00 6.14 3.534 IO I I I I 1.29 12.500 0.00 6.12 3.450 IO I I I I 1.27 0.00 6.10 3.366 IO I ( I I 1.24 •12.667 12.833 0.00 6.08 3.282 IO I I I I 1.21 13.000 0.00 6.06 3.198 IO I I I I 1.19 13.167 0.00 6.04 3.115 IO I I I I 1.16 13.333 0.00 6.01 3.032 IO I I I I 1.13 13.500 0.00 5.99 2.950 IO I I I I 1.11 13.667 0.00 5.97 2.867 IO I I I I 1.08 13.833 0.00 5.95 2.785 IO I I I I 1.05 14.000 0.00 5.93 2.703 IO I I I I 1.03 14.167 0.00 5.91 2.622 IO I I I I 1.00 14.333 0.00 5.73 2.541 IO I I I I 0.97 14.500 0.00 5.56 2.464 IO I I I I 0.94 14.667 0.00 5.39 2.388 IO I I I I 0.91 14.833 0.00 5.22 2.315 IO I I I I 0.88 15.000 0.00 5.06 2.244 IO I I I I 0.86 15.167 0.00 4.91 .2.176 IO I I I I 0.83 15.333 0.00 4.76 2.169 IO I I I I 0.81 15.500 0.00 4.61 2.045 IO I I I I 0:78 15.667 0.00 4.47 .1.982 I0 I I I I 0.76 15.833 0.00 4.33 1.92:1 IO I I I I 0.73 16.000 0.00 4. "20 1:863,. IO I I I I 0.71 16.167 0.00 4.07. 1..806 •IO, I I I I 0.69 16..333 0.00 3.95 1:750; O I I I I' 0.67 16.500 0.00 3. B3 1.697. 0 I I I I 0.65 16.667 0.00 3.71 1::645., 0 I I I I 0.63 16.833 0.00 .1. 60 1:59.5: O I I I I 0:61 17.000 0.00 3.49 1.546. .0 I I I I 0.59 0.00 3.38 1.499 0 I I I I 0.57 •17.167 17.333 0.00 3.28 1.453 0 I I I I 0.55 17.500 0.00 3.18 1.408 O I I I I 0.54 17.667 0.00 3.08 1.365 0 I I I I 0.52 17.833 0.00 2.99 1.323 O I I I I 0.51 18.000 0.00 2.89 1.283 0 I I I I 0.49 Time Inflow Outflow Storage Depth (Hours) • (CFS) (CFS) (Ac.Ft) .0 32.3 64.62 96.93 129.24 (Ft.) 18.167 0.00 2.81 1.244 0 I I 0.47 18.333 0.00 2.72 1.206 0 I I I 0.46 18.500 0.00 2.64 1.169 0 I I 0.45 18.667 0.00 2.56 1.133 0 ( I 0.43 18.833 0.00 2.48 1.098 0 I I I 0.42 19.000 0.00 2.40 1.065 0 I 0.41 19.167 0.00 2.33 1.032 0 ( I 0.39 19.333 0.00 2.26 1.001 0 0.38 19.500 0.00 2.19 0.970 0 I 0.37 19.667 0.00 2.12 0.940 0 I 0.36 19.833 0.00 2.06 0.911 0 I 0.35 20.000 0.00 1.99 0.884 0 I I 0.34 20.167 0.00 1.93 0.857 0 I I 0.33 20.333 0.00 1.87 0.830 0 I I I 0.32 20.500 0.00 1.82 0.805 0 I 0.31 20.667 0.00 1.76 0.780 0 I I 0.30 20.833 0.00 1.71 0.756 0 I I I I. 0.29 21.000 0.00 1.65 0.733 0 I 0,28 21.167 0.00 1.60 0.711 0 I I 0,27 21.333 0.00 1.55 0.689 0 I I 0.26 21.500 0.00 1.51 0.668 0 I I I I 0.25 21.667 0.00 1.46 0.648 0 I I 0.25 21.833 0.00 1.42 0.628 0 I 0.24 22.000 0.00 1.37 0.609 0 I 0.23 0.00 1.33 0.590 0 I 0.23 •.22.167 22.333 0.00 1.29 0.572 0 I I 0,22 22.500 0..00 1.25 0.554 0 I I I 0.21 22.667 0.00 1.21 0.537 0 I I 0.21 22.833 0.00 1.18 0.521 0 I I I 0.20 23.000 0.00 1.14 0.505 0 I I 0.19 23.167 0.00 1.10 0.490 0 ( 0.19 23.333 0.00 1.07 0.475 0 I I 0.18 23.500 0.00 1.04 0.460 0 I I I I 0.18 23.667 0.00 1.01 0.446 0 I I 0.17 23.833 0.00 0.98 0.432 0 I I I 0.17 24.000 0.00 0.95 0.419 0 I I 0.16 24.167 0.00 0.92 0.406 0 I 0.16 24.333 0.00 0.89 0.394 0 I 0.15 24.500 0.00 0.86 0.382 0 ( I I 0.15 24.667 0.00 0.83 0.370 0 I I 0.14 24.833 0.00 0.81 0.359 0 I I I 0.14 25.000 0.00 0.78 0.348 0 I 0.13 25.167 0.00 0.76 0.337 0 I 0..13 25.333 0.00 0.74 0.327 0 I I I 0.12 25.,500 0:00 0.71 .0.317 O 10.12 25.667 0.00 0.69 0.307 0 I I I 0.12 25.833 0.00 0.67 0.298 O L. I I .0.11 26.000 0.00 0.65 0.289 O I I 0.11 26.167 0.00 0.63 0.280 O I I, I 0.11. 26.333 0.00 0.61 0.271 O I I 0.10 26.500 0.00 0.59 0.263 0 I 0.10 0:00 0.58 0.255 0 I I 0.10 •26.667 26.833 0.00 0.56 0.247 0 I I I 0:09 27.000 0.00 0.54 0.240 0 I I I 0.09 27.167 0.00 0.52 0.232 0 I 0.09 27.333 0.00 0.51 0.225 0 I ( 0.09 27.500 0.00 0.49 0.218 0 I 0.08 Inflow Outflow Storage Depth •Time (Hours) (CFS) (CPS) (Ac.Ft) .0 32.3 64.62 96.93 129.24 (Ft.) 27.667 0.00 0.48 0.212 0 I I I I 0.08 27.833 0.00 0.46 0.205 0 I I I I 0.08 28.000 0.00 0.45 0.199 0 I I I I 0.08 28.167 0.00 0.43 0.193 0 I I I I 0.07 28.333 0.00 0.42 0.187 0 I I I I 0.07 28.500 0.00 0.41 0.181 0 I I I I 0.07 28.667 0.00 0.40 0.176 0 I I I I 0.07 28.833 0.00 0.38 0.170 0 I I I I 0.06 29.000 0.00 0.37 0.165 0 I I I I 0.06 29.167 0.00 0.36 0.160 0 I I I I 0.06 29.333 0.00 0.35 0.155 0 I I I I 0.06 29.500 0.00 0.34 0.150 0 I I I I 0.06 29.667 0.00 0.33 0.146 0 I I I I 0.06 29.833 0.00 0.32 0.141 0 I I I I 0.05 30.000 0.00 0.31 0.137 0 I I I I 0.05 30.167 0.00 0.30 0.133 0 I I I I 0.05 30.333 0.00 0.29 0.129 0 I I I I 0.05 30.500 0.00 0.28 0.125 0 ( I I I 0.05 30.667 0.00 0.27 0.121 0 I I I I 0.05 30.833 0.00 0.26 0.117 0 I I I I 0.04 31.000 0.00 0.26 0.114 0 I I I I 0.04 31.167 0.00 0.25 0.110 0 I I I I 0.04 31.333 0.00 0.24 0.107 0 I I I I 0.04 31.500 0.00 0.23 0.104 0 I I I I 0.04 31.667 0.00 0.23 0.100 0 I I I I 0.04 31.833 0.00 0.22 0.097 0 I I I I 0.04 32.000 0.00 0.21 0.094 0 I I I I 0.04 32.167 0.00 0.21 0.091 0 I I I I 0.03 32.333 0.00 0.20 0.089 0 I I I I 0.03 32.500 0.00 0.19 0.086 0 I I I I 0.03 32.667 0.00 0.19 0.083 0 I I I I 0.03 32.833 0.00 0.18 0.081 0 ( I I I 0.03 33.000 0.00 0.18 0.078 0 I I I I 0.03 33.167 0.00 0.17 0.076 0 I I I I 0.03 33.333 0.00 0.17 0.074 0 I I I I 0.03 33.500 0.00 0.16 0.071 0 I I I I 0.03 33.667 0.00 0.16 0.069 0 I I I I 0.03 33.833 0.00 0.15 0.067 0 I I I I 0.03 34.000 0.00 0.15 0.065 0 I I I I 0.02 34.167 0.00 0.14 0.063 0 I I I I 0.02 34.333 0.00 0..14 0.061 0 I I I I 0.02 34.500 0.00 0.13 0.059 0 I I I I 0.,02 34.667 0.00 0.13 0.057 0 I I I I 0.02 34.833 0.00 0.13 0.056 0 I I I I 0.02 35.000 0.00 0.12 0.054 0 I I I I '0.02 35.167 0.00 0.12 0.052 O I I I' I 0.02 35.333 0.:00 0:11 0.051 0 I I I I 0.02 35.500 0.00 0:11 0.049 0 I.. I I I 0•.02 35.667 0.00 0.11 0.048 0 I I I I 0.02 35.833 0.00 0.10 0.046. _0 I I I I :0.02, 36.000 0.00, 0.10 0.045 0 I I I I 0.02 • 36.167 0.00 0.10 0.043 0 I I I I 0.02 Remaining water in basin = 0.04 (Ac.Ft) * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 217 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 7.333 (CFS) Total volume = 9.576 (AC.Ft.) �J • U n i t H y a r o g r a p n A n a i y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/27/05 File: 32398RB1733100.out ..............................+++++++++++ + + + + + + +.................. + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 • Program License Serial Number 4082 -----------------------------------------------------7--------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- Tract 32398 - Retention Basins'l thru 7 interconnected 100 yr/ 3 hr. File 32398RB173hr -------------------------------------------------------------------- Drainage Area = 80.10(Ac.) = 0.125 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 80.10(Ac.) =0.125 Sq. Mi. Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 950.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 10.80(Ft.) Slope along watercourse = 30.0126 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) • User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2) Weighting [1 *2) 73.30 0.58 42.51 6.80 0.58 3.94 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 73.30 2.33 170.79 6.80 2.33 15.84 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.580(In) Area Averaged 100 -Year Rainfall = 2.330(In) Point rain (area averaged) = 2.330(In) Areal adjustment factor = 99.96 % Adjusted average point rain = 2.329(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 73.300 56.00 0.500 6.800 61.00 0.000 Total Area Entered = 80.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.:511 0.50.0 0.281 0.915 0.257 61.0 61.0 0.459 O.OQ0 0.459 0 .'085 0.039 Sum (F) = 0.296 Area . averag:ed. mean soil loss (F) (.In /Hr). = 0.296 Minimum soil loss rate :(.(In /Hr))._ 0.148 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.463 • --------------------------------------------------------------------- • U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.167 250.020 50.899 41.088 2: 0.333 500.040 40.053 32.333 3 0.500 750.060 7.019 5.666 4 0.667 1000.079 2.029 1.638 Sum = 100.000 Sum= 80.726 -------------------------------------------------------------------- zit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.17 2.60 0.363 0.296 - -- 0.07 2 0.33 2.60 0.363 0.296 - -- 0.07 3 0.50 3.30 0.461 0.296 - -- 0.17 1 0.67 3.30 0.461 0.296 - -- 0.17 5 0.83 3.30 0.461 0.296 - -- 0.17 5 1.00 3.40 0.475 0.296 - -- 0.18 7 1.17 4.40 0.615 0.296 - -- 0.32 3 1.33 4.20 0.587 0.296 - -- 0.29 9 1.50 5.30 0.741 0.296 - -- 0.44 1.67 5.10 0.713 0.296 - -- 0.42 1 1.83 6.40 0.894 0.296 - -- 0.60 2 2.00 5.90 0.825 0.296 - -- 0.53 3 2.17 7.30 1.020 0.296 - -- 0.72 1 2.33 8.50 1.188 0.296 - -- 0.89 3 2.50 14.10 1.970. 0.296 - -- 1.67 6 .2.67 14.10 1.970 0.296 - -- 1.67 7 2.83 3.80 0.531 0.296 - -- 0.23 3 .3.00 2.40 0.335 0.296 - -- 0.04 • Sum = 100.0 Sum = 8.6 Flood volume = Effective rainfall 1.44(In) times area 80.1(Ac.) /[(In) /(Ft.)] = 9.6(Ac.Ft) Total soil loss = 0.89(In) Total soil loss = 5.929(Ac.Ft) Total rainfall = 2.33(In) Flood volume = 418979.0 Cubic Feet Total soil loss = 258261.4 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------- flow rate of this hydrograph = 129.244(CFS) - - - - -- • • ++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - 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 10 Minute intervals ((CFS)) -------------------------------------------------------------------- ime(h+m) ---------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+10 0.0381 2.77 Q 0 +20 0.1062 4.94 Q .0 +30 0.2349 9.35 VQ 0 +40 0.4087 12.62 IVQ 0 +50 0.5902 13.17 1+ 0 0.7818 13.91 QV 1 +10 1.0587 20.11 1 +20 1.3832 23.56 I QV 1 +30 1.7935 29.79 I Q V 1 +40 2.257.5 33.68 Q VI 1 +50 2.8232 41.07 i Q � 2+ 0 3.4317 44.17 I Q I V I 2 +10 4.1333 50.94 V 2 +20 5.0157 64.06 I I Q V 2 +30 6.4297 102.66 V I 2 +40 8.2099 129.24 I I I Q V 2 +50 9.2400 .74.78 I I Q I I V 3+ 0 9.5355 21.46 I Q I I I VI 3 +10 9.6092 5.35 IQ 3 +20 9.6175 0.61 Q I I I VI 3 +30 -------------------------------------------------------------- 9.6184 0.06 Q I I I - - - - V -- • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 08/01/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 @ Monroe Retention'Basins.l thru 7 - Connected 100yr.- 6-hr - Flood Hydrograph File 32398RB176hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB1736100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 39 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 98.118 Total volume = '9.839 (Ac'. -Ft) Process from Point /Station 4.100 to Point /Station 5.400 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data • Total number of inflow hydrograph intervals = 39 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) ------------------------------------ (Ac.Ft) (CFS) (Ac.Ft) = (Ac.Ft) 0.000 0.000 0.000 -------------------------------- 0.000 0.000 1.000 2.620 5.910 2.579 2.661 2.000 5.745 6.700 5.699 5.791 3.000 9.260 7.480 9.208 9.312 4.000 13.175 8.310 13.118 13.232 5.000 17.505 9.160 17.442 17.568 • • -------------------------------------------------------------------- 10.48 Hydrograph Retention Basin Routing 0.582 --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown' 1.60 --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 24.5 49.06 73.59 98.12 (Ft.) 11.56 2.19 0.973 0.167 4.05 0.06 0.027 02 I ( 0.01 0.333 7.60 0.24 0.106 0 I 0.04 0.500 8.82 0.48 0.214 0 I 0.08 0.667 9.69 0.75 0.333 0 I ( 0.13 0.833 10.05 1.03 0.456 0 I I I 0.17 1.000 10.48 1.31 0.582 0 I 1.167 11.15 1.60 0.711 0 I 1.333 11.49 1.90 0.842 0 I 1.500 11.56 2.19 0.973 0 I 1.667 11.57 2.48 1.100 0 I 1.833 11.57 2.76 1.223 O I 2.000 11.94 3.03 1.345 0 I 2.167 12.23 3.31 1.468 IO I 2.333 6.19 3.49 1.548 JOI 2.500 1.41 3.50 1.552 IO 2.667 0.57 3.42 1.518 IO 2.833 1.70 3.35 1.487 IO 3.000 2.78 3.32 1.472 IO 3.167 3.65 3.32 1.471 10 3.333 4.93 3.35 1.484 10 3.500 7.62 3.44 1.524 JOI 3.667 11.42 3.62 1.606 IO I 3.833 14.72 3.91 1.734 IO I 4.000 17.54 4.29 1.900 10 I 4.167 20.94 4.74 2.103 10 I 4.333 25.55 5.31 2.354 10 I 4.500 30.10 5.92 2.660 10 jI 4.667 34.24 6.01 3.021 10 I 4.833 38.30 6.12 3.437 10. I 5.000 42.34 6.24 3.907 1 O I 5.167 55.30 6.38 4.493 I 0 5.333 73.89 6.59 5.293 I O 5:500 98•.12 6.84 6.385 0 5.667 60.33 7.06 7.381 I 0 5.833 19.36 7.16 7.832 0 I 6..000 8.33 7.18 7.923 O. 6.167 2.29 7.18 7.898 I 0 �. 6.333 0.42 7.16 7.818 I 0 6.500 0.07 7.14 7.722 I O 6.667. 0.00 7.12 7.625 10. 6.833 0.00 7.10 7.527 I 0 .7.,000 0.100 7.07 7.429 I 0 7.167 0.00 7.05 7.332 I 0 I. 7.333 0.00 7.03 7.235 I 0' 7.500 0.00 7.01 7.138 I 0 7.667 0.00 6.99 7.042 I 0 7.833 0.00 6.97 6.946 I 0 8.000 0.00 6.95 6.850 I 0 8.167 0.00 6.92 6.754 I 0 8.333 0.00 6.90 6.659 I 0 8.500 0.00 6.88 6.564 I 0 I I I I 0.22 0.27 0.32 0.37 0.42 0.47 0.51 0.56 0.59 0.59 0.58 0.57 0.56 0.56 0.57 0.58 0.61 0.66 0.73 0.80 0.90 1.01 1.13 1.26 1.41 1.60 1.86 2.18 2.47 2.59 2.62 2..61 2.59 2.56 2.5.3 2.51 2.48 2.45 2.42 2.40 2.37 2.34 2.31 2.29 2.26 2.23 Time (Hours) Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 24.5 49.06 73.59 98.12 (Ft.) 8.667 0.00 6.86 6.470 I 0 I I 2.21 8.833 0.00 6.84 6.375 I 0 I 2.18 9.000 0.00 6.82 6.281 I 0 I I 2.15 9.167 0.00 6.80 6.187 I 0 2.13 9.333 0.00 6.78 6.094 I 0 I 2.10 9.500 0.00 6.76 6.001 I 0 I 2.07 9.667 0.00 6.74 5.908 I 0 2.05 9.833 0.00 6.72 5.815 I 0 I I I 2.02 10.000 0.00 6.69 5.723 I 0 I 1.99 10.167 0.00 6.67 5.631 I 0 I 1.96 10.333 0.00 6.65 5.539 I 0 1.93 10.500 0.00 6.62 5.448 I 0 I I I 1.90 10.667 0.00 6.60 5.357 I 0 I I I I 1.88 10.833 0.00 6.5'8 5.266 I 0 I I 1.85 11.000 0.00 6.56 5.175 I 0 I I 1.82 11.167 0.00 6.53 5.085 I 0 I I 1.79 11.333 0.00 6.51 4.995 I 0 I I I I 1.76 11.500 0.00 6.49 4.906 I 0 I I I I 1.73 11.667 0.00 6.47 4.817 I 0 I 1.70 11.833 0.00 6.44 4.728 I 0 1.67 12.000 0.00 6.42 4.639 I 0 I I 1.65 12.167 0.00 6.40 4.551 I 0 ( 1.62 12.333 0.00 6.38 4.463 I 0 I I I ( 1.59 12.500 0.00 6.35 4.375 I 0 I I 1.56 12.667 0.00 6.33 4.288 I 0 I I 1.53 •12.833 0.00 6.31 4.201 I 0 I 1.51 13.000 0.00 6.29 4.114 I 0 I 1.48 13.167 0.00 6.27 4.028 I 0 1.45 13.333 0.00 6.24 3.941 I 0 I I 1..42 13.500 0.00 6.22 3.856 I 0 I 1.40 13.667 0.00 6.20 3.770 I 0 I I I 1.37 13.833 0.00 6.18 3.685 I 0 1.34 14.000 0.00 6.16 3.600 I 0 ( I I 1.31 14.167 0.00 6.14 3.515 I 0 I I I I 1.29 14.333 0.00 6.11 3.431 IO I I 1.26 14.500 0.00 6.09 3.347 IO I I 1.23 14.667 0.00 6.07 3.263 IO I 1.21 14.833 0.00 6.05 3.179 IO 1.18 15.000 0.00 6.03 3.096 -10 1.15 15.167 0.00 6.01 3.013 IO I I 1.13 15.333 0.00 5.99 2.931 IO I I I 1.10 15.500 0.00 5.97 2.848 IO I 1.07 15.667 0.00 5.95 .2.766 IO I 1..05 15.833 0.00 5.9.3 2.684 IO I I 1.02 16.000 0.00 5.87 2..603 IO I I I I 0.99 16.167 0•.00 5.69 2.524.. IO I 0.96 16.33.3 0.00 5.`52 2.4.46 IO I: 0..93 16.500 0.00 5..35 2..371 IO 0.91 16.667 0..00 5.19 2..-299 IO I I �. 0.88 16.833. 0.00 5.03 2.229 I0. I I I. I 0.85 17.000 0.00 4.87 2.160 IO I I I I 0.82 17.167 0.00 4.72 2.094 IO I 0.80 17.333 0.00 4.58 2.030 IO 0.77 17.500 0.00 4.44 1.968 IO I 0.75 17.667 0.00 4.30 1.908 IO I I I 0.73 17.833 0.00 4.17 1:850 IO I I I 0.71 18.000 0.00 4.04 1.793 IO I I 0.68 18.167 0.00 3.92 1.738 IO 0.66 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 24.5 49.06 73.59 98.12 (Ft.) 18.333 0.00 3.80 1.685 IO I I I I 0.64 18.500 0.00 3.68 1.633 IO I I I I 0.62 18.667 0.00 3.57 1.583 IO I I I I 0.60 18.833 0.00 3.46 1.535 IO I I I I 0.59 19.000 0.00 3.36 1.488 IO I I I I 0.57 19.167 0.00 3.25 1.442 IO I ( I I 0.55 19.333 0.00 3.15 1.398 IO I I I I 0.53 19.500 0.00 3.06 1.356 0 I I I I 0.52 19.667 0.00 2.96 1.314 0 I ( I I 0.50 19.833 0.00 2.87 1.274 0 I I I I 0.49 20.000 0.00 2.79 1.235 0 I I I I 0.47 20.167 0.00 2.70 1.197 0 I I I I 0.46 20.333 0.00 2.62 1.160 0 I I I I 0.44 20.500 0.00 2.54 1.125 0 I I I I 0.43 20.667 0.00 2.46 1'.091 0 I I I I 0.42 20.833 0.00 2.38 1.057 0 I I I I 0.40 21.000 0.00 2.31 1.025 0 I I I I 0.39 21.167 0.00 2.24 0.993 0 I I I I 0.38 21.333 0.00 2.17 0.963 0 I I I I 0.37 21.500 0.00 2.11 0.934 0 I I I I 0.36 21.667 0.00 2.04 0.905 0 I I I I 0.35 21.833 0.00 1.98 0.877 0 I I I ( 0.33 22.000 0.00 1.92 0.851 0 I I I I 0.32 22.167 0.00 1.86 0.825 0 I I I I 0.31 22.333 0.00 1.80 0.799 0 I I I I 0.31 •22.500 0.00 1.75 0.775 0 I I I I 0.30 22.667 0.00 1.69 0.751 0 I I I I 0.29 22.833 0.00 1.64 0.728 0 I I I I 0.28 23.000 0.00 1.59 0.706 0 I I I I 0,27 23.167 0.00 1.54 0.684 0 I I I I 0.26 23.333 0.00 1.50 0.663 0 I I I I 0.25 23.500 0.00 1.45 0.643 0 I I I I 0.25 23.667 0.00 1.41 0.623 0 I I I I 0.24 23.833 0.00 1.36 0.604 0 I I I I 0.23 24.000 0.00 1.32 0.586 0 I I I I 0.22 24.167 0.00 1.28 0.568 0 I I I I 0,22 24.333 0.00 1.24 0.551 0 I I I I 0.21 24.500 0.00 1.20 0.534 0 I I I I 0.20 24.667 0.00 1.17 0.517 0 I I I I 0.20 24.833 0.00 1.13 0.502 0 I I I I 0.19 25.000 0.00 1.10 0.486 0 I I I I 0.19 25.167 0.00 1.06 0.471 0 I I I I 0.18 25.333 0.00 1.03 0.457 0 I I I I 0.17 25.500 0.0.0 1.00 0.443 0 I I I I 0.17 25.6.67 0.00 70.97 0.429 0 I I I I 0:116 25.`83.3, 0.00 0.94 .0.416 O L I I I 0.16 26',_000 0.A0 0.91 0.403 O I I I I 6.15 . 26; 167 0.00 0 . 88 0.391 O I I I I 0.15 26.333 0:00 0.86 0.379 0 I I I I 0.14 26.500 0.00 0.83 0.368 0 I I I I 0.14 26.667 0'.00 0:80 0.356 0 I I I I 0.14 26.833 0.00 0.78 0.345 0 I I I I 0.13 •27.000 0.00 0.76 0.335 0 I I I I 0.13 27.167 0.00 0.73 0.325 0 I I I I 0.12 27.333 0.00 0.71 0.315 0 I I I I 0.12 27.500 0..00 0.69 0.305 0 I I I I 0.12 27.667 0.00 0.67 0.296 0 I I I I 0.11 27.833 0.00 0.65 0.287 0 I I I I 0.11 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 24.5 49.06 73.59 98.12 (Ft.) 28.000 0.00 0.63 0.278 0 I I I I 0.11 28.167 0.00 0.61 0.269 0 I I I 0.10 28.333 0.00 0.59 0.261 0 I I I 0.10 28.500 0.00 0.57 0.253 0 I I ( ( 0.10 28.667 0.00 0.55 0.245 0 I I I 0.09 28.833 0.00 0.54 0.238 0 I I 0.09 29.000 0.00 0.52 0.231 0 I I I 0.09 29.167 0.00 0.50 0.224 0 I I I 0.09 29.333 0.00 0.49 0.217 0 I I I 0.08 29.500 0.00 0.47 0.210 0 I I I I 0.08 29.667 0.00 0.46 0.204 0 I I I 0.08 29.833 0.00 0.45 0.197 0 I I I 0.08 30.000 0.00 0.43 0.191 0 I I I I 0.07 ' 30.167 0.00 0.42 0.186 0 I I I ( 0.07 30.333 0.00 0.41 0.180 0 I I 0.07 30.500 0.00 0.39 0.174 0 I I I I 0.07 30.667 -0.00 0.38 0.169 0 I I I I 0.06 30.833 0.00 0.37 0.164 0 I I I ( 0.06 31.000 0.00 0.36 0.159 0 I I I I 0.06 31.167 0.00 0.35 0.154 0 I I I I 0.06 31.333 0.00 0.34 0.149 0 I I I I 0.06 31.500 0.00 0.33 0.145 0 I I I 0.06 31.667 0.00 0.32 0.140 0 I I I I 0.05 31.833 0.00 0.31 0.136 O I I I I 0.05 32.000 0.00 0.30 0.132 0 I I I I 0.05 •32.167 0.00 0.29 0.128 0 I I I 0.05 32.333 0.00 0.28 0.124 O I I I I 0.05 32.500 0.00 0.27 0.120 0 I ( I I 0.05 32.667 0.00 0.26 0.116 0 I I I I 0.04 32.833 0.00 0.25 0.113 0 I ( I 0.04 33.000 0.00 0.25 0.109 0 I I I I 0.04 33.167 0.00 0.24 0.106 0 I I I I 0.04 33.333 0.00 0.23 0.103 O I I I I 0.04 33.500 0.00 0.22 0.100 0 I I I I 0.04 33.667 0.00 0.22 0.097 0 I I I I 0.04 33.833 0.00 0.21 0.094 0 I I I I 0.04 34.000 0.00 0.20 0.091 0 I I I I 0.03 34.167 0.00 0.20 0.088 0 I I I I 0.03 34.333 0.00 0.19 0.085 0 I I I 0.03 34.500 0.00 0.19 0.083 0 I I I I 0.03 34.667 0.00 0.18 0.080 0 I I I 0.03 34.833 0.00 0.18 0.078 0 I I I 0.03 35.000 0.00 0.17 0.075 0 I I I I 0.03 35.167 0:00 0.16 01073 0 I I I 0.03 35.333 0.00 0.16 0.071 0 I I I 0.03 35.500 0.00 0.15- 6.069 0 I I I I 0.03 35.667 0.00` 0.15. 0.067 0 I I I. I 0..03 35.833 0.00. 0:15. 0.065 0 I I I I 0.02 36.000 0.100 0.14. 0'.063 0 I I I I 0.02 36.167 0'i 00 0.14 0.061. 0, I I I 0.02. 36.333 0..00. 0._13 0.059. 0 I I ( I 0.02 36.500 0.00 0.13 0..057 O I I I I 0.02 0.00 0.12 0.055 0 I I I I 0.02 •36.667 36.833 0.00 0.12 0.054 0 I I I 0.02 37.000 0.00 0.12 0.052 0 I ( I I 0.02 37.167 0.00 0.11 0.050 0 I I I I 0.02 37.333 0.00 0.11 0.049 0 I I I 0.02 37.500 0.00 0.11 0.047 0 I I I 0.02 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 24.5 49.06 73.59 98.12 (Ft.) 37.667 0.00 0.10 0.046 0 0.02 37.833 0.00. 0.10 0.044 0 I I 0.02 38.000 0.00 0.10 0.043 0 0.02 Remaining water in basin = 0.04 (Ac.Ft) ****** * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 228 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 7.183 (CFS) Total volume = .9 ..7.97: (Ac . Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • • • 0 U n i t H y d r o g r a p h A n a l.y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/27/05 File: 32398RB1736100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- English (in -lb) Input Units Used English.Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- Tract 32398 - Retention;Basins l thru 7 interconnected 10 0 yr . 6 , Hr File 32398RB176hr -------------------------------------------------------------------- Drainage Area = 80.10(Ac.) = 0.125 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 80..10(Ac.) = 0.125 Sq. Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 950.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 10.80(Ft.) Slope along watercourse = 30.0126 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 80.10 0.77 61.68 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 80.10 2.78 222.68 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.770(In) Area Averaged 100 -Year Rainfall = 2.780(In) Point rain (area averaged) = 2.780(In) Areal adjustment factor = 99.97 % Adjusted average point rain = 2.779(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 73.300 56.00 0.500 6.800 61.00 0.000 Total.Area Entered = 80.10(Ac.) RI RI Infil. Rate.Impervious Adj. Infil AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) 56.0 56.0 .0.'.511 0.500 0.281 61.0 61.0 0.4.59 0.000 0.459 Rate Area% F (Dec.) (In/Hr * 0.915. 0.257 0._0.85 0.039 Sum (F') = 0.296 Area.averaged mean.soil loss (F) (In /Hr)' = 0.296 Minimum soil loss rate ((In /Hr)) = 0..148 (for 24 hour storm-duration) Soil low.ioss rate (decimal) = 0.463 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve • -------------------------------------------------------------------- - -- - -- Unit - -- - Hydrograph - Data - ------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 250.020 50.899 41.088 2 0.333 500.040 40.053 32.333 3 0.500 750.060 7.019 5.666 4 0.667 1000.079 2.029 1.638 Sum = 100.000 Sum= 80.726 -------------------------------------------------------------------- .iit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.17 1.10 0.183 0.296 0.085 0.10 2 0.33 1.20 0.200 0.296 0.093 0.11 3 0.50 1.30 0.217 0.296 0.100 0.12 1 0.67 1.40 0'.233 0.296 0.108 0.13 3 0.83 1.40 0.233 0.296 0.108 0.13 5 1.00 1.50 0.250 0.296 0.116 0.13 7 1.17 1.60 0.267 0.296 0.124 0.14 3 1.33 1.60 0.267 0.296 0.124 0.14 9 1.50 1.60 0.267 0.296 0.124 0.14 1.67 1.60 0.267 0.296 0.124 0.14 1 1.83 1.60 0.267 0.296 0.124 0.14 2 2.00 1.70 0.283 0.296 0.131 0.15 3 2.17 1.70 0.283 0.296 0.131 0.15 1 2.33 1.80 0.300 0.296 - -- 0.00 5 2.50 1.80 0.300 0.296 - -- 0.00 5 2.67 1.80 0.300 0.296 - -- 0.00 2.83 2.00 0.334 0.296 - -- 0.04 •7 3 3.00 2.00 0.334 0.296 0.04 9 3.17 2.10 0.350 0.296 - -- 0.05 3.33 2.20 0.367 0.296 - -- 0.07 1 3.50 2.50 0.417 0.296 - -- 0.12 2 3.67 2.80 0.467 0.296 - -- 0.17 3 3.83 3.00 0.500 0.296 - -- 0.20 4 4.00 3.20 0.534 0.296 - -- 0.24 5 4.17 3.50 0.5.84 0.296 - -- 0.29 5 4.33 3.90 0.650 0.296 - -- 0.35 7 4.50 4.20 0.700 0.296 - -- 0.40 3 4.67 4.50 0.750 0.296 - -- 0.45 9 4.83 4.80 0.800 0.296 - -- 0.50 5.00 5.10 0.850 0.296 - -- 0.55 1 5.17 6.70 1.117 0.296 - -- 0.82 2 5.33 8.10 1.351 0.296 - -- 1.05 3 5.50 10.30 1.718 0.296 - -- 1.42 1 5.67 2.80 0.467 0.296 - -- 0.17 3 5.83 1.10 0.183 0.296 0.085 0.10 5 6.00 0.50 0.083 0.296 0.039 0.04 Sum = 100.0 Sum = 8.8 Flood volume = Effective rainfall. 1.47(.In) times area 80.1(Ac.) /[(Iii) /(Ft.)] = 9.8.(Ac.Ft). Total soil loss = 1.31.(In) Total soil loss = 8.712(Ac.Ft) .Total rainfall _ 2.78(In) Flood volume = 42859.6:4 Cubic Feet Total soil loss = 379502.2 Cubic Feet • -----------------------------=----=---------------------------------- Peak - ---- ----- flow rate of this hydrograph ----- --- ----- ----------- = 98.118(CFS) -- ---------------- ---------- - - - - -- ......+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 6 - 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 10 Minute intervals ((CFS)) -------------------------------------------------------------------- ime(h +m) Volume Ac.Ft Q(CFS) 0 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------- 0+10 0.0558 4.05 VQ 0 +20 0.1605 7.60 V Q 0 +30 0.2820 8.82 V Q 0 +40 0.4155 9.69 IV Q 0 +50 0.5538 10.05 I V Q 1+ 0 0.6982 10.48 I V Q 1 +10 0.8518 11.15 VQ 1 +20 1.0101 11.49 Q 1 +30 1.1693 11.56 Q 1 +40 1.3287 11.57 I QV 1 +50 1.4881 11.57 Q V 2+ 0 1.6525 11.94 I Q V 2 +10 1.8210 .12.23 Q 2 +20 1.9062 6.19 I Q V 2 +30 1.9257 1.41 Q V 2 +40 1.9336 0.57 Q V 2 +50 1.9570 1.70 Q V 3+ 0 1.9953 2.78 IQ V I 3 +10 2.0456 3.65 3 +20 2.1136 4.93 IQ V 3 +30 2.2186 7.62 Q VI 3 +40 2.3759 11.42 I Q VI 3 +50 2.5787 14.72 Q V 4+ 0 2.8203 17.54 I Q V 4 +10 3.1088 20.94 I Q I V 4 +20 3.4606 25.55 V 4 +30 3.8753 30.10 I I Q V 4 +40 4.3468 34.24 Q V 4 +50 4.8744 38.30 i i VI 5+ 0 5.4577 42.34 I I Q I V 5 +10 6.2193 55.30 Q V 5 +20 7.2371 73.89 I I I QI 5 +30 8.5886 98.12 I I I I V QI 5 +40 9.4196 60.33 Q v 5 +50 9.6863 19.36 I Q I I I VI 6+ 0 9.8010 8.33 I Q I I I VI 6 +10 9.8325 2.29 Q I I I VI 6 +20 9.8382 0.42 Q I I I VI 6 +30 -------------------------------------------------------------- 9.8392 0.07 Q I I I - - - - -- V • FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 08/01/05 ----------------------------------------------------=----------------- Tract 32398 - Ave 60 Q Monroe 'Retention Basins 1 thru 7 - Connected 100yr - 24Yir - Flood Hydrograph File 32398RB1724hrFld -------------------------------------------------------------------- Program License Serial Number 4082 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB17324100.rte ******* * * * * * * * ** *** * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * ** * * * * * ** * * * ** Number of intervals = 147 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 18.090 (CPS) Total volume = .10.618 (Ac.Ft) Process from Point /Station 4.100 to Point /Station 5.400 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow - storage data Total number of inflow hydrograph intervals = 147 Hydrograph time unit = 10.000 (Min.) • Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 2.620 5.910 2.579 2.661 2.000 5.745 6.700 5.699 5.791 3.000 9.260 7.480 9.208 9.312 4.000 13.175 8.310 13.118 13.232 5.000 -------------------------------------------------------------- 17.505 9.160 17.442 17.568 - - - - -- • • Hydrograph Retention Basin Routing --------------- ---------------- --------- ------------ - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.5 9.04 13.57 18.09 (Ft.) 0.167 0.78 0.01 0.005 OI I I I 0.00 0.333 1.40 0.04 0.020 0 I I I I I 0.01 0.500 1.50 0.09 0.039 0 I I I I I 0.01 0.667 1.85 0.14 0.061 0 I I I I I 0.02 0.833 2.09 0.19 0.085 0 I I' I I I 0.03 1.000 2.14 0.25 0.111 0 I I I I I 0.04 1.167 1.99 0.31 0.136 0 I I I I I 0.05 1.333 1.87 0.36 0.158 0 I I I I 0.06 1.500 1.85 0.40 0.178 0 I I I I 0.07 1.667 2.00 0.45 0.199 O I I I I 0.08 1.833 2.12 0.50 0.221 O I I I I I 0.08 2.000 2.14 0.55 0.243 O I I I I I 0.09 2.167 2.31 0.60 0.266 IO I I I I I 0.10 2.333 2.43 0.65 0.290 IO I I I I I 0.11 2.500 2.45 0.71 0.314 IO I I I 0.12 2.667 2.77 0.77 0.340 IO I I I I 0.13 2.833 3.01 0.83 0.369 IO I I I' I I 0.14 3.000 3.06 0.90 0.399 IO I I I I 1 0.15 •3.167 3.333 3.07 3.07 0.97 1.03 0.428 0:456 IO I IO I I I 1 I 1 1 I 0.16 I 0.17 3.500 3.07 1.09 0.484 IO I I I I 1 0.18 3.667 3.23 1.15 0.512 10 I I I I 0.20 3.833 3.35 1.22 0.541 10 I I I I I 0.21 4.000 3.37 1.29 0.570 10 I I I I I 0.22 4.167 3.69 1.35 0.600 10 I I I 0.23 4.333 3.94 1.43 0.634 10 I I I I I 0.24 4.500 3.98 1.51 0.668 10 II I I I 0.25 4.667 4.30 .1.59 0.704 10 II I I I 0.27 4.833 4.55 1.67 0.742 10 I I I I 0.28 5.000 4.59 1.76 0.782 I O I I I I 0.30 5.167 4.29 1.85 0.818 10 II I I I 0.31 5.333 4.05 1.92 0.849 10 II I I I 0.32 5.500 4.00 1.98 0.878 0 II I I I 0.34 5.667 4.46 2.05 0.909 10 II I I I 0.35 5.833 4..83 2.13 0.944 10 I I I I 0.36 6.000 4.89 2.,2.1 0:981' 10 I I I I 0.37 6.167 5.22 2::30 1.019 I 0 II I I I 0.39 6.333 5.47 2.39 1.061 I 0 II I I I 0.40 .6.500 5-51. 2-.49. 1': 103 I 0 I I I I I 0 .;42 6.667 -5.84 2. -.59 1.146 I_ O I I I I I 0.44 6.833 6.08. 2.69 . 1.192 I 0 I,I I I I 0.45 7'.000 6.`13 2.79 1.238. I 0.- I I I I I 0:47 .7.167 6.30 . 2,.90 '1:2.85 I 0' i . I I I I 0.49 7:333 6.42 3.00 1.332 I O I T I I I 0.51 7:'500 6.44 3.11 1.378 I 0 I I I i I 0:53.. •7.667 7.833 7.07 7.56 3.22 3.35 1.428 1.483 I 0 0 I 1 I I I l I I I 0.54 I 0.57 8.000 7.65 3.48 1.541 I 0 I I I I I 0.59 8.167 8.46 3.62 1.603 I O I I I I I 0.61 8.333 9.07 3.77 1.673 I 0 I I I I 0.64 8.500 9.18 3.94 1.745 I 0 1 I I 0.67 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.5 9.04 13.57 18.09 (Ft.) 8.667 9.68 4.11 1.820 I OI II I I 0.69 8.833 10.05 4.28. 1.898 OI II I I 0.72 9.000 10.11 4.46 1.977 I OI II I I 0.75 9.167 11.07 4.65 2.060 I 0 I I I I 0.79 9.333 11.81 4.85 2.152 I 0 I I I I 0.82 9.500 11.94 5.07 2.247 I 0 I I I I 0.86 9.667 12.60 5.29 2.345 I Io I I I I 0.89 9.833 13.09 5.52 2.447 I IO I II I 0.93 10.000 13.18 5.75 2.551 I 10 I II I 0.97 10.167 11.17 5.91 2.638 I 10 I I I I 1.01 10.333 9.57 5.93 2.699 I 10 I I I 1.03 10.500 9.29 5.94 2.747 I 10 I I I 1.04 10.667 10.77 5.96 2.804 I 10 I I I I 1.06 10'.833 12.00 5.98 2.878 I 10 I I I I 1.08 11.000 12.22 6.00 2.963 I 10 I I I I 1.11 11.167 11.97 6.02 3.046 I 10 I I I I 1.14 11.333 11.72 6.04 3.127 I 10 I I I I 1.16 11.500 11.68 6.06 3.204 I 10 I I I I 1.19 11.667 11.20 6.08 3.278 I 10 I I I I 1.21 11.833 10.83 6.09 3.346 I 10 I I I 1.23 12:000 10.76 6.11 3.411 I 10 I I I I 1.25 12.167 8.78 6.12 3.461 I 10 II I I 1.27 12.333 7.35 6.13 3.488 I 1.0 I I I I 1.28 12.500 7.29 6.13 3.505 I I O I I I I 1.28 12.667 9.17 6.14 3.533 I 10 I ( I 1.29 12.833 10.76 6.15 3.586 I 10 I I I 1.31 13.000 11.22 6.17 3.652 I 10 I I I I 1.33 13.167 14.70 6.19 3.746 I 10 I I I I 1.36 13.333 17.44 6.23 3.882 I 10 I I I I 1.40 13.500 18.09 6.27 4.040 I 10 I I I 1.45 13.667 12.02 6.30 4.161 I 10 I I I I 1.49 13.833 7.19 6.31 4.207 I I OI I I I 1.51 14.000 6.52 6.31 4.214 I 0 I I 1.51 14.167 8.50 6.32 4.231 I 10 II I I 1.52 14.333 10.31 6.33 4.273 I 10 I I I I 1.53 14.500 10.79 6.34 4.331 I 10 I I I I 1.55 14.667 10.49 6.36 4.390 I 10 I I I I 1.57 14.833 10.23 6.37 4.445 I 10 I I I I 1.58 15.000 10.34 6.38 4.499 I 10 I I I I 1.60 15.167 9.35 6.40 4.546 I 10 I I I 1.62 15.333 8.62 6.41 4.582 I 10 II I I 1.63 15.500 8.65 6.41 4.613 I I 0 Il I ( 1.64 15.667 6.17 6.42 4.626 I I IO I I 1.64 15.833 4.29 6.41 4.610 I II 0 I I I 1.64 16.00.0 4.12 6.41 4:580 I II 0 I I I 1.63 16.167 3.25 6.40 4..542 I I I O I I I 1..62 16..333 2.60. 6.38 4:495 I I I O I. I I 1.60. 16.500 2.49' 6.37: 4.442 I I I O I I I 1.58 16.667 2.14 6.36 4.386 I I 10 I I I 1.57 16.833 1.90 6.34 4.326 I I 0 I I I 1.55 17.000 1.85 6.33 4.265 I I 10 I I. I 1.53 17.167 2.47 6.31 4.208. I I 10 I I I 1.51 •17.333 2.96 6.30 4.158 I I I 0 I I I 1.49 17.500 3.05 6.29 4.113 I I I O I I I 1.48 17.667 2.91 6.28 4.068 I I I 0 I I I 1.46 17.833 2.79 6.26 4.020 I I O I I I 1.45 18.000 2.77 6.25 3.973 I I 10 I I I 1.43 18.167 2.61 6.24 3.924 I I 10 I I I 1.42 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CPS) (Ac.Ft) .0 4.5 9.04 13.57 18.09 (Ft.) 18.333 2.48 6.23 3.873 ( I 10 I I I 1.40 18.500 2.46 6.21 3.821 I I 0 I I I 1.38 18.667 1.99 6.20 3.166 I I I O I I I 1.37 18.833 1.62 6.18 3.706 I I ( 0 I I I 1.35 19.000 1.55 6.17 3.643 I I 10 I I I 1.33 19.167 1.85 6.15 3.581 I I 10 I I I 1.31 19.333 2.09 6.14 3.524 I I 10 I I 1.29 19.500 2.14 6.12 3.468 I I 10 I I I 1.27 19.667 1.84 6.11 3.411 I I 10 I I I 1.25 19.833 1.59 6.09 3.351 I I 10 I I I 1.23 20.000 1.55 6.08 3.289 I I 10 I I I 1.21 20.167 1.69 6.06 3.227 I I 10 I I I 1.19 20.333 1.81 6.05 3.168 I I 10 I I I 1.18 20.500 1.84 6.03 3.110 I I 10 I I I 1.16 20.667 1.69 6.02 3.051 I I 10 I I 1.14 20.833 1.56 6.00 2.991 I I 10 I I I 1.12 21.000 1.54 5.99 2.930 I I 10 I I 1.10 21.167 1.54 5.97 2.869 ( I 10 I I 1.08 21.333 1.54 5.96 2.808 I I 10 I I I 1.06 21.500 1.54 5.94 2.747 I I 10 I I I 1.04 21.667 1.54 5.93 •2.686 I I 10 I I I 1.02 21.833 1.54 5.91 2.626 I I 10 I I I 1.00 22.000 1.54 5.79 2.566 I I 10 I I I 0.98 22.167 1.54 5.66 2.509 I I 10 I I I 0.96 22.333 1.54 5.53 2.453 I I IO I I I 0.94 1.54 ,5.41 2.398 I I IO I I I 0.92 •22.500 22.667 1.38 5.29 2.345 I I IO I I I 0.89 22.833 1.26 5.17 2.291 I I IO I I I 0.87 23.000 1.23 5.05 2.238 I I 0 I I 0.85 23.167 1.23. 4.93 2.186 I I 0 I I I 0.83 23.333 1.23 4.82 2.136 I 0 I I I 0.82 23.500 1.23 4.71 2.087 I I 0 I I I 0.80 23.667 1.23 4.60 2.040 I I 0 I I I 0.78 23.833 1.23 4.50 1.994 I I OI I I I 0.76 24.000 1.23 4.40 1.950 I I OI I I 0.74 24.167 0.60 4.29 1.903 II OI I I I 0.73 24.333 0.11 4.17 1.849 I OI I I I 0.71 24.500 0.02 4.05 1.794 I OI I I 0.68 24.667 0.00 3.92 1.739 I 0 I I I ( 0.66 24.833 0.00 3.80 1.686 I 0 I I I 0. "64 25.000 0.00 3.69 1.634 I 0 I I I 0.62 25.167 0.00 3.57 1.584 I 0 I I I 0.60 25.333 0.00 3".46 1.536 I 0 I I I I 0.59 • 25.500 0..010 3.36 1.489 I O 25.667 0.0.0 3.26 1..443 I 0 I I I I 0:55. 25".833 0.0.0. 3.16 1.399 I 0 I I I I Q.53 2.6..000 0.00 3.06 1.356 I O` I I I 0,52... 26:167 0:.00 2:97 1.3.15 I O I I I I 0.50 26.333 .0..00 2.87 1: 27.4 I ". .O` " I �. I I " 0 :4.9 26:500` 0.00 2.79 1.235" 1 0 I I I I 0 ":47 26.667 0.00 2.70 1.198 I, 0 I I I I 0:46 26.833 0.00 2.62 1.161 I 0 I I I I 0.44 0.00 2.54 1.125 I 0 I I I 0..43 •27.000 27.167 0.00 2.46 1.0.91 I 0 I I I 0.42 27.333 0.00 2.39 1.058 I 0 I I I I 0.40 27.500 0.00 2.31 1.025 I 0 I I I I 0.39 27.667 0.00 2.24 0.994 I 0 I I I 0.38 27.833 0.00 2.17 0.963 I 0 0.37 • Time (Hours) Inflow (CPS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 4.5 9.04 13.57 18.09 (Ft.) 28.000 0.00 2.11 0.934 I 0 I I 0.36 28.167 0.00 2.04 0.905 I 0 I I I 0.35 . 28.333 0.00 1.98 0.878 I 0 I 0.34 28.500 0.00 1.92 0.851 I 0 I 0.32 28.667 0.00 1.86 0.825 I 0 I 0.31 28.833 0.00 1.80 0.800 I 0 I ( I 0.31 29.000 0.00 1.75 0.775 I 0 I 0.30 29.167 0.00 1.70 0.751 I 0 I I 0.29 29.333 0.00 1.64 0.728 I 0 I I I 0.28 29.500 0.00 1.59 0.706 I 0 I 0.27 29.667 0.00 1.54 0.685 I 0 0.26 29.833 0.00 1.50 0.664 I 0 I 0.25 30.000 0.00 1.45 0.643 I 0 I I 0.25 30.167 0.00 1.41 0.624 I 0 I I I I 0.24 30.333 0.00 1.36 0.605 I 0 I I 0.23 30.500 0.00 1.32 0.586 I 0 I I I 0.22 30.667 0.00 1.28 0.568 I 0 I I 0.22 30.833 0.00 1.24 0.551 I 0 0.21 31.000 0.00 1.20 0.534 I 0 I I I 0.20 31.167 0.00 1.17 0.518 I 0 I I I 0.20 31.333 0.00 1.13 0.502 I 0 I I 0.19 31.500 0.00 1.10 0.486 IO I I I I 0.19 31.667 0.00 1.06 0.471 IO I I I 0.18 31.833 0.00 1.03 0.457 IO I I I 0.17 32.000 0.00 1.00 0.443 IO 0.17 •32.167 0.00 0.97 0.430 IO I 0.16 32.333 0.00 0.94 0.416 IO 0.16 32.500 0.00 0.91 0.404 IO I I 0.15 32.667 0.00 0.88 0.391 IO 0.15 32.333 0.00 0.86 0.379 IO 0.14 33.000 0.00 0.83 0.368 IO I 0.14 33.167 0.00 0.80 0.356 IO I I I 0.14 33.333 0.00 0.78 0.346 IO I I I 0.13 33.500 0.00 0.76 0.335 •I0 0.13 33.667 0.00 0.73 0.325 IO I I 0.12 33.833 0.00 0.71 0.315 IO I 0.12 34.000 0.00 0.69 0.305 IO I I 0.12 34.167 0.00 0.67 0.296 IO I I 0.11 34.333 0.00 0.65 .0.287 IO I I I 0.11 34.500 0.00 0.63 0.278 IO I I I I 0.11 34.667 0.00 0.61 0.270 IO I I I 0.10 34.833 0.00 0.59 0.261 IO 0.10 35.000 0.00 0.57 0.253 IO 0.10 35.167 0.00 0.55 0.246 0 0.09 35.333 0.00 0.54 0.238 0 I I I 0.09 35.500 0 '.00 .0.52 0.231 O �., I 0.09 35..667 0.0'0 0.50: 0.224 0 0.09 35.833 0.00 0.49 0.217 O 0.08 36.00,0 0'.00 0:47• 0.210 O 36.167 0.00 0.46 0.204 0 I I 0:08 36.333 0,.00 0.45 0.198 0 I I I 0.08 36.500 0.00 0.43 0.191 0 I 0.07 .36.667 0.00 0.42 0.186 0 I I 0.07 36.833 0.00 0.41 0.180 0 I I I 0.07 37.000 0..00 0.39 0.174 0 I I I 0.07 37.167 0.00 0.38 0.169 0 I I 0.06 37.333 0.00 0.37 0.164 0 I I I I 0.06 37.500 0.00 0.36 0.159 0 I 0.06 ******* * * * * * * * * * * * * * * * * * * *' *HYDROGRAPH DATA** * ** * * * * * * * * Number of intervals'= 267 Time.iriterval 10.0 (Min.). Maximum /Peak flow rate 6.417'(CFS).. Total:volume.= 10.576 (Ac.Ft) • Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 4.5 9.04 13.57 18.09 (Ft.) 37.667 0.00 0.35 0.154 0 I I 0.06 37.833 0.00 0.34 0.149 0 I 0.06 38.000 0.00 0.33 0.145 0 0.06 38.167 0.00 0.32 0.140 0 I I 0.05 38.333 0.00 0.31 0.136 0 I I I 0.05 38.500 0.00 0.30 0.132 0 0.05 38.667 0.00 0.29 0.128 0 0.05 38.833 0.00 0.28 0.124 0 0.05 39.000 0.00 0.27 0.120 0 0.05 39.167 0.00 0.26 0.116 0 0.04 39.333 0.00 0.25 0.113 0 ( 0.04 39.500 0.00 0.25 0.109 0 I ( 0.04 39.667 0.00 0.24 0.106 O I I 0.04 39.833 0.00 0.23 0.103 0 I I 0.04 40.000 0.00 0.22 0.100 0 I I 0.04 40.167 0.00 0.22 0.097 0 I I 0.04 40.333 0.00 0.21 0.094 0 I 0.04 40.500 0.00 0.20 0.091 0 I I I 0.03 40.667 0.00 0.20 0.088 0 I I I 0.03 40.833 0.00 0.19 0.085 0 I I I 0.03 41.000 0.00 0.19 0.083 0 I 0.03 41.167 0.00 0.18 0.080 0 I I I 0.03 41.333 0.00 0.18 0.078 0 I ( I I 0.03 41.500 0.00 0.17 0.075 0 I I 0.03 41.667 0.00 0.16 0.073 0 I I 0.03 41.833 0.00 0.16 0.071 0 0.03 42.000 0.00 0.15 0.069 0 I 0.03 42.167 0.00 0.15 0.067 O I 0.03 42.333 0.00 0.15 0.065 O I 0.02 42.500 0.00 0.14 0.063 0 0.02 42.667 0.00 0.14 0.061 0 I I 0.02 42.833 0.00 0.13 0.059 0 I I I I 0.02 43.000 0.00 0.13 0.057 0 I I I 0.02 43.167 0.00 0.12 0.055 0 I I I I 0.02 43.333 0.00 0.12 0.054 0 I I I I 0.02 43.500 0.00 0.12 0.052 O I 0.02 43.667 0.00 0.11 0.050 0 I I I 0.02 43.833 0.00 0.11 0.049 0 I I 0.02 44.000 0.00 0.11 0.047 0 I I I 0.02 44.167 0.00 0.10 0.046 0 0.02 44.333 0.00 0.10 0.044 0 I 0.02 44.500. 0.00 0.10 0.043 0 0.02 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * *' *HYDROGRAPH DATA** * ** * * * * * * * * Number of intervals'= 267 Time.iriterval 10.0 (Min.). Maximum /Peak flow rate 6.417'(CFS).. Total:volume.= 10.576 (Ac.Ft) • u n i t H y a r o g r a p n A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/27/05 File: 32398RB17324100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 • Program License Serial Number 4082 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- Tract 32398 - Retent,ion Basins 1 thru 7 interconnected 100 yr - 24 Hr File 32398RB1724hr -------------------------------------------------------------------- Drainage Area = 80.10(Ac.) = 0.125 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 80.10(Ac.) = 0.125 Sq. Mi. 'Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 950.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 10.80(Ft.) ' Slope along watercourse = 30.0126 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 10.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: • Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 80.10 1.01 80.90 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 80.10 3.54 283.55 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.010(In) Area Averaged 100 -Year Rainfall = 3.540(In) Point rain (area averaged) = 3.540(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 3.539(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 73.300 56.00 0.500 6.800 61.00 0.000 Total Area Entered =. 80.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2'AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 0.915 0.257 61.0 61.0 0.459 0.000 0.459 0.085 0.039 Sum (F) = 0.296 Area,averaged mean soil loss.(F) (In /Hr) = 0.296 Minimum soil loss rate ((In /Hr)) = 0.148 (f.or.24,hour storm duration) Soil low loss. rate (decimal) = 0.463 --------------------------------------------------------------- - - - - -- • U n i t H y d r o g r a p h VALLEY S -Curve --------------------'------------------------------------------------ Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time W of lag Distribution Unit Hydrograph • Graph------------- (CFS)--- ----(hrs)--------------------------- 1 0.167 250.020 50.899 - - - - -- 41.088 2 0.333 500.040 40.053 32.333 3 0.500 750.060 7.019 5.666 4' 0.667 1000.079 2.029 1.638 Sum = 100.000 Sum= 80..726 -------------------------------------------------------------------- At A Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) L 0.17 0.17 0.035 0.524 0.016 0.02 2 0.33 0.17 0.035 0.520 0.016 0.02 3 0.50 0.17 0.035 0.516 0.016 0.02 1 0.67 0.23 0.050 0.512 0.023 0.03 5 0.83 0.23 0.050 0.508 0.023 0.03 5 1.00 0.23 0.050 0.504 0.023 0.03 7 1.17 0.20 0.042 0.500 0.020 0.02 3 1.33 0.20 0.042 0.496 0.020 0.02 3 1.50 0.20 0.042 0.492 0.020 0.02 1.67 0.23 0.050 0.488 0.023 0.03 L 1.83 0.23 0.050 0.484 0.023 0.03 2 2.00 0.23 0.050 0.480 0.023 0.03 3 2.17 0.27 0.057 0.476 0.026 0.03 1 2.33 0.27 0.057 0.472 0.026 0.03 5 2.50 0.27 0.057 0.469 0.026 0.03 5 2.67 0.33 0.071 0.465 0.033 0.04 7 2.83 0.33 0.071 0.461 0.033 0.04 3 3.00 0.33 0.071 0.457 0.033 0.04 3 3.17 0.33 0.071 0.453 0.033 0.04 3.33 0.33 0.071 0.450 0.033 0.04 L 3.50 0.33 0.071 0.446 0.033 0.04 2 3.67 0.37 0.078 0.442 0.036 0.04 3 3.83 0.37 0.078 0.438 0.036 0.04 1 4.00 0.37 0.078 0.435 0.036 0.04 5 4.17 0.43 0.092 0.431 0.043 0.05 5 4.33 0.43 0.092 0.427 0.043 0.05 7 4.50 0.43 0.092 0.424 .0.043 0.05 3 4.67 0.50 0.106 0.420 0.049 0.06 3 4.83 0.50 0.106 0.416 0.049 0.06 5.00 0.50 0.106 0.413 0.049 0.06 L 5.17 0.43 0.092 0.409 0.043 0.05 2 5.33 0.43 0.092 0.406 0.043 0.05 3 5.50 0.43 0.092 0.402 0.043 0.05 1 5.67 0.53 0.113 0.399 0.052 0.06 5 5.83 0.53 0.113 0.395 0.052 0.06 5 6.00 0.53 0..113 0.392 0.052 0.06 7 6.17 0.60 0.127 0.38.8 0.059 0.07 3 6.33 0.60 0.127 0.385 0.059 0.07 3 6.50 0.60 0.127 0.381 0.059 0.07 6.67 0.67 0.142 0.378 0.066 0.08 L 6...;83 0.67 0.142 0.375, 0.066 0.08' 2 7.00 0.67 0.142:= 0.371 0.066 0.08 3 7.17 0.70 0.1'49 0..368. .0.069 0.08' & 7.'33. 0.70 0.149 6.364 0;:069 0.0.8 5 7:50 0.70 0.149 0 ;.361 0.069 0.08 5 7.67 0.83 0.177 0.358 0.0.82 0.10 7 7.83 0.83 0.177 0.354 0.082 0.10 • • • 8 8.00 0.83 0.177 0.351 0.082 0.10 3 8.17 1.00 0.212 0.348 0.098 0.11 8.33 1.00 0.212 0.345 0.098 0.11 1 8.50 1.00 0.212 0.342 0.098 0.11 2 8.67 1.10 0.234 0.338 0.108 0.13 3 8.83 1.10 0.234 0.335 0.108 0.13 1 9.00 1.10 0.234 0.332 0.108 0.13 5 9.17 1.30 0.276 0.329 0.128 0.15 5 9.33 1.30 0.276 0.326 0.128 0.15 7 9.50 1.30 0.276 0.323 0.128 0.15 3 9.67 1.43 0.304 0.320 0.141 0.16 9 9.83 1.43 0.304 0.316 0.141 0.16 ) 10.00 1.43 0.304 0.313 0.141 0.16 1 10.17 1.00 0.212 0.310 0.098 0.11 2 10.33 1.00 0.212 0.307 0.098 0.11 3 10.50 1.00 0.212 0.304 0.098 0.11 4 10.67 1.33 0.283 0.301 0.131 0.15 5 10.83 1.33 0.283 0.298 0.131 0.15 5 11.00 1.33 0.283 0.296 0.131 0.15 7 11.17 1.27 0.269 0.293 0.125 0.14 B 11.33 1.27 0.269 0•.290 0.125 0.14 9 11.50 1.27 0.269 0.287 0.125 0.14 0 11.67 1.17 0.248 0.284 0.115 0.13 1 11.83 1.17 0.248 0.281 0.115 0.13 2 12.00 1.17 0.248 0.278 0.115 0.13 3 12.17 1.70 0.361 0.276 - -- 0.09 4 12.33 1.70 0.361 0.273 - -- 0.09 5 12.50 1.70 0.361 0.270 - -- 0.09 6 12.67 1.90 0.403 0.267 - -- 0.14 7 12.83 1.90 0.403 0.265 - -- 0.14 8 13.00 1.90 0.403 0.262 - -- 0.14 9 13.17 2.27 0.481 0.259 - -- 0.22 0 13.33 2.27 0.481. 0.257 - -- 0.22 1 13.50 2.27 0.481 0.254 - -- 0.23 2 13.67 1.53 0.326 0.252 - -- 0.07 3, 13.83 1.53 0.326 0.249 - -- 0.08 4 14.00 1.53 0.326 0.247 - -- 0.08 5 14.17 1.77 0.375 0.244 - -- 0.13 6 14.33 1.77 0.375 0.242 - -- 0.13 7 14.50 1.77 0.375 0.239 - -- 0.14 8 14.67 1.70 0.361 0.237 - -- 0.12 9 14.83 1.70 0.361 0.234 - -- 0.13 0 15.00 1.70 0.361 0.232 - -- 0.13 1 15.17 1.57 0.333 6.229 - -- 0.10 2 15.33 1.57 0.333 0.227 - -- 0.11 3 15.50 1.57 0.333 0.225 - -- 0.11 4 15.67 1.27 0.269 0.222 - -- 0.05 5 15.83 1.27 0.269 0.220 - -- 0.05 6 16.00 1.27 0.269 0.218 - -- 0.05 7 16.17 0.27 0.057 0.216 0.026 0.03 8 16.33 0.27 0.057 0.214 0.026 0.03 9 .16.50 0.27 0.057 0.211 0.026 0.03 0 16.67 0:20 0.042 0.209 0.02,0 0.02 1 16.83 0.20 0.042 0.207 0.020 0.02 2 17:.00 0.20 0:042 0.205 0.02`0 0.0.2 3 1T. 17 0., 3Jl 0. ,* 071 0.203 0.033' 0.04 4 17.:.3.3 0.33 0:071 0.201 0..03.3. 0'.04 5 17: °50 0:33 0.071 0.199 .0.03:3 0:..04 6' 17:67. 0 -30 0:064 0:197 0.029 0:.03 7 17.83 0:30 0:064 0.195 0 -:029 0.03 8 18:00 0:30 0.064 0.193 0.029 0.03 9 18:17 0:27 0.057 0.191 0.026 0.•03 • • • 18.33 0.27 0.057 0.189 0.026 0.03 1 18.50 0.27 0.057 0.187 0.026 0.03 2 18.67 0.17 0.035 0.186 0.016 0.02 3 18.83 0.17 0.035 0.184 0.016 0.02 1 19.00 0.17 0.035 0.182 0.016 0.02 5 19.17 0.23 0.050 0.180 0.023 0.03 5 19.33 0.23 0.050 0.179 0.023 0.03 7 19.50 0.23 0.050 0.177 0.023 0.03 3 19.67 0.17 0.035 0.175 0.016 0.02 3 19.83 0.17 0.035 0.174 0.016 0.02 ) 20.00 0.17 0.035 0.172 0.016 0.02 1 20.17 0.20 0.042 .0.171 0.020 0.02 2 20.33 0.20 0.042 0.169 0.020 0.02 3 20.50 0.20 0.042 0.168 0.020 0.02 1 20.67 0.17 0.035 0.166 0.016 0.02 i 20.83 0.17 0.035 0.165 0.016 0.02 5 21.00 0.17 0.035 0.164 0.016 0.02 7 21.17 0.17 0.035 0.162 0.016 0.02 3 21.33 0.17 0.035 0.161 0.016 0.02 3 21.50 0.17 0.035 0.160 0.016 0.02 ) 21.67 0.17 0.035 0.159. 0.016 0.02 1 21.83 0.17 0.035 0.158 0.016 0.02 2 22.00 0.17 0.035 0.157 0.016 0.02 3 22.17 0.17 0.035 0.156 0.016 0.02 1 22.33 0.17 0.035 0.155 0.016 0.02 i 22.50 0.17 0.035 0.154 0.016 0.02 5 22.67 0.13 0.028 0.153 0.013 0.02 7 22.83 0.13 0.028 0.152 0.013 0.02 3 23.00 0.13 0.028 0.151 0.013 0.02 3 23.17 0.13 0.028 0.150 0.013 0.02 23.33 0.13 0.028 0.150 0.013 0.02 1 23.50 0.13 0.028 0.149 0.013 0.02 2 23.67 0.13 0.028 0.149 0.013 0.02 3 23.83 0.13 0.028 0.148 0.013 0.02 1 24.00 0.13 0.028 0.148 0.013 0.02 Sum = 100.0 Sum = 9.5 Flood volume = Effective rainfall 1.59(In) times area 80.1(Ac.) /[(In) /(Ft.)] = 10.6(Ac.Ft) Total soil loss = 1.95(In) Total soil loss = 13.007(Ac.Ft) Total rainfall = 3.54.(In) Flood volume = 46.254.0-3 .,Cubic Feet Total soil loss = 566599:7 Cubic Feet . Peak flow rate of this hydrograph = 18.09:0(CFS) --------------------------------------------- - - - - -- •+++++++++++++++++++++++++t+++++++++ + +++++++++ + ++ +t+++t+++++ +++t+++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) •ime(h -------------------------------------------------------------------- +m) Volume Ac.Ft Q(CFS) 0 10.0- 150 --------------------------------- 0+10 0.0108 0.78 - - - - -- -5�0 VQ -- -- - - -- - - - -- -20.0 0 +20 0.0300 1.40 V Q 0 +30 0.0507 1.50 V Q 0 +40 0.0762 1.85 V Q 0 +50 0.1050 2.09 V Q 1+ 0 0.1344 2.14 V Q 1 +10 0.1619 1.99 V Q 1 +20 0.1876 1.87 V Q 1 +30 0.2131 1.85 V Q 1 +40 0.2406 2.00 V Q 1 +50 0.2698 2.12 V Q 2+ 0 0.2994 2.14 IV Q 2 +10 0.3311 2.31 IV Q I 2 +20 0.3646 2.43 IV Q I 2 +30 0.3983 2.45 IV Q I 2 +40 0.4365 2.77 IV Q I 2 +50 0.4780 3.01 IV Q I 3+ 0 0.5201 3.06 IV Q I 3 +10 0.5624 3.07 I V Q 3 +20 0.6047 3.07 I V Q 3 +30 0.6470 3.07 I V Q 3 +40 0.6914 3.23 I V Q 3 +50 0.7375 3.35 I V Q 4+ 0 0.7840 3.37 I V Q 4 +10 0.8348 3.69 I V Q 4 +20 0.8890 3.94 I V Q 4 +30 0.9438 3.98 I V Q •4 +40 1.0031 4.30 I V Q 4 +50 1.0658 4.55 I V QI 5+ 0 1.1290 4.59 I V QI 5 +10 1.1882 4.29 I V Q I 5 +20 1.2439 4.05 I V Q I 5 +30 1.2991 4.00 I V Q I 5 +40 1.3605 4.46 I V Q I 5 +50 1.4270 4.83 I V QI 6+ 0 1.4944 4.89 I V QI 6 +10 1.5664 5.22 I V Q 6 +20 1.6417 5.47 I V Q 6 +30 1.7177 5.51 I V IQ 6 +40. 1.7981 5.84 I V IQ 6 +50 1.8819 6.08 I V I Q 7+ 0 1.9663 6.13 I V I Q 7 +10 2.0531 6.30 I V I Q 7 +20 2.1415 6.42 ( V I Q 7 +30 2.2302 6.44 I V I Q 7 +40 2.3276 7.07 I V I Q 7 +50 2.4318 7.56 I VI Q 8+ 0 2.5372 7.65 I V1. Q. I 8 +10 .2.6537 8.46 I VI Q 8 +20, 2.7787: 9.07 I V Q.:I 8 +30, 2. 9051 9:18 I V Q 8 +40 3.0384, 9.68 I IV 8 +50 3.1768 10.05 I IV. Q: 9 +.0 3.'3161 10.11 1 1 V. Q' • • • 0 3.4686 11.07 I I V I Q 9 +20 3.6313 11.81 I I V I Q 9 +30 3.7957 11.94 V I Q 9 +40 3.9692 12.60 V Q 9 +50 4.1495 13.09 V I Q 10+ 0 4.3310 13.18 V I Q 10 +10 4.4849 11:17 V I Q 10 +20 4.6167 9.57 I I V QI 10 +30 4.7447 9.29 VQ 10 +40 4.8931 10.77 I I V IQ 10 +50 5.0585 12.00 I I VI Q I 11+ 0 5.2268 12.22 I I VI Q I 11 +10 5.3916 11.97 I I V Q 11 +20 5.5531 11.72 I I V Q 11 +30 5.7140 11.68 I I IV Q 11 +40 5.8682 11.20 11 +50 6.0174 10.83 I I IQv 12+ 0 6.1656 10.76 I IQ V I 12 +10 6.2866 8.78 I I Q I V 12 +20 6.3879 7.35 12 +30 6.4883 7.29 I I Q I V 12 +40 6.6146 9.17 Q V 12 +50 6.7628 10.76 I I IQ V I 13+ 0 6.9174 11.22 I I I Q V I 13 +10 7.1199 14.70 I I I V QI 13 +20 7.3601 17.44 I I I V I Q 13 +30 7.6093 1.8.`0:9 I I I V I Q 13 +40 7.7749 12.02 Q VI 13 +50 7.8740 7.19 I I Q I VI 1'4+ 0 7.9638 6.52 Q VV 14 +10 8.0809 8.50 I I Q I 14 +20 8.2229 10.31 I I Q V L4 +30 8.3715 10.79 L4 +40 8.5160 10.49 I I QQ IVV L4 +50 8.6568 10.23 V 15+ 0 8.7993 10.34 I I Q I V L5 +10 8.9280 9.35 Q V L5 +20 9.0467 8.62 I I Q I I V L5 +30 9.1659 8.65 Q L5 +40 9.2508 6.17 I I Q I I V 15 +50 9.3100 4.29 16+ 0 9.3667 4.12 I Q I I I V L6 +10 9.4115 3.25 Q L6+20 9.4473 2.60 I Q I I I V L6 +30 9.4816 2.49 L6 +40 9.5112 2.14 I Q I I I V L6 +50 9.5373 1.90 V L7+ 0 9.5629 1.85 I Q I I I V L7 +10 9.5968 2.47 I Q I I I V L7 +20 9.6376 2.96 Q L7 +30 9.6795 3.05 I Q I I I V L7 +40 9.7197 2.91 L7 +50 9.7581 2.79 I Q I I I V L8+ 0 9.7963 2.77 V L8 +10 9.8322 2.61 I Q I I I V L8 ±20 9.8664 2 .48 Q L-8 +3 9:9003 2.4'6 I V. L8 ±40. 9.•9277 1.99 I Q I I I V L8 +50 9.•950.0 1:62 I QV 19+ 0 9:9714 1.5,5 I Q I I I V • ----------------------------------------- - - - - -- • +10 9.9968 1.85 Q V 19 +20 10.0257 2.09 Q V 19 +30 10.0551 2.14 I Q I V 19 +40 10.0804 1.84 I Q I I V •20+ 19 +50 0 10.1023 10.1236 1.59 1.55 Q I I I V 20 +10 10.1469 1.69 Q I I I V 20 +20 10.1719 1.81 20 +30 10.1972 1.84 Q I I V 20 +40 10.2204 1.69 20 +50 10.2420 1.56 I Q I I I V 21+ 0 10.2632 1.54 21 +10 10.2843 1.54 Q I I I V 21 +20 10.3055 1.54 21 +30 10.3266 1.54 Q I I I V 21 +40 10.3478 1.54 V 21 +50 10.3689 1.54 Q V 22+ 0 10.3901 1.54 22 +10 10.4112 1.54 Q I I V 22 +20 10.4323 1.54 22 +30 10.4535 1.54 I Q I I V 22 +40 10.4725 1.38 22 +50 10.4898 1.26 Q I V 23+ 0 10.5068 1.23 23 +10 10.5237 1.23 Q I V 23 +20 10.5406 1.23 23 +30 10.5575 1.23 Q I I I V 23 +40 10.5745 1.23 23 +50 10.5914 1.23 Q p 24+ 0 10.6083 1.23 Q 24 +10 10.6166 0.60 IQ I I V 24 +20 10.6181 0.11 Q V 24 +30 1'0._6185 0.02 Q V • ----------------------------------------- - - - - -- • FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/31/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basin 8 & 10.- With Commercial Site 100 yr - 1 hr Flood Routing File 32398RB8101hrfld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB81hruh1100.rte ******* ** * * ** * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * ** * * * ** * * * * * * * * * ** Number of intervals = 16 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 122.204 (CFS) Total volume = 3.993 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 8.100 to Point /Station 8.170 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data Total number of inflow hydrograph intervals = 16 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.680 1.460 0.675 0.685 2.000 1.440 1.600 1.434 1.446 3.000 2.270 1.760 2.264 2.276 4.000 3.200 1.990 3.193 3.207 5.000 4.240 2.180 4.232 4.248 6.000 5.360 2.350 5.352 5.368 6.001 ---------------------------------------------=---------------- 6.570 2.530 6.561 6.579 - - - - -- • Hydrograph Detention Basin Routing -- - - - - -- ------------- -------------- -------- ----------- --------- Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 0.083 6.85 0.05 0.023 OI I 0.03 0.167 16.88 0.22 0.104 0 I I 0.15 0.250 21.02 0.50 0.232 0 I 0.34 0.333 23.28 0.82 0.380 0 I 0.56 0.417 25.57 1.16 0.542 0 I I 0.80 0.500 28.36 1.47 0.718 0 1.05 0.583 32.24 1.50 0.917 0 I I ( 1.31 0.667 38.90 1.55 1.151 0 I I I I 1.62 0.750 55.82 1.61 1.467 0 I I I 2.03 0.833 119.90 1.72 2.060 0 I I I1 2.75 0.917 122.20 1.91 2.881 0 I I I I 3.66 1.000 51.69 2.04 3.467 0 I I I I 4.26 1.083 24.83 2.08 3.716 0 I I I 4.50 1.167 9.67 2.10 3.820 0 I I 4.60 1.250 1.96 2.11 3.846 0 4.62 1.333 0.56 2.11 3.840 0 I 4.62 1.417 0.00 2.10 3.827 0 I 4.60 1.500 0.00 2.10 3.813 O I 4.59 1.583 1.667 0.00 0.00 2.10 2.10 3.798 3.784 O 0 I I ( I 4.58 4.56 1.750 0.00 2.09 3.770 O I 4.55 1.833 0.00 2.09 3.755 0 I I 4.53 1.917 0.00 2.09 3.741 0 I I 4.52 2.000 0.00 2.09 3.726 O I 4.51 2.083 0.00 2.08 3.712 0 I 4.49 2.167 0.00 2.08 3.698 0 I I 4.48 2.250 0.00 2.08 3.683 0 I 4.46 2.333 0.00 2.08 3.669 0 ( I 4.45 2.417 0.00 2.07 3.655 O I I 4.44 2.500 0.00 2.07 3.640 O I I 4.42 2.583 0.00 2.07 3.626 0 I I I 4.41 2.667 0.00 2.07 3.612 0 I I I 4:40 2.750 0.00 2.06 3.598 0 I I I 4.38 2.833 0.00 2.06 3.584 0 I 4.37 2.917 0.00 2.06 3.569 0 I I I 4.36 3.000 0.00 2.05 3.555 0 I 4.34 3.083 0.00 2.05 3.541 0 4.33 3.167 0.00 2.05 3.527 0 I 4.31 3.250 0.00 2.05 3.513 0 I I 4.30 3.333 0.00 2.04 3.499 0 I I I I 4.29 3.417 0.00 2.04 3.485 0 I I I 4.27 3.500 0.00 2.04 3.471 0 I. I I 4.26 3.583. 0.00 2.04 3.457 O I I 4.25 3.667 0.00 2.03 3.443 O I I 4.23 3.750 0.00 2.03 3.429 0 I I 4.22 • 3.833 3.917 0.00 0.00 2.03 2.03 3.415 3.401 0 0 I 4.21 4.19 4.000 0.00 2.02 3.387 0 I I I I 4.18 4.083 0.00 2.02 3.373 O I I 4.17 4.167 0.00 2.02 3.359 O I 4.15 4.250 0.00 2.02 3.345 0 I 4.14 • Time Hours) Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 30.6 61.10 91.65 122.20 (Ft.) 4.333 0.00 2.01 3.331 0 I I 4.13 4.417 0.00 2.01 3.317 0 4.11 4.500 0.00 2.01 3.303 0 I ( 4.10 4.583 0.00 2.01 3.290 0 I I 4.09 4.667 0.00 2.00 3.276 0 I 4.07 4.750 0.00 2.00 3.262 0 I 4.06 4.833 0.00 2.00 3.248 0 4.05 4.917 0.00 2.00 3.234 0 I 4.03 5.000 0.00 1.99 3.221 0 I I 4.02 5.083 0.00 1.99 3.207 0 I I 4.01 5.167 0.00 1.99 3.193 0 ( I 3.99 5.250 0.00 1.98 3.180 0 I I I 3.98 5.333 0.00 1.98 3.166 0 I 3.96 5.417 0.00 1.98 3.152 0 I I 3.95 5.500 0.00 1.97 3.139 0 I I 3.93 5.583 0.00 1.97 3.125 0 I 3.92 5.667 0.00 1.97 3.111 0 I I 3.90 5.750 0.00 1.96 3.098 0 I 3.89 5.833 0.00 1.96 3.084 0 I I I I 3.88 5.917 0.00 1.96 3.071 0 I I I I 3.86 6.000 0.00 1.95 3.057 0 I I I 3.85 6.083 0.00 1.95 3.044 0 I 3.83 6.167 0.00 1.95 3.031 0 I I I I 3.82 6.250 0.00 1.94 3.017 0 I I 3.80 6.333 0.00 1.94 3.004 0 I I 3.79 6.417 0.00 1.94 2.990 0 I I 3.77 6.500 0.00 1.93 2.977 0 I I 3.76 6.583 0.00 1.93 2.964 0 I I I I 3.75 6.667 0.00 1.93 2.950 0 I I I 3.73 6.750 0.00 1.93 2.937 0 I 3.72 6.833 0.00 1.92 2.924 0 I 3.70 6.917 0.00 1.92 2.911 0 I I I 3.69 7.000 0.00 1.92 2.898 0 I I 3.67 7.083 0.00 1.91 2.884 0 I I 3.66 7.167 0.00 1.91 2.871 0 I 3.65 7.250 0.00 1.91 2.858 0 I 3.63 7.333 0.00 1.90 2.845 0 I 3.62 7.417 0.00 1.90 2.832 0 3.60 7.500 0.00 1.90 2.819 0 I 3.59 7.583 0.00 1.89 2.806 0 I I 3.58 7.667 0.00 1.89 2.793 0 I 3.56 7.750 0.00 1.89 2.780. 0 I I I 3:55 7.833 0.00 1.88 2.767 0 I I I 3.53 7.917 0.00 1.88 2.754 0 I I I 3.52 8.000 0.00 1.88 2.741 0 I I I 3.51 8.081 0.00 1.87 2.728 0 I I I 3.49 8.167 0.00 1.87 2.715 0 I I I I 3.48 8.250 0.00 1.87 2.702 0 I 3:46'. 8.333 0.00 1.86 2.689 0 I I I I 3.45 8.417 0.00 1.86 2.677 0 I I I I 3.44 8.500 0.00 1.86 2.664 0 I I 3.42 8.583 0.00 1.85 2.651 0 I I I I 3.41 8.667 0.00 1.85 2.638 0 I I I 3.40 8.750 0.00 1.85 2.625 0 I I I I 3.38 8.833 0.00 1.84 2.613 0 I I I 3.37 8.917 0.00 1.84 2.600 0 I I 3.35 9.000 0.00 1.84 2.587 0 I 3.34 9.083 0.00 1.84 2.575 0 3.33 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 9.167 0.00 1.83 2.562 0 3.31 9.250 0.00 1.83 2.549 0 I I I I 3.30 9.333 0.00 1.83 2.537 0 I I 3.29 9.417 0.00 1.82 2.524 0 I I 3.27 9.500 0.00 1.82 2.512 0 I 3.26 9.583 0.00 1.82 2.499 0 I 3.25 9.667 0.00 1.81 2.487 0 3.23 9.750 0.00 1.81 2.474 0 3.22 9.833 0.00 1.81 2.462 0 I I 3.21 9.917 0.00 1.80 2.449 0 3.19 10.000 0.00 1.80 2.437 0 I 3.18 10.083 0.00 1.80 2.425 0 I I I I 3.17 10.167 0.00 1.80 2.412 0 I 3.15 10.250 0.00 1.79 2.400 0 I 3.14 10.333 0.00 1.79 2.387 0 I I 3.13 10.417 0.00 1.79 2.375 0 I 3.11 10.500 0.00 1.78 2.363 0 3.10 10.583 0.00 1.78 2.351 0 I 3.09 10.667 0.00 1.78 2.338 0 I I 3.07 10.750 0.00 1.77 2.326 0 I I 3.06 10.833 0.00 1.77 2.314 0 I I I 3.05 10.917 0.00 1.77 2.302 0 I 3.03 11.000 0.00 1.76 2.290 0 I I 3.02 11.083 0.00 1.76 2.277 0 I I I 3.01 11.167 0.00 1.76 2.265 0 I 2.99 •11.250 0.00 1.76 2.253 0 2.98 11.333 0.00 1.75 2.241 0 I 2.97 11.417 0.00 1.75 2.229 0 I 2.95 11.500 0.00 1.75 2.217 0 ( I I 2.94 11.583 0.00 1.75 2.205 0 I I I 2.92 11.667 0.00 1.75 2.193 0 I I 2.91 11.750 0.00 1.74 2.181 0 I I 2.89 11.833 0.00 1.74 2.169 0 I 2.88 11.917 0.00 1.74 2.157 0 I I I 2.86 12.000 0.00 1.74 2.145 0 I I 2.85 12.083 0.00 1.73 2.133 0 I I 2.83 12.167 0.00 1.73 2.121 0 I I 2.82 12.250 0.00 1.73 2.109 0 I I 2.81 12.333 0.00 1.73 2.097 0 I I 2.79 12.417 0.00 1.72 2.085 0 I I I 2.78 12.500 0.00 1.72 2.074 0 I I 2.76 12.583 0.00 1..72 2.062 0 I I I 2.75 12.667 0.00 1.72 2.050 0 I 2.73 12.750 0.00 1.72 2.038 0 I I 2.72 12.833 0.00 1.71 2.026 0 I I �. 2.71 12.917 0.00 1.71 2.014 0 I 2.69 13.000 0.00 1.71 2.003 0 I I I I 2.68 13.083 0.00. 1.71 .1.991 0 I 2.66 13.167 0.00 1.70 1.979 0 I I 2.65 13.250 0.00 1.70 .1.967 0 I 2.64 13.333 0.00 1.70 1.956 0 I I 2. "62 13.417 0.00 1.70 1.944 0 I I 2.61 0.00 1.69 1.932 0 I 2.59 •13.500 13.583 0.00 1.69 1.921 0 I 2.58 13.667 .0.00 1.69 1.909 0 I I 2.57 13.750 0.00 1.69 1.897 0 I 2.55 13.833 0.00 1.69 1.886 0 I 2.54 13.917 0.00 1.68 1.874 0 2.52 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 14.000 0.00 1.68 1.863 0 I I I I 2.51 14.083 0.00. 1.68 1.851 0 I I I I 2.50 14.167 0.00 1.68 1.839 0 I I I I 2.48 14.250 0.00 1.67 1.828 0 I I I I 2.47 14.333 0.00 1.67 1.816 0 I I I I 2.45 14.417 0.00 1.67 1.805 0 I I I I 2.44 14.500 0.00 1.67 1.793 0 I I I I 2.43 14.583 0.00 1.67 1.782 0 I I I I 2.41 14.667 0.00 1.66 1.770 0 I I I I 2.40 14.750 0.00 1.66 1.759 0 I I I I 2.38 14.833 0.00 1.66 1.748 0 I I I I 2.37 14.917 0.00 1.66 1.736 0 I I I I 2.36 15.000 0.00 1.65 1.725 0 I ( I I 2.34 15.083 0.00 1.65 1.713 0 I I I I 2.33 15.167 0.00 1.65 1.702 0 I I I I 2.32 15.250 0.00 1.65 1.691 0 I I I I 2.30 15.333 0.00 1.65 1.679 0 I I I I 2.29 15.417 0.00 1.64 1.668 0 I I I I 2.27 15.500 0.00 1.64 1.657 0 I I I I 2.26 15.583 0.00 1.64 1.645 0 I I I I 2.25 15.667 0.00 1.64 1.634 0 I ( I I 2.23 15.750 0.00 1.64 1.623 0 I I I I 2.22 15.833 0.00 1.63 1.611 0 I I I I 2.21 15.917 0.00 1.63 1.600 0 I I I I 2.19 16.000 0.00 1.63 1.589 0 ( I I I 2.18 •16.083 0.00 1.63 1.578 0 I I I I 2,17 16.167 0.00 1.62 1.567 0 I I I I 2.15 16.250 0.00 1.62 1.555 0 I I I I 2.14 16.333 0.00 1.62 1.544 0 I I I I 2.13 16.417 0.00 1.62 1.533 0 I I I I 2.11 16.500 0.00 1.62 1.522 0 I I I I 2.10 16.583 0.00 1.61 1.511 0 I I I I 2.09 16.667 0.00 1.61 1.500 0 I I I I 2.07 16.750 0.00 1.61 1.489 0 I I I I 2.06 16.833 0.00 1.61 1.478 0 I I I I 2.05 16.917 0.00 1.61 1.467 0 I I I I 2.03 17.000 0.00 1.60 1.455 0 I I I I 2.02 17.083 0.00 1.60 1.444 0 I I I I 2.01 17.167 0.00 1.60 1.433 0 I I I I 1.99 17.250 0.00 1.60 1.422 0 I ( I I 1.98 17.333 0.00 1.59 1.411 .0 I I I I 1.96 17.417 0.00 1.59 1,.400 0 I I I I 1.95 17.500 0.00 1.59 1.389 O I I I I 1.93 11.583 0.00 1.59 1.379 O I I I I 1.92 17.667 0.00 1.59 1.368 0 I I I I 1.90 17.750 0.00 1.58 1.357 0 I I I I 1:89 17.833 0.00 1.58 1.346 0 I I I' I 1.88 17.917 0.00 1.58 1.335 O I I I I 1.86 18.000 0.00 1.58 1.324 O I I' I I 1.85 18.083 0.00 1.58 1.313 0 I I I I 1.83 18.167 0.00 1.57 1.302 0 I I I I 1.82 18.250 0.00 1.57 1.291 0 I I I I 1.80 18.333 0.00 1.57 1.281 0 I I I I 1.79 18.417 0.00 1.57 1.270 0 I I I I 1.78 18.500 0.00 1.57 1.259 0 I I I I 1.76 18.583 0.00 1.56 1.248 0 I I I I 1.75 18.667 0.00 1.56 1.237 0 I I I I 1.73 18.750 0.00 1.56 1.227 0 I I I I 1.72 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 18.833 0.00 1.56 1.216 0 I I I I 1.71 18.917 0.00 1.56 1.205 0 I I I I 1.69 19.000 0.00 1.55 1.195 0 I I I I 1.68 19.083 0.00 1.55 1.184 0 I I I I 1.66 19.167 0.00 1.55 1.173 0 ( I I I 1.65 19.250 0.00 1.55 1.162 0 I I I I 1.63 19.333 0.00 1.55 1.152 0 I I I I 1.•62 19.417 0.00 1.54 1.141 0 I I I I 1.61 19.500 0.00 1.54 1.131 0 I I I I 1.59 19.583 0.00 1.54 1.120 0 I I I I 1.58 19.667 0.00 1.54 1.109 0 I I I I 1.56 19.750 0.00 1.54 1.099 0 I I I I 1.55 19.833 0.00 1.54 1.088 0 I I I I 1.54 19.917 0.00 1.53 1.078 0 I I I I 1.52 20.000 0.00 1.53 1.067 0 I I I I 1.51 20.083 0.00 1.53 1.056 0 I I I I 1.50 20.167 0.00 1.53 1.046 0 I I I I 1.48 20.250 0.00 1.53 1.035 0 I I I I 1.47 20.333 0.00 1.52 1.025 0 I I I I 1.45 20.417 0.00 1.52 1.014 0 I I I I 1.44 20.500 0.00 1.52 1.004 0 I I I I 1.43 20.583 0.00 1.52 0.994 0 I I I I 1.41 20.667 0.00 1.52 0.983 0 I I I I 1.40 20.750 0.00 1.51 0.973 0 I I I I 1.39 _ 20.833 0.00 1.51 0.962 0 I I I I 1.37 20.917 0.00 1.51 0.952 0 I I I I 1.36 21.000 0.00 1.51 0.941 0 I I I I 1.34 21.083 0.00 1.51 0.931 0 I I I I 1.33 21..167 0.00 1.50 0.921. 0 I I I I. 1.32 21.250 0.00 1.50 0.910 0 I I I I 1.30 21.333 0.00 1.50 0.900 0 I I I I 1.29 21.417 0.00 1.50 0.890 0 I I I I 1.28 21.500 0.00 1.50 0.879 0 I I I I 1.26 21.583 0.00 1.49 0.869 0 I I I I 1.25 21.667 0.00 1.49 0.859 0 I I I I 1.24 21.750 0.00 1.49 0.848 0 I I I I 1.22 21.833 0.00 1.49 0.838 0 I I I I 1.21 21.917 0.00 1.49 0.828 0 I I I I 1.19 22.000 0.00 1.49 0.818 0 I I I I 1.18 22.083 0.00 1.48 0.808 0 I I I I 1.17 22.167 0.00 1.48 0.797 0 I I I I 1.15 22.250 0.00 1.48 0.787 0 I I I I 1..14 22.333 0.00 1.48 0.777 0 I I I ( 1..13 22.411 0:00 1.48 0.767 0 I I I I .1.11 22.500 0.00 1.47 0.757 0 I I, I. I 1..10 22.583 .0.00 1.47 0.746 0 I I I I 1.09.. 22.667 0:00 1.47 0.736 O I I I I 1.07 22.750 0.00 1.47 0.726 0 I I. I• I 1.06 22.833 0.00 1.47 0.716 O I I I I 1.05 22.917 0.00 1.46 0.706 0 I I I I 1,03 23.000 0.00 1.46 0.696 O 23.083 0.00 1.46' 0.686 0 I I I I 1:01 23.167' 0.00 1.45 0.676 0 I I I I 0.99 23.250 0.00 1.43 0.666 0 I I ( ( 0.98 23.333 .0.00 1.41 0.656 0 I I I I 0.96 23.417 0.00 1.39 0.646 0 I I I I 0.95 23.500 0.00 1.37 0.637 0 I I I I 0.94 23.583 0.00 1.35 0.628 0 I 0.92 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 23.667 0.00 1.33 0.618 0 I I I I 0.91 23.750 0.00 1.31 0.609 0 I I I ( 0.90 23.833 0.00 1.29 0.600 0 I I I ( 0.88 23.917 0.00 1.27 0.592 0 I I I I 0.87 24.000 0.00 1.25 0.583 0 I I I I 0.86 24.083 0.00 1.23 0.574 0 I I I I 0.84 24.167 0.00 1.22 0.566 0 I I I I 0.83 24.250 0.00 1.20 0.558 0 I I ( I 0.82 24.333 0.00 1.18 0.549 0 I I I I 0.81 24.417 0.00 1.16 0.541 0 I I I I 0.80 24.500 0.00 1.15 0.533 0 I I I I 0.78 24.563 0.00 1.13 0.526 0 I I I I 0.77 24.667 0.00 1.11 0.518 0 I I I I 0.76 24.750 0.00 1.10 0.510 0 I I I I 0.75 24.833 0.00 1.08 0.503 0 I I I I 0.74 24.917 0.00 1.06 0.495 0 I I I I 0.73 25.000 0.00 1.05 0.488 0 I I I I 0,72 25.083 0.00 1.03 0.481 0 I I I I 0.71 25.167 0.00 1.02 0.474 0 I ( I I 0.70 25.250 0.00 1.00 0.467 0 I I I I 0.69 25.333 0.00 0.99 0.460 0 I I I I 0.68 25.417 0.00 0.97 0.453 0 I I I I 0.67 25.500 0.00 0.96 0.447 0 I I I I 0.66 25.583 0.00 0.94 0.446 0 I I I I 0.65 25.667 0.00 0.93 0.434 0 I I I I 0.64 ;•25.750 0.00 0.92 0.427 0 I I I i 0.63 25.833 0.00 0.90, 0.421 0 I I I I 0.62 25.917 0.00 0.89 0.415 0 I I I I 0.61 26.000 0.00 0.88 0.409 0 I I I I 0.60 26.083 0.00 0.86 0:403 0 0.59 26.167 0.00 0.85 0.397 0 I I I I 0.58 26.250 0.00 0.84 0.391 0 I I I I 0.58 26.333 0.00 0.83 0.385 0 I I I I 0.57 26.417 0.00 0.82 0.380 0 I I I I 0.56 26.500 0.00 0.80 0.374 0 I I I I 0.55 26.583 0.00 0.79 0.369 0 I I I I 0.54 26.667 0.00 0.78 0.363 0 I I I I 0.53 26.750 0.00 0.77 0.358 0 I I I I 0.53 26.833 0.00 0.76 0.353 0 I I I I 0.52 26.917 0.00 0.75 0.347 0 I I I I 0.51 27.000 0.00 0.73 0.342 0 I I I I 0.50 27.083 0.00 0.72 0.337 0 I I I I 0.50 27.167 0.00 0.71 0•:332 0 I I I I 0.49 27.250 0.00 0.70 0..327 0 I I I I 0.48 27.333 0.00 0.69 0.323 0 I I I I 0.41 27.417 0.00 0.68 0.,318 0 I I I I 6.47 27.500 0.00 0..67 . -A.313" O I I I i 0.46 27.583 0.00 0•.66 0.309 O I I I I 0.45 27.667 0.00 0.65., 0.304 0 I. I I I 0.45 27.750 0.00 0.64 0_.300 0* I I I. I 0.44 27.833. 0.00 0:63".. 0.295 0 I I. I I 0.43 27.917 0.00 0.62 0.291 O I I I I 0.43 •28.000' 0.00 0.62 0.287 0 I I I I 0.42 28.083 0.00 0.61 0.282 0 I I I I 0.42 28.167 0.00 0..60 0:278 0• I I I I 0.41 28.250 0.00 0.59' 0.2.74 O I I I I 0.40 28.333 0.00 0.58 0.210 0 I I I I 0.40 28.417 0.00 0.57" 0.266 0 I I I I 0.39 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 28.500 0.00 0.56 0.262 0 I 0.39 28.583 0.00 0.55 0.258 0 ( 0.38 28.667 0.00 0.55 0.255 0 I 0.37 28.750 0.00 0.54 0.251 0 I 0.37 28.833 0.00 0.53 0.247 0 I I 0.36 28.917 0.00 0.52 0.244 0 I 0.36 29.000 0.00 0.52 0.240 0 0.35 29.083 0.00 0.51 0.237 0 0.35 29.167 0.00 0.50 0.233 0 ( 0.34 29.250 0.00 0.49 0.230 0 I 0.34 29.333 0.00 0.49 0.226 0 I 0.33 29.417 0.00 0.48 0.223 0 I I I 0.33 29.500 0.00 0.47 0.220 0 0.32 29.583 0.00 0.46 0.216 0 I I I 0.32 29.667 0.00 0.46 0.213 0 I 0.31 29.750 0.00 0.45 0.210 0 I 0.31 29.833 0.00 0.44 0.207 0 0.30 29.917 0.00 0.44 0.204 0 I 0.30 30.000 0.00 0.43 0.201 0 0.30 30.083 0.00 0.43 0.198 0 I I 0.29 30.167 0.00 0.42 0.195 0 I I 0.29 30.250 0.00 0.41 0.192 0 I I I I 0,28 30.333 0.00 0.41 0.189 0 I I I 0.28 30.417 0.00 0.40 0.187 0 I I I 0,27 30.500 0.00 0.39 0.184 0 I I 0,27 •30.583 0.00 0.39 0.181 0 I I I 0.27 30.667 0.00 0.38 0.179 0 I 0.26 30.750 0.00 0.38 0.176 0 I 0.26 30.833 0.00 0.37 0.173 0 I I I 0.25 30.917 0.00 0.37 0.171 0 I 0.25 31.000 0.00 0.36 0.168 0 I I 0.25 31.083 0.00 0.36 0.166 0 I I 0.24 31.167 0.00 0.35 0.163 0 I 0.24 31.250 0.00 0.35 0.161 0 I I 0.24 31.333 0.00 0.34 0.159 0 ( I 0.23 31.417 0.00 0.34 0.156 0 I 0.23 31.500 0.00 0.33 0.154 0 I I 0.23 31.583 0.00 0.33 0.152 0 ( 0.22 31.667 0.00 0.32 0.150 0 I 0;22 31.750 0.00 0.32 0.147 0 I I I I 0,22 31.833 0.00 0.31 0.145 0 0.21 31.917 0.00 0.31 0.143 '0 I I 0.21 32.000 0.00 0.30 0.141 0 I I 0.21 32.083 0.00 0.30 0.139 0 I 0.2.0 32..167 0.00 0.29 0.131 0 I I 0.20 32.250 0.00 0.29 0.135 0 I I 0.20 32.333 0.00 0.29. 0:,133 0 I I I 0.20 32.417 0.00 0.28 0.131 0, 0.19, 32.500 0.00 0.28 0.129: 0, I I 0.19 32.583 0.00 0.27 0.127 O I I I 0.19 32'.667 0.00 0.27 0.125 0 I I 0.18 32.750 0.00 0.26 0.123. 0 I 0:18 0.00 0.26 0.122 O I 0.18 •32.833 32.917 0.00 0.26 0.120 0 I ( 0.18 33.000 0.00 0.25 0.118 0 I 0.17 33.083 0.00 0.25. 0.116 0 I 0.17 33.167 0.00 0.25 0.115 0 I I 0.17 33.250 0.00 0.24 0.113 0 I I I 0.17 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 33.333 0.00 0.24 0.111 0 I I I 0.16 33.417 0.00 0.24 0.110 0 I I I 0.16 33.500 0.00 0.23 0.108 0 I I 0.16 33.583 0.00 0.23 0.106 0 I 0.16 33.667 0.00 0.23 0.105 0 I 0.15 33.750 0.00 0.22 0.103 0 I I I 0.15 33.833 0.00 0.22 0.102 0 I 0.15 33.917 0.00 0.22 0.100 0 I 0.15 34.000 0.00 0.21 0.099 0 I I I 0.15 34.083 0.00 0.21 0.097 0 I I I I 0.14 34.167 0.00 0.21 0.096 0 I I 0.14 34.250 0.00 0.20 0.095 0 I I 0.14 34.333 0.00 0.20 0.093 0 I 0.14 34.417 0.00 0.20 0.092 0 I I 0.14 34.500 0.00 0.19 0.090 0 I I 0.13 34.583 0.00 0.19 0.089 0 I I 0.13 34.667 0.00 0.19 0.088 0 I I I 0.13 34.750 0.00 0.19 0.087 0 I I I 0.13 34.833 0.00 0.18 0.085 0 I I I 0.13 34.917 0.00 0.18 0.084 0 I I I I 0.12 35.000 0.00 0.18 0.083 0 I 0.12 35.083 0.00 0.18 0.082 0 I I 0.12 35.167 0.00 0.17 0.080 0 I I I 0.12 35.250 0.00 0.17 0.079 0 I 0.12 "-N 35.333 0.00 0.17 0.078 0 0.11 0.00 0.17 0.077 0 I I 0.11 •35.417 35.500 0.00 0.16 0.076 0 I I 0.11 35.583 0.00 0.16 0.075 0 I I I 0.11 35.667 0.00 0.16 0.074 0 I I 0.11 35.750 0.00 0.16 0.072 0 I 0.11 35.833 0.00 0.15 0.071 0 I 0.10 35.917 0.00 0.15 0.070 0 I 0.10 36.000 0.00 0.15 0.069 0 I I 0.10 36.083 0.00 0.15 0.068 0 I I 0.10 36.167 0.00 0.14 0.067 0 I 0.10 36.250 0.00 0.14 0.066 0 I 0.10 36.333 0.00 0.14 0.065 0 I ( 0.10 36.417 0.00 0.14 0.064 0 0.09 36.500 0.00 0.14 0.063 0 0.09 36.583 0.00 0.13 0.062 0 0.09 36. "667 0.00 0.13 0.062 0 0.09 36.750 0.00 0.13 0.061 0 I 0.09 36.833 0.00_ 0.13 0.060 0 ( I I 0.09 36.917 0.00 0.13 0.059 0 I 0.09 37.000 0.00 0.12 0.058 0 I I 0.09 37.083 0.00 0.12 0.057 O I I 0.08 37.167 0.00 0.12 0.056 0 I I I. 0.08 37.250 0.00 0.12 0.056 0 I 0.08 37.333 0.00 0.12 0.055 O I 0:08 37.417 0.00 0.12 0.054 0 I ( 0.08 37.500 0.00 0.11 0.053 0 I I 0.08 37.583 0.00 0.11 0.052 0 I 0.08 37.667 0.00 0.11 0.052 0 I 0.08 37.750 0.00 0.11 0.051 0 0.07 37.833 0.00 0.11 0.050 0 I I 0.07 37.917 0.00 0.11 0.049 0 I I 0.07 38.000 0.00 0.10 0.049 0 I I 0.07 38.083 0.00 0.10 0.048 0 ( I 0.07 * * * * * * * * * * * * * ** �FS) k * * * * * * * * * ** Inflow Outflow Storage Depth •Time (Hours) (CFS) (CFS) (Ac.Ft) .0 30.6 61.10 91.65 122.20 (Ft.) 38.167 0.00 0.10 0.047 0 I 0.07 38.250 0,.00 0.10 0.046 0 ( 0.07 * * * * * * * * * * * * * ** �FS) k * * * * * * * * * ** Slope of intensity- duration curve for a 1 hour storm = 0.5800 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/31/05 File: 32398RB81hruh1100.out ++++++++++++...... +++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basin 8 and 10. - With Commercial .Lot 100 yr - 1 hr Unit Hydrograph File 32398RB81hruh -------------------------------------------------------------------- Drainage Area = 27.80(Ac.) = 0.043 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.80(Ac.) =0.043 Sq. Mi. Length along longest watercourse = 1510.00(Ft.) Length along longest watercourse measured to centroid = 755.00(Ft.) Length along longest watercourse = 0.286 Mi. Length along longest watercourse measured to centroid = 0.143 Mi. Difference in elevation = 14.10(Ft.) Slope along watercourse = 49.3033 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.051 Hr. Lag time = 3.06 Min. 25% of lag time = 0.76 Min. _• 40% of lag time = 1.22 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 27.80 0.39 10.84 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2) 27.80 1.85 51.43 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.390(In) Area Averaged 100 -Year Rainfall = 1.850(In) Point rain (area averaged) = 1.850(In) Areal adjustment factor = 99.97 % Adjusted average point rain = 1.850(In) Sub -Area Data: Area(Ac..) Runoff Index Impervious % 17.900 56.00 0.560 8.800 5.6.00 0.900 1.100 61.00 0.000 Total Area Entered = 27.80(Ac.) RI RI Infil.. Rate.Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 '74.8 0.305 0.560 0.151 0.644 0.098 56.0 74.8 0.305 0.900 0.058 0.317 0.018 61.0 78.8 0.258 0.000 0.258 0.040 0.010 • Sum (F) = 0.126 Area averaged mean soil loss (F) (In /Hr) = 0.126 Minimum soil loss rate ((In /Hr)) = 0.063 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.470 Slope of intensity- duration curve for a 1 hour storm = 0.5800 0 U n i t H y d r o g r a p h • VALLEY S - Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) , Graph % (CPS) --------------------------------------------------------------------- 1 0.083 163.581 36.307 10.172 2 0.167 327.162 45.998 12.887 3 0.250 490.744 10.451 2.928 4 0.333 654.325 4.468 1.252 5 0.417 817.906 2.776 0.778 Sum = 100.000 Sum= 28.017 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.799 0.126 - -- 0.67 2 0.17 4.20 0.932 0.126 - -- 0.81 3 0.25 4.40 0.977 0.126 - -- 0.85 4 0.33 4.60 1.021 0.126 - -- 0.89 5 0.42 5.00 1.110 0.126 - -- 0.98 6 0.50 5.60 1.243 0.126 - -- 1.12 7 0.58 6.40 1.420 0.126 - -- 1.29 8 0.67 8.10 1.798 0.126. - -- 1.67 9 0.75 13.10 2.907 0.126 - -- 2.78 10 0.83 34.50 7.657 0.126 - -- 7.53 11 0.92 6.70 1.487 0.126 - -- 1.36 12 • 1.00 3.80 0.843 0.126 0.72 Sum = 100.0 Sum = 20.7 Flood volume = Effective rainfall 1.72(In) times area 27.8(Ac.) /[(In) /(Ft.)] = 4.0(Ac.Ft) Total soil loss = 0.13(In) Total soil loss ,= 0.292(Ac.Ft) Total rainfall = 1.85(In) Flood volume = 173918.4 Cubic Feet Total soil loss = 12725:.5 Cubic Feet --------------------------------------------------------------------- Peak -------------------------------------------------------------- flow rate of this hyd-rograph = 122.204(CFS) - - - - -- 0 :• +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R W R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time {h +m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0472 6.85 VQ 0 +10 0.1634 16.88 IV Q 0 +15 0.3082 21.02 I VQ 0 +20 0.4685 23.28 I Q 0 +25 0.6446 25.57 I QV 0 +30 0.8400 28.36 I Q V 0 +35 1.0620 32.24 I Q V 0 +40 1.3299 38.90 I Q I V 0 +45 1.7143 55.82 I IQ V I I 0 +50 2.5401 119.90 I I I Q V I 0.. +55.• 3. 3817 12.2.20 I I Q I V I 1+ 0 3.7377 51.69 I Q I I V 1+ 5 3.9087 24.83 I Q I I I VI 1 +10 3.9753 9.67 IQ I I I VI 1 +15 .3.9888 1.96 Q I I I VI 1 +20 ------------------- 3.9926 = --------------------------------------------- 0.56 Q I ( I - - - - V -- • < • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/31/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 @ Monroe Retention Basins 8.and 10 Connected - With Commercial Site 100yr - 3 hr Flood Routing File 32398RB8103hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB81hruh3100.rte ******* * * * * * * * * * * * **** ** * ** *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * ** * * * * ** Number of intervals = 20 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 50.615 (CFS) Total volume = 4.521 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 8.100 to Point /Station 8.170 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 20 • Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------- - - - - -- 0.000 0.000 0.000 0.000 0.000 1.000 0.680 1.460 0.670 0.690 2.000 1.440 1.600 1.429 1.451 3.000 2.270 1.760 2.258 2.282 4.000 3.200 1.990 3.186 3.214 5.000 4.240 2.180 4.225 4.255 6.000 5.360 2.350 5.344 5.376 • • Hydrograph Retention Basin Routing - - - - - - ---------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 12.7 25.31 37.96 50.61 (Ft.) 0.00 1.22 0.569 0.167 3.95 0.06 0.333 6.32 0.21 0.500 8.28 0.41 0.667 9.26 0.66 0.833 9.40 0.91 1.000 9.63 1.16 1.167 12.09 1.44 1.333 13.04 1.49 1.500 15.52 1.52 1.667 16.55 1.56 1.8'33 19.51 1.60 2.000 20.13 1.65 2.167 22.93 1.70 2.333 27.58 1.76 2.500 42.55 1.87 2.667 50.61 2.02 2.833 27.78 2.11 3.000 10.12 2.15 3.167 2.66 2 -.16 3.333 0.29 2.16 3.500 0.00 2.16 3.667 0.00 2.15 3.833 0.00 2.15 4.000 0.00 2.14 4.167 0.00 2.14 4.333 0.00 2.13 4.500 0.00 2.12 4.667 0.00 2.12 4.833 0.00 2.11 5.000 0.00 2.11 5.167 0.00 2.10 5.333 0.00 2.10 5.500 0.00 2.09 5.667 0.00 2.09 5.833 0.00 2.08 6:000 0.00 2.08 6.167 0:00 2.07 6.333 0.00 2.07 6.500 0.00 2.06 6.667 0.00 2.06 6.833 0.00 2.05 7.000' 0.00 .2.05 7.167 0.00 2.04 7.333 0.00 2.04 7.500 0.00 2.03 7.667 0.00 2.03 7.833 0.00 2.02 8.000 0.00 2.01 8.167 0.00 2.01 8.333 0.00 2.00 8.500 0.00 2.00 0 0.027 0 I 0.096 0 I 0.192 O 0.305 0 0.423 O 0.540 0 0.672 O 0.824 O 1.000 0 1.200 0 1.427 10 1.677 10 1.951 10 2.275 10 2.733 10 3.348 10 3.859 10 4.091 10 4.149 10 4.140 IO 4.112 IO 4.083 IO 4.053 IO 4.023 IO 3.994 IO 3.965 IO 3.935 IO 3.906 IO 3.877 IO 3.848 IO 3.819 IO 3.790 IO 3.761 IO 3.732 IO 3.704 IO 3.675 IO 3.646 IO 3.618 IO 3:589 IO 3.561 IO 3.533 IO 3.505:. I0 3:476 IO 3.448 IO 3.420 IO 3.392 10 3.365 IO 3.337 IO 3.309 IO 3.281 IO 3.254 IO I I I I II I �I I I I I I �I I 0.84 0.04 0.14 0.28 0.45 0.62 0.79 0.99 1.19 1.42 1.68 1.98 2.29 2.62 3.01 I 3.50 I 4.14 4.63 4.86 4.91 4.90 4.88 4.85 4.82 4.79 4.76 4.74 4.71 4.68 4.65 4.62 4.60 4.57 4.54 4.51 4.48 4.4 "6 4.43 4.40 4.3 7 4.35 4.32 4.29 4.27 4.24 4'.21 4.19 4.16 4.13 4.10 4.08 4.05 Time Inflow Outflow Storage Depth (Hours) (CFS) .(CFS) (Ac.Ft) .0 12.7 25.31 37.96 50.61 (Ft.) 8.667 0.00 1.99 3.226 IO I I I 4.03 8.833 0.00 1.99 3.199 IO I I 4.00 _9.000 0.00 1.98 3.172 I0 I I I 3.97 9.167 0.00 1.98 3.144 IO I I I 3.94 9.333 0.00 1.97 3.117 I0 I 3.91 9.500 0.00 1.96. 3.090 I0 I I 3.88 9.667 0.00 1.96 3.063 IO I I 3.85 9.833 0.00 1.95 3.036 IO I I I 3.82 10.000 0.00 1.94 3.009 I0 3.79 10.167 0.00 1.94 2.983 IO I I I 3.77 10.333 0.00 1.93 2.956 IO I I 3.74 10.500 0.00 1.92 2.929 IO I 3.71 10.667 0.00 1.92 2.903 I0 I 3.68 10.833 0.00 1.91 2.877 IO I 3.65 11.000 0.00 1.90 2.850 IO I 3.62 11.167 0.00 1.90 2.824 I0 3.60 11.333 0.00 1.89 2.798 IO 3.57 11.500 0.00 1.88 2.772 IO 3.54 11.667 0.00 1.88 2.746 IO 3.51 11.833 0.00 1.87 2.720 IO I 3.48 12.000 0.00 1.87 2.695 IO I 3.46 12.167 0.00 1.86 2.669 IO 3.43 12.333 0.00 1.85 2.643 I0 3.40 12.500 0.00 1.85 2.618 IO 3.37 0.00 1.84 2.593 IO I ( 3.35 •12.667 12.833 0.00 1.83 2.567 IO 3.32 13.000 0.00 1.83 2.542 20 I 3.29 13.167 0.00 1.82 2.517 IO I I I 3.27 13.333 0.00 1.81 2.492 IO 3.24 13.500 0.00 1.81 2.467 I0 I 3.21 13.667 0.00 1.80 2.442 IO I I 3.19 13.833 0.00 1.80 2.417 I0 I I 3.16 14.000 0.00 1.79 2.393 I0 I I 3.13 14.167 0.00 1.78 2.368 IO I 3.11 14.333 0.00 1.78 2.343 IO I 3.08 14.500 0.00 1.77 2.319 I0 3.05 14.667 0.00 1.77 2.295 10 3.03 14.833 0.00 1.76 2.270 IO I 3.00 15.000 0.00 1.76 2.246 IO I I I 2.97 15.167 0.00 1.75 2.222 IO ( I 2.94 15.333 0.00 1.75 2.198 IO I I I 2.91 15.500 0.00 1.74 2.174 IO I I I 2.88 15.667 0.00 1.74 2.150 IO I I 2.86 15.833 0.00 1.73 2.126 I0 I ( 2.83 16.000 0.00 1.73 2.102 IO I I 2.80 16.167 0.00 1.72 2.078 ,I0 2.77 16.333 0.00 1.72 2.055 10 I I 2.74 16.5.00 0.00 1.71 2.031 IO I 2.71 16.667 0.00 1.71 2.008 I0 I I I 2,68. 16..833 0.00 1.70 1.984 IO I I 2'.66 17.000 0.00 1.70 1.961 I0 I 2.63 17.167 0.00 .1.70 1.937 IO I I 2.60 17.333 0.00 1.69 1.914 10 I I 2.57 17.500 0.00 1.69 1.891 IO I 2.54 17.667 0.00 1.68 1.867 IO I 2.51 17.833 0.00 1.68 1.844 IO I I 2.49 18.000 0.00 1.67 1.821 IO ( 2.46 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 12.7 25.31 37.96 50.61 (Ft.) 18.167 0.00 1.67 1.798 IO I 2.43 18.333 0.00 1.66 1.175 IO ( I 2.40 0.00 1.66 1.752 IO I I 2.38 _18.500 18.667 0.00 1.66 1.729 IO I 2.35 18.833 0.00 1.65 1.707 IO I I 2.32 19.000 0.00 1.65 1.684 IO I I I 2.29 19.167 0.00 1.64 1.661 IO I I 2.27 19.333 0.00 1.64 1.639 IO I 2.24 19.500 0.00 1.63 1.616 IO 2.21 19.667 0.00 1.63 1.594 IO I 2.19 19.833 0.00 1.63 1.571 IO I I I I 2.16 20.000 0.00 1.62 1.549 IO I I I 2.13 20.167 0.00 1.62 1.527 IO I I 2.10 20.333 0.00 1.61 1.504 IO I I I I 2.08 20.500 0.00 1.61 1.482 IO I 2.05 20.667 0.00 1.60 1.460 IO I 2.02 20.833 0.00 1.60 1.438 IO I 2.00 21.000 0.00 1.60 1.416 IO I 1.97 21.167 0.00 1.59 1.394 IO I ( 1.94 21.333 0.00 1.59 1.372 IO 1.91 21.500 0.00 1.58 1.350 IO I I I 1.88 21.667 0.00 1.58 1.329 0 I I I I 1.85 21.833 0.00 1.58 1.307 0 I 1.82 22.000 0.00 1.57 1.285 0 I 1.80 22.167 0.00 1.57 1.263 0 1.77 22.333 0.00 1.56 1.242 0 1.74 22.500 0.00 1.56 1.220 0 1.71 22.667 0.00 1.56 1.199 0 1.68 22.833 0.00 1.55 1.178 0 1.65 23.000 0.00 1.55 1.156 0 1.63 23.167 0.00 1.54 1.135 0 I 1.60 23.333 0.00 1.54 1.114 0 I 1.57 23.500 0.00 1.54 1.093 0 I 1.54 23.667 0.00 1.53 1.071 0 I I 1.51 23.833 0.00 1.53 1.050 0 I 1.49 24.000 0.00 1.52 1.029 0 I I I 1.4.6 24.167 0.00 1.52 1.008 0 I I 1.43 24.333 0.00 1.52 0.987 0 I I I 1.40 24.500 0.00 1.51 0.967 0 I 1.38 24.667 0.00 1.51 0.946 0 I I 1.35 24.833 0.00 1.51 0.925 0 I I I 1.32 25.00.0 0.00 1.50 0.904 0 I 1.30 25.167 0.00 1.50 0.884 0 1.27 25.'333 0.00 1.49 0.863 0 I ( 1.24 25.50;0 0.00. 1:49 0,.842 0 �. 1..21 25.667 0.00 1.49 0.822 O 1.:19 25.833.; 0.00 1.48 0.802. O I 1.16 2.6.000 0:.00 1.48 0.1.81 0 I 1.13 26..167 0.00 1.47 0.761 0 I I 1.11 26..333 0.00 1.47 .0.740 0 I 1.08 26.500 0.00. 1.47 0.720 .O I I 1.05 0.00 1.46 0.700 0 I 1.03 •26.667 26.833 0.00 1.46 0.680 0 I I 1.00 27.000 0.00 1.42 0.660 0 I I I I 0.97 27.167 0.00 1.38 0.641 0 I 0.94 27.333 0.00 1.34 0.622 0 I I 0.91 27.500 0.00 1.30 0.604 0 0.89 Time Inflow Outflow Storage Depth (Hours) • (CFS) (CFS) (Ac.Ft) .'0 12.7 25.31 37.96 50.61 (Ft.) 27.667 0.00 1.26 0.586 0 I 0.86 _28.000 0.00 1.19 0.553 0 0.81 28.167 0.00 1.15 0.537 0 I 0.79 28.333 0.00 1.12 0.521 0 I I 0.77 28.500 0.00 1.09 0.506 0 I 0.74 28.667 0.00 1.05 0.491 0 I I 0.72 28.833 0.00 1.02 0.477 0 0.70 29.000 0.00 0.99 0.463 0 I I I 0.68 29.167 0.00 0.96 0.449 0 I I I 0.66 29.333 0.00 0.94 0.436 0 0.64 29.500 0.00 0.91 0.424 0 I ( 0.62 29.667 0.00 0.88 0.411 0 0.60 29.833 0.00 0.86 0.399 0 I 0.59 30.000 0.00 0.83 0.388 0 0.57 30.167 0.00 0.81 0.376 0 0.55 30.333 O.bo 0.78. 0.365 0 I I I 0.54 30.500 0.00 0.76 0.355 0 I 0.52 30.667 0.00 0.74 0.344 0 I I 0.51 30.833 0.00 0.72 0.334 0 I I I 0.49 31.000 0.00 0.70 0.325 0 I 0.48 31.167 0.00 0.68 0.315 0 I 0.46 31.333 0.00 0.66 0.306 0 0.45 31.500 0.00 0.64 0.297 0 I 0.44 31.667 0.00 0.62 0.288 0 I I 0.42 0.00 0.60 0.280 O I 0.41 •31.833 32.000 0.00 0.58 0.272 0 I I 0.40 32.167 0.00 0.57 0.264 0 I I 0.39 32.333 0.00 0.55 0.256 0 I 0.38 32.500 0.00 0.53 0.249 0 I I I 0.37 32.667 0.00 0.52 0.241 0 I 0.36 32.833 0.00 0.50 0.234 0 I I I I 0.34 33.000 0.00 0.49 0.228 0 I I I I 0.33 33.167 0.00 0.47 0.221 0 I I I 0.32 33.333 0.00 0.46 0.215 0 I I 0.32 33.500 0.00 0.45 0.208 0 I I 0.31 33.667 0.00 0.43 0.202 0 I 0.30 33.833 0.00 0.42 0.196 0 0.29 34.000 0.00 0.41 0.191 0 I 0.28 34.167 0.00 0.40 0.185 0 0.27 34.333 0.00 0.39 0.180 0 I I 0.26 34.500 0:00 0.37 0.174 0 I I 0..26 34.667 0.00 0.36 0.169 0 0.25 34.833 0.00 0.35 0.164 0 I I 0.24 35.000 0.•00 0.34 0.160 0 I I I I 0.23 35.167 0.00 0.33 0.155 0 I I I 0.23. 35.333 0..00 -0.321.-- 0.150 0 I I I 0.22. 35.500 0.00. 0:31, 0:14.6. O I 0.21 35.667 0.00 0.30 0.142 O I 0.21; 35.833 .0.00 0..30 0.138 0 I I I 0.20 36.000 0.00 0.29 0.134 0 I I I 0.20 36.167 0.00 0.28 0.130 0 I 0.19 0.00 0.27 0..126 0 I 0.19 •36.333 36.500 0.00 0.26 0.122 0 I I 0.18 36.667 0.00 0.25 0.119 0 ( I I 0.17 36.833 0.00 0.25 0.115 0 I I I 0.17 37.000 0.00 0.24 0.112 0 I 0.16 37.167 0.00 0.23 0.109 0 0.16 Time Inflow Outflow Storage Depth (Hours) • (CFS) (CFS) (Ac.Ft) .0 12.7 25.31 37.96 50.61 (Ft.) 37.333 0.00 0.23 0.105 0 I I 0.16 _37.500 0.00 0.22 0.102 0 I I 0.15 37.667 0.00 0.21 0.099 0 I I I 0.15 37.833 0.00 0.21 0.097 0 0.14 38.000 0.00 0.20 0.094 0 I I 0.14 38.167 0.00 0.20 0.091 0 ( ( 0.13 38.333 0.00 0.19 0.088 0 0.13 38.500 0.00 0.18 0.086 0 I I 0.13 38.667 0.00 0.18 0.083 0 I 0.12 38.833 0.00 0.17 0.081 0 I I 0.12 39.000 0.00 0.17 0.078 0 I I I I 0.12 39.167 0.00 0.16 0.076 0 I 0.11 39.333 0.00 0.16 0.074 O I 0.11 39.500 0.00 0.15 0.072 0 I I 0.11 39.667 0.00 0.15 0.070 0 0.10 39.833 0.00 0.15 0.068 0 I ( 0.10 40.000 0.00 0.14 0.066 0 0.10 40.167 0.00 0.14 0.064 0 I I I 0.09 40.333 0.00 0.13 0.062 0 I 0.09 40.500 0.00 0.13 0.060 0 I I 0.09 40.667 0.00 0.13 0.058 0 I I I 0.09 40.833 0.00 0.12 0.057 0 I I I 0.08 41.000 0.00 0.12 0.055 0 I I 0.08 41.167 0.00 0.11 0.053 0 I 0.08 41.333 0.00 0.11 0.052 0 I ( 0.08 41.500 0.00 0.11 0.050 0 I I 0.07 41.667 0.00 0.10 0.049 0 0.07 41.833 0.00 0.10 0.047 O I 0.07 42, 000 0.00 0.10 0.046 0 I I 0.07 Remaining water in basin = 0.05 (Ac.Ft) r***** * * * * * ** * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * ** * * ** Number of intervals = 252 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 2.163 (CFS) Total volume = 4:475 (Ac.-Ft) U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/31/05 File: 32398RB81hruh3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basin 8 and 10 - With Commercial Lot 100 yr - 3 hr Unit Hydrograph File 32398RB8103hruh -------------------------------------------------------------------- Drainage Area = 27.80(Ac.) = 0.043 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.80(Ac.) =0.043 Sq. Mi. Length along longest watercourse = 1510.00(Ft.) Length along longest watercourse measured to centroid = 755.00(Ft.) Length along longest watercourse = 0.286 Mi. Length along longest watercourse measured to centroid = 0.143 Mi. Difference in elevation = 14.10(Ft.) Slope along watercourse = 49.3033 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.051 Hr. Lag time = 3.06 Min. 25% of lag time = 0.76 Min. 40% of lag time = 1.22 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.80 0.58 16.12 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 27.80 2.33 64.77 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.580(In) Area-Averaged 100 -Year Rainfall = 2.330(In) Point rain (area averaged) = 2.330(In) Areal adjustment factor = 99.99 % .Adjusted average point rain = 2.330(In) Sub- Area.Data: Area(Ac.) Runoff Index Impervious % 17.900 56.00 0`.560 8.800 56.00 0.900 1.100 61.00 0.000 Total Area Entered = 27.80(Ac.) RI RI Infil. Rate Impervious Adj., Infil. Rate. Area% F AMC2 AMC =3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56:0 74.8 0.305 0.560 0.151 0.644 0.098 56.0 74.8 0.305 0.900 0.058 0.317 0.018 . 61.0 78.8 0.258 0.000 0.258 0.040 0.010 Sum (F) = 0.126 • Area averaged mean soil loss (F) (In /Hr) = 0.126 Minimum soil loss rate ((In /Hr)) = 0.063 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.470 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 327.162 59.306 16.616 2 0.333 654.325 35.684 9.998 3 0.500 981.487 5.010 1.404 Sum = 100.000 Sum= 28.017 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.17 2.60 0.363 0.126 - -- 0.24 2 0.33 2.60 0.363 0.126 - -- 0.24 3 0.50 3.30 0.461 0.126 - -- 0.34 -- 4 0.67 3.30 0.461 0.126 - -- 0.34 • 5 0.83 3.30 0.461 0.126 0.34 6 1.00 3.40 - -- 0.475 0.126 0.35 7 1.17 4.40 0.615 0.126 - -- 0.49 8 1.33 4.20 0.587 0.126 - -- 0.46 9 1.50 5.30 0.741 0.126 - -- 0.61 10 1.67 5.10 0.713 0.126 - -- 0.59 11 1.83 6.40 0.895 0.126 - -- 0.77 12 2.00 5.90 0.825 0.126 - -- 0.70 13 2.17 7.30 1.020 0.126 - -- 0.89 14 2.33 8.50 1.188 0.126 - -- 1.06 15 2.50 14.10 1.971 0.126 - -- 1:84., 16 2.67 14.10 1.971 0.126 - -- 1.84 17 2.83 3.80 0.531 0.126 - -- 0.41 18 3.00 2.40 0.335 0.126 - -- 0.21 Sum = 100.0 Sum = 11.7 Flood volume = Effective rainfall 1.95(In) times area 2 "7.8(Ac.) /[(In) /(Ft.)] 4.5(Ac.Ft) Total, :soil loss = 0.38(In) Total soil loss = 0:876(Ac.Ft) Total rainfall = 2.33- (In) Flood volume'_ 196924.5. Cubic Feet Total soil loss.= 18176..5 Cubic Feet Peak flow rate.of -.this . hydrograph = 50.615(CFS) . • +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 3 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 10 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------=------------------------ 0+10 0.0543 3.95 V Q 0 +20 0.1414 6.32 V Q 0 +30 0.2554 8.28 I V Q 0 +40 0.3830 9.26 I V Q 0 +50 0.5124 9.40 I V Q 1+ 0 0.6450 9.63 VQ .1 +10 0.8115 12.09 VQ 1 +20 0.9912 13.04 ( Q 1 +30 1.2050 15.52 Q 1 +40 1.4330 16.55 IQV. 1 +50 1.7017 19.51 I I Q V 2+ 0 1.9789 20.13 I I Q V 2 +10 2.2948 22.93 I I Q V 2 +20 2.6747 27.58 I I Q V 2 +30 3.2608 42.55 I I I Q 2 +40 3.9580 50.61. I I I I Q V I 2 +50 4.3406 27.78 I I Q I I V I 3+-0 4.4800 10.12 I Q I I I VI • 3 +10 4.5167 2.66 IQ I I I VI ----------------------------------------------------------------- 3 +20 4..5208 0.29 Q I I I V - - - - -- • FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/31/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention.Basins 8 and 10 - Connected, With Commercial .100yr, - 6hr Fl.00.d 'Routing File 32398R88106hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB8106hruh6100.rte ******* ** * * * * * * * * ** ** * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 38 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 40.107 (CFS) Total volume = 4- 720.(Ac:Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station ' 8.100 to Point /Station 8.170 * * ** RETENTION BASIN ROUTING * * ** User entry of depth- outflow- storage data Total number of inflow hydrograph intervals = 38 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin • depth = .0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CPS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.680 1.460 0.670 0.690 2.000 1.440 1.600 1.429 1.451 3.000 2.270 .1.760 2.258 2.282 4.000 3.200 1.990 3.186 3.214 5.000 4.240 2.180 4.225 4.255 6.000 5.360 2.350 5.344 5.376 7.000 6.570 2.530 6.553 6.587 r • -------------------------------------------------------------------- Hydrograph Retention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 10.0• 20.05 30.08 40.11 (Ft.) 0.167 0.95 0.01 0.006 O I I I I 0.01 0.333 1.80 0.05 0.025 OI I I I I 0.04 0.500 2.33 0.11 0.052 OI I I I I 0.08 0.667 2.80 0.18 0.086 O I I I I I 0.13 0.833 2.99 0.26 0.122 0 I I I ( I 0.18 1.000 3.29 0.35 0.161 O I I I I I 0.24 1.167 3.73 0.44 0.204 0 I I I I I 0.30 1.333 3.92 0.54 0.250 O I I I ( I 0.37 1.500 3..95 0.64 0.296 0 I I I I I 0.44 1.667 3.95 0.73 0.341 0 I I I I I 0.50 1.833 3.95 0.83 0.385 0 I I I I I 0.57 2.000 4.22 0.92 0.429 0 I I I I I 0.63 2.167 4.39 1.02 0.475 O I I I I I 0.70 2.333 4.69 1.12 0.523 0 2 I I I I 0.77 2.500 4.86 1.23 0.572 O I I I I I 0.84 2.667 4.88 1.34 0.622 IO I I I I I 0.91 2.833 5.44 1.45 0.674 IO I I I I I 0.99 3.000 5.77 1.47 0.731 IO I I I I I 1.07 3.167 6.09 1.48 0.792 IO I I I I I 1.15 3.333 6.54 1.49 0.859 IO I I I I I 1.24 3.500 7.56 1.51 0.935 IO I I I I I 1.34 3.667 8.91 1.52 1.028 IO II I I I 1.46 3.833 10.04 1.54 1.137 IO I I I I 1.60 4.000 11.00 1.57 1.261 .I0 I I I I 1.76 4.167 12.21 1.59 1.399 IO II I I I 1.95 4.333 13.87 1.62 1.556 IO I I I I I 2.14 4.500 15.44 1.66 1.735 IO I I I I I 2.36 4.667 16.86 1.70 1.935 IO I I I I I 2.60 4.833 18.27 1.74 2.153 IO I I I I I 2.86 5.000 19.67 1.79 2.390 IO I II I I 3.13 5.167 24.67 1.86 2.610 IO I I I I I 3.43 5.333 31..30 1.95 3.029 IO I I I I 3.82 5.500 40.11 2.04 3.494 IO I I I I 4.28 5.667 23.31 2.12 3.902 IO I I I I I 4.67 5.833 6.60 2.15 4.078 IO I I I I ( 4.84 6.0.00 1.79 2.16 •4..106`10 I I I I 4.87 6.167 0.52 2.15 4.093. IO I I I I 4.86 6.333 0.06 2.15 4.067 IO I I I I 4.83 6.5.00 0.00 2.14 4.038 IO I I I I 4.81 "6.667 0.00 2.14 4.009 IO 6.833. 0.00 2.13 3.979 IO 1 . I I I 4;.75. 7.000 0.00 2.13 3.950 IO I I I I 4.72 .7,.167 0.00 2.12 3.921. IO I I I I 4.69 7.333 0:00 2.12 3.891 IO, 1. I I I 466. 7.500 0.00 2.11 3.862 IO I I I I 4.64 7.667 0.00 2.11 3.833 10. 1 I 1 1 4:61 7..833 0.0.0 2.10 3.804 IO 1 I I 1 4.58 8.00.0' 0.00 2.10 3.775 IO 1 I I 1 4.55 8.167 0,.00 2.09 3.746 IO 1 I 1 1 4.53 8.333 0.00 2.08 3.718 IO I I I I 4.50 8.500 0.00 2.08 3.689 IO I I I I 4.47 8.667 0.00 2.07 3.660 IO I I I I 4.44 0 • Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 10.0 20.05 30.08 40.11 (Ft.) 8.833 0.00 2.07 3.632 IO I I I I 4.42 9.000 0.00 2.06 3.603 IO I I I I 4.39 9.167 0.00 2.06 3.575 IO I I I I 4.36 9.333 0.00 2.05 3.547 IO I I I I 4.33 9.500 0.00 2.05 3.519 IO I I I I 4.31 9.667 0.00 2.04 3.490 IO I I I I 4.28 9.833 0.00 2.04 3.462 IO I I I I 4.25 10.000 0.00 2.03 3.434 IO I I I I 4.23 10.167 0.00 2.03 3.406 IO I I I I 4.20 10.333 0.00 2.02 3.378 IO I I I I 4.17 10.500 0.00 2.02 3.351 IO ( I I I 4.14 10.667 0.00 2.01 3.323 IO I I I I 4.12 10.833 0.00 2.01 3.295 IO I I I I 4.09 11.000 0.00 2.00 3.267 IO I I I I 4.06 11.167 0.00 2.00 3.240 IO I I I I 4.04 11.333 0.00 1.99 3.212 IO I I I I 4.01 11.500 0.00 1.99 3.185 IO I I I I 3.98 11.667 0.00 1.98 3.158 IO I I I I 3.95 11.833 0.00 1.97 3.130 IO I I I I 3.93 12.000 0.00 1.97 3.103 IO I I I I 3.90 12.167 0.00 1.96 3.076 IO I I I I 3.87 12.333 0.00 1.95 3.049 IO I I I I 3.84 12.500 0.00 1.95 3.023 IO I I I I 3.81 12.667 0.00 1.94 2.996 IO I I I I 3.78 12.833 0.00 1.93 2.969 IO I I I I 3.75 13.000 0.00 1.93 2.943 IO I I I I 3.72 13.167 0.00 1.92 2.916 IO I I I I 3.69 13.333 0.00 1.91 2.890 IO I I I I 3.67 13.500 0.00 1.91 2.863 IO I I I I 3.64 13.667 0.00 1.90 2.837 IO I I I I 3.61 13.833 0.00 1.89 2.811 IO I I I I 3.58 14.000 0.00 1.89 2.785 IO I I I I 3.55 14.167 0.00 1.88 2.759 IO I I I I 3.53 14.333 0.00 1.87 2.733 IO I I I I 3.50 14.500 0.00 1.87 2.707 IO I I I I 3.47 14.667 0.00 1.86 2.682 IO I I I I 3.44 14.833 0.00 1.86 2.656 IO ( I I I 3.42 15.000 0.00 1.85 2.631 IO I I I I 3.39 15.167 0.00 1.84 2.605 IO I I I I 3.36 15.333 0.00 1.84 2.580 IO I I I I 3.33 15.500 0.00 1.83 2.555 IO I I I I 3.31 15.667 0.00 1.82 2.529 IO I I I I 3.28 15.833 •0.00 1.82 2.504 I0 I I I I 3.25 16.000 0.00 1:81 2.479 IO I I I I 3.23 16.167 0.00 . .1..81 •2.454 IO I ( I I 3.20 16.333 0.00 1..80 2.43.0 IO I I I I 3.17 16.500 0.00' 1.79 2..405 10 I I I I 3.14 16.667 0.00• 1;79. 2.380 10 I. I I I 3.12 16.833 0.00 1 -.78` 2.356, IO I I I ( 3.09: 17.000 0.00 1.78 2'.331 IO 17,.167 0.00 1.77 2.'307 IO I I I I 3.:04 17.333 0.00 1.76 2.282 IO I I I I. 3.01 17.500 0.00 1.76 2,.258 IO I I I I 2.99 17.667 0.00 1.75 2.234 IO I I I I 2.96 17.833 0.00 1.75 2.210 IO I I I I 2.93 18.000 0.00 1.74 2.186 IO I I I I 2.90 18.167 0.00 1.74 2.162 IO I I I I 2.87 18.333 0.00 1.73 2.138 IO I I I I 2.84 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 10.0 20.05 30.08 40.11 (Ft.) 18.500 0.00 1.73 2.114 IO I I I I 2.81 18.667 0.00 1.73 2.090 IO I I I I 2.78 18.833 0.00 1.72 2.06.6 IO I I I I 2.75 19.000 0.00 1.72 2.043 IO I I I ( 2.73 19.167 0.00 1.71 2.019 IO I I I I 2.70 19.333 0.00 1.71 1.996 IO I I I I 2.67 19.500 0.00 1 . 70 1.972 IO I I I_ I 2.64 19.667 0.00 1.70 1.949 IO ... _ _ _ _ _ I I I I 2.61 19.833 0.00 1.69 1.925 IO I I I I 2.58 20.000 0.00 1.69 1.902 IO I I I I 2.56 20.167 0.00 1.68 1.879 IO I I I I 2.53 20.333 0.00 1.68 1.856 IO I I I I 2.50 20.500 0.00 1.68 1.833 IO I I I I 2.47 20.667 0.00 1.67 1.809 IO I I I I 2.45 20.833 0.00 1.67 1.786 IO I I I I 2.42 21.000 0.00 1.66 1.764 IO I I I I 2.39 21.167 0.00 1.66 1.741 IO I I I I 2.36 21.333 0.00 1.65 1.718 IO I I I I 2.33 21.500 0.00 1.65 1.695 IO I I I I 2.31 21.667 0.00 1.64 1.672 IO I I I I 2.28 21.833 0.00 1.64 1.650 IO I I I I 2.25 22.000 0.00 1.64 1.627 IO I I I I 2.23 22.167 0.00 1.63 1.605 IO I I I I 2.20 22.333 0.00 1.63 1.582 IO I I I I 2.17 •22.667 22.500 0.00 0.00 1.62 1.62 1.560 1.538 IO IO I I I I 2.14 I I I I 2.12 22.833 0.00 1.61 1.515 IO I I I I 2.09 23.000 0.00 1.61 1.493 IO I I I I 2.06 23.167 0.•00 1.61 1.471 IO I I I I 2.04 23.333 0.00 1.60 1.449 IO I I I I 2.01 23.500 0.00 1.60 1.427 IO I I I I 1.98 23.667 0.00 1.59 1.405 IO I I I I 1.95 23.833 0.00 1.59 1.383 IO I I I I 1,92 24.000 0.00 1.59 1.361 IO I I I I 1.90 24.167 0.00 1.58 1.339 IO I I I I 1.87 24.333 0.00 1.58 1.318 IO I I I I 1.84 24.5.00 0.00 1.57 1.296 IO I ( I I 1.81 24.667 0.00 1.57 1.274 IO I I I ( 1.78 24.833 0.00 1.57 1.253 IO I I I I 1.75 25.000 0.00 1.56 1.231 IO I I I I 1.73 25.167 0.00 1.56 1.210 IO I I I I 1.70 25.333 0.00 1.55 1.188 IO I I I I 1,67 25.500 0.00 1.55 1.167 IO I I I ( 1.64 25.667 0.00 1.55 1.'145 IO I I I I 1.61 25.833 0.00 1.54 1.124 IO I I I I 1.58 26.000 0.00 1.54 1`103 10 I I I I 1.56' 26.167 0.00' 1.53 1:082 IO I I I I 1.53 26.333 0.00 1:53 1:0:61 IQ I I I I 1.50. 26.500 0.00 1.53 1.040 IO" I I I I 1.47. 26.667 0.00 1.52 1.019 IO I I I I 1:45 26.833 0.00 1.52 .0.998 IO I I I. I 1.42 27.000 0.00 1.51 0.977 IO I I I I 1.39 27.167 0.00 1.51 0:956 IO I I I I 1.36 27.333 0.00 1.51 0.935 IO I I I I 1.34 27.500 0.00 1.50 0.914 IO I I I I 1.31 27.667 0.00 1.50 0.894 IO I I I I 1.28 27.833 0.00 1.50 0.873 IO I I I I 1..25 28.000 '0.00 1.49 0.853 IO I I 1.23 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 10.0 20.05 30.08 40.11 (Ft.) 28.167 0.00 1.49 0.832 IO I I I I 1.20 28.333 0.00 1.48 0.812 IO I I I I 1.17 28.500 0.00 1.48 0.791 IO I I I I 1.15 28.667 0.00 1.48 0.771 IO I I I I 1.12 28.833 0.00 147 0.751 IO I I I I 1.09 29.000 0.00 1.47 0.730 IO I I I I 1.07 .29.167 0.00 1.47 0.710 IO I I I I 1.04 29.333 0.00 1.46 0.690 IO I I I I 1.01 29.500 0.00 1.44 0.670 IO I I I I 0.99 29.667 0.00 1.40 0.650 IO I I I I 0.96 29.833 0.00 1.36 0.631 IO I I I I 0.93 30.000 0.00 1.32 0.613 IO I I I I 0.90 30.167 0.00 1.28 0.595 IO I I I I 0.88 30.333 0.00 1.24 0.578 O I I I I 0.85 30.500 0.00 1.20 0.561 0 I I I I 0.82 30.667 0.00 1.17 0.545 0 I I I I 0.80 30.833 0.00 1.14 0.529 0 I I I I 0.78 31.000 0.00 1.10 0.513 0 I I I I 0.75 31.167 0.00 1.07 0.498 O I I I I 0.73 31.333 0.00 1.04 0.484 0 I I I I 0.71 31.500 0.00 1.01 0.470 0 I I I ( 0.69 31.667 0.00 0.98 0.456 0 I I I I 0.67 31.833 0.00 0.95 0.443 0 I I I I 0.65 32.000 0.00 0.92 0.430 O I I I I 0.63 32.167 0.00 0.90 0.417 0 I I I I 0.61 •32.333 0.00 0.87 0.405 0 I I I I 0.60 32.500 0.00 0.84 0.393 0 I I I I 0.58 32.667 0.00 0.82 0.382 0 ( I I I 0.56 32.833 0.00 0.80 0.371 0 I I I I 0.55 33.000 0.00 0.77 0.360 0 I I I I 0.53 33.167 0.00 0.75 0.349 O I I I I 0.51 33.333 0.00 0.73 0.339 0 I I I I 0.50 33.500 0.00 0.71 0.329 0 I I I I 0.48 33.667 0.00 0.69 0.320 0 I I I I 0.47 33.833 0.00 0.67 0.310 0 I I I I 0.46 34.000 0.00 0.65 0.301 0 I I I I 0.44 34.167 0.00 0.63 0.293 0 I I I I 0.43 34.333 0.00 0.61 0.284 0 I I I I 0;42 34.500 0.00 0.59 0.276 O I I I I 0.41 34.667 0.00 0.58 0.268 0 I I I I 0.39 34.833 0.00 0.56 0.260 0 I I I I 0.38 35.000 0.00 0.54 0.252 0 I ( I I 0.37 35.167 0.•00 0.53 0.245 0 I I I I 0.36 35.333 0.00 0.51 0.238 0 I I ( I 0.35 35.500 0.00 0.50 0.231 0 I I I I 0.34 35.667 0:00 0.4'8 0.224 0 I I I I 0.33 35.833 0':00 0.47 0:218 0 I I. I I 0..32 36.000 0.00 0 '.45 0:211 O I I I' I 0.31 36:167 0,00 0.44 .0.205 0 I I I I 0.30 36.333 0.00 0.43 0.199 0 I I I I 0.29 36.500 0.00 .0.42 0:193 O I I I I 0.28 36.667 0.00 0.40 0.188 0 I I I I 0..28 0.00 0.39 0.182 0 I I I I 0.27 •36.833 37.000 0.00 0.38 0.177 0 I I I I 0.26 37.167 0.00 0.37 0.172 0 I I I I 0.25 37.333 0.00 0..36 0.167 0 I I I I 0.25 37.500 0.00 0.35 0.162 0 I I I I 0.24 37.667 0.00 0.34 0.157 0 I I I I 0.23 • Time Inflow Outflow Storage Depth (Hours) (CPS) (CPS) (Ac.Ft) .0 10.0 20.05 30.08 40.11 (Ft.) 37.833 0.00 0.33 0.153 0 I I 0.22 38.000 0.00 .0.32 0.148 0 I I I 0.22 38.167 0.00 0.31 0.144 0 I I 0.21 38.333 0.00 0.30 0.140 0 I I I 0.21 38.500 0.00 0.29 0.136 0 I 0.20 38.667 0.00 0.28 0.132 0 I I 0.19 38.833 0.00 0.27 0.128 0 ( 0.19 39.000 0.00 0.27 0.124 0 0.18 39.167 0.00 0.26 0.121 0 I I I 0.18 39.333 0.00 0.25 0.117 0 I 0.17 39.500 0.00 •0.24 0.114 0 I I 0.17 39.667 0.00 0.24 0.110 0 I I 0.16 39.833 0.00 0.23 0.107 0 I I I 0.16 40.000 0.00 0.22 0.104 0 I I 0.15 40.167 0.00 0.22 0.101 0 I I I 0.15 40.333 0.00 0.21 0.098 0 I I I 0.14 40.500 0.00 0.20 0.09.5 0 I 0.14 40.667 0.00 0.20 0.092 0 I I 0.14. 40.833 0.00 0.19 0.090 0 I I I I 0.13 41.000 0.00 0.19 0.087 0 I I I 0.13 41.167 0.00 0.18 0.085 0 I I 0.12 41.333 0.00 0.18 0.082 0 I I I 0.12 41.500 0.00 0.17 0.080 0 I I I I 0.12 41.667 0.00 0.17 0.077 0 I I 0.11 •42.000 41.833 0.00 0.00 0.16 0.16 0.075 0.073 0 I I I 0 I I 0.11 I 0.11 42.167 0.00 0.15 0.071 0 I I 0.10 42.333 0.00 0.15 0.069 0 I I I 0.10 42.500 0.00 0.14 0.067 0 I 0.10 42.667 0.00 0.14 0.065 0 0.10 42.833 0.00 0.13 0.063 0 0.09 43.000 0.00 0.13 0.061 0 0.09 43.167 0.00 0.13 0.059 0 I 0.09 43.333 0.00 0.12 0.058 0 I I 0.08 43.500 0.00 0.12 0.056 0 I I 0.08 43.667 0.00 0.12 0.054 0 I I 0.08 43.833 0.00 0.11 0.053 0 I 0.08 44.000 0.00 0.11 0.051 0 I I 0.08 44.167 0.00 0.11 0.050 0 I 0.07 44.333 0.00 0.10 0.048 O I 0.07 44.500 0.00 0.10 0.047 0 0.07 44.667 0.00 0.10 0.045 O 0.07 Remaining water in basin = 0.04 (Ac..F.t) ********* * * * * * * * *. * * * * * * * *. * *HYDROGRAPH. DATA * * * * * * * * * * * * * *. * * * * * * * * * * * * ** Number of-intervals = 268 Time interval _ 10.0 ;(Min.) Maximum /Peak flow rate Total volume = 4.676 (Ac.Ft) • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/31/05 File: 32398RB8106hruh6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 -------------------------7------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basins 8 and 10 - Connected 100 yr - 6 hr, With Commercial Developement File 32398RB8106hruh -------------------------------------------------------------------- Drainage Area = 27.80(Ac.) = 0.043 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.80(Ac.) =0.043 Sq. Mi. Length along longest watercourse = 1510.00(Ft.) Length along longest watercourse measured to centroid = 755.00(Ft.) Length along longest watercourse = 0.286 Mi. Length along longest watercourse measured to centroid = 0.143 Mi. Difference in elevation = 14.10(Ft.) Slope along watercourse = 49.3033 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.051 Hr. Lag time = 3.06 Min. 25% of lag time =. 0.76 Min. 40% of lag time = 1.22 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.80 0.77 21.41 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2) 27.80 2.78 77.28 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.770(In) Area Averaged 100 -Year Rainfall = 2.780(In) Point rain (area averaged) = 2.780(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.780(In) Sub- Area.Data: Area(Ac.) Runoff Index Impervious % ,17.900 56.00 0.560 8.800 56.00 0.900 1.100 61.00 0.000 Total..Area Entered = 27.80(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (.In /Hr) (Dec:) (In /Hr) 56.0 74:8 0.305 0.560 0.151 0.644 0.098 56.0 74.8 0.305 0.900 0.058 0.317 0.018 61.0 78.8 0.258 0.000 0.258 0.040 0.010 Sum (F) = 0.126 Area averaged mean soil loss (F) (In /Hr) = 0.126 Minimum soil loss rate ((In /Hr)) = 0.063 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.470 • --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time W of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.167 327.162 59.306 16.616 2 0.333 654.325 35.684 9.998 3 0.500 981.487 5.010 1.404 Sum = 100.000 Sum= 28.017 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.)- Percent (In /Hr) Max I Low (In /Hr) 1 0.17 1.10 0.183 0.126 - -- 0.06 2 0.33 1.20 0.200 0.126 - -- 0.07 3 0.50 1.30 0.217 0.126 - -- 0.09 4 0.67 1.40 0.233 0.126 - -- 0.11 5 0.83 1.40 0.233 0.126 - -- 0.11 6 1.00 1.50 0.250 0.126 - -- 0.12 7 1.17 1.60 0.267 0.126 -- 0.14 8 1.33 1.60 0.267 0.126 - -- 0.14 9 1.50 1..60 0.267 0.126 0.14 ••� 10 1.67 1.60 0.267 0.126 =_= 0.14 11 1.83 1.60 0.267 0.126 0.14 12 2.00 1.70 0.284 0.126 - -- 0.16 13 2.17 1.70 0.284 0.126 - -- 0.16 14 2.33 1.80 0.300 0.126 - -- 0.17 15 2.50 1.80 0.300 0.126 - -- 0.17 16 2.67 1.80 0.300 0.126 - -- 0.17 17 2.83 2.00 0.33 -4 0.126 - -- 0.21 18 3.00 2.00 0.334 0.126 - -- 0.21 19 3.17 2.10 0.350 0.126 - -- 0.22 20 3.33 2.20 0.367 0.126 - -- 0.24 21 3.50 2.50 0.417 0.126 - -- 0.29 22 3.67 2.80 0.467 0.126 - -- 0.34 23 3.83 3.00 0.500 0.126 - -- 0.37 24 4.00 3.20 0.534 0.126 - -- 0.41 25 4.17 3.50 0.584 0.126 - -- 0.46 26 4.33 3.90 0.650 0.126 - -- 0.52 27 4.50 4.20 0.700 0.126 - -- 0.57 •28 4.67 4.50 0.751 0.126 - -- 0.62 29 ,4.83 4.80 0.801 0.126 - -- 0.67 30 5.00 5.10 0:851 0.126 - -- 0.72 31 5.17 6.70 1.117. 0:126 - -- 0:99 32 5:33 8..10 1.351 0.126 - -- 1:22 33 5.50 10.30 1..718 .0.126 - -- 1.59 34 5.67 2:80 0:46.7 0..126. - -- 0.34 35 5.83 1.10 0.183 0.126 - -- 0.06 36 6.00 0.50 0:083 0.126 0.039 0.04 :. Sum = 100.0 Sum = 12:2 Flood volume = Effective rainfall 2.04(In) times area 27.8(Ac.) /[(In) /(Ft.)] = 4.7(Ac.Ft) Total soil loss = 0.74(In) Total soil loss = 1.719(Ac.Ft) Total rainfall = 2.78(In) Flood volume = 205622.8 Cubic Feet Total soil loss = 74891.3 Cubic Feet Peak flow rate of this hydrograph = 40.107(CFS) --------------------------------------------- - - - - -- ..................................................... 6 - 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 10 Minute intervals ((CFS)) -------------------------------------- 7 ----------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 0 +10 0.0131 0.95 Q 0 +20 0.0380 1.80 VQ 0 +30 0.0701 2.33 VQ 0 +40 0.1086 2.80 V Q 0 +50 0.1497 2.99 IVQ 1+ 0 0.1950 3.29 IVQ _ 1 +10 0.2464 3.73 I Q :• 1 +20 0.3005 3.92 I VQ 1 +30 0.3548 3.95 I Q 1 +40 0.4091 3.95 I Q 1 +50 0.4635 3.95 I Q 2+ 0 0.5217 4.22 I QV 2 +10 0.5821 4.39 I QV 2 +20 0.6467 4.69 I Q V 2 +30 0.7136 4.86 I Q V 2 +40 0.7809 4.88 I Q V 2 +50 0.8557 5.44 I Q V 3+ 0 0.9352 5.77 I Q V 3 +10 1.0191 6.09 I Q V 3 +20 1.1091 6.54 I Q VI 3 +30 1.2133 7.56 I Q V 3 +40 1.3361 8.91 I Q V 3 +50 1.4743 10.04 I Q I V 4+.0 1.6258 11.00 I Q I V 4 +10 1.7940 12.21 I QI V I 4 +20 1.9850 13.87 I IQ V I 4 +30 2.1977 15.44 I I Q V I 4 +40 2.4299 16:86 I I Q: V 4 +50 -2.6815 18.27, .I I Q I , V. 5+ 0 2.9524 19.63 I I Q I V. 5 +10 .3 .,2923 24.67 I I QI V I 5 +20 3.7234 3,1.30 I I I Q IV 5 +30 4.2758 40.11 1 I I' I Q V I 5 +40 4:5969 23.31 I I Q I I V I • 5 +50 4.6878 6.60 I Q I I I VI 6+ 0 4.7124 1.79 IQ I I I VI 6 +10 4.7196 0.52 Q I I I VI ----------------------------------------------------------------- 6 +20 4.7205 0.06 Q I I I - - V - - -- FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/31/05 --------------------------------------------------------------------- Tract 32,398 - Ave 60 Q Monroe - Flood Hydrograph Retention.Basins 8 and 10 - Connected 100yr - 24hr File 32398RB81024hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB81024hruh24100.rte * * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 146 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 10.445 (CFS) Total volume = 4.759 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 8.100 to Point /Station 8.170 * * ** RETENTION BASIN ROUTING * * ** •User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 146 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs.. Discharge data: Basin Depth Storage. Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.680 1.460 0.670 0.690 2.000 1.440 1.600 1.429 1.451 3.000 2.270 1.760 2.258 2.282 4.000 3.200 1.990 3.186 3.214 5.000 4.24.0 2.180 4.225 4.255 6.000 5.360 2.350 5.344 5.376 7.000 6.570 2.530 6.553 6.587 • • -------------------------------------------------------------------- Hydrograph Retention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.6 5.22 7.83 10.45 (Ft.) 0.167 0.31 0.00 0.002 0 I I I I 0.00 0.333 0.50 0.02 0.008 OI I I I 0.01 0.500 0.53 0.03 0.014 OI I I I 0.02 0.667 0.65 0.05 0.022 OI I I I I 0.03 0.833 0.73 0.07 0.031 0 I I I I I 0.04 1.000 0.74 0.09 0.040 0 I I I I I 0.06 1.167 0.67 0.10 0.048 0 I I I I 0.07 1.333 0.64 0.12 0.056 OI I I I I 0.08 1.500 0.63 0.13 0.062 OI I I I I 0.09 1.667 0.69 0.15 0.070 0 I I I I I 0.10 1.833 0.73 0.17 0.077 O I I I I I 0.11 2.000 0.74 0.18 0.085 0 I I I I 0.13 2.167 0.80 0.20 0.093 0 I I I I 0.14 2.333 0.84 0.22 0.101 0 I I I I 0.15 2.500 0.84 0.24 0.110 0 I I I I I 0.16 2.667 0.97 0.26 0.119 O I I I I I 0.17 2.833 1.04 0.28 0.129 0 I I I I I 0.19 3.000 1.05 0.30 0.139 0 I I I I I 0.21 3.167 1.05 0.32 0.150 0 I I I I 0.22 3.333 1.05 0.34 0.160 IO I I I I 0.23 3.500 1.05 0.36 0.169 IO I I I I I 0.25 3.667 1.11 0.38 0.179 IO I I I I I 0.26 3.833 1.15 0.41 0.189 IO I I I I I 0.28 4.000 1.16 0.43 0.199 IO I ( I I I 0:29 4.167 1.28 0.45' 0.210 IO I I 1 I I 0.31 4.333 1.36 0.48 0.222 IO I I I I I 0.33 4.500 1.37 0.50 0.234 IO I I I I 1 0.34 4.667 1.49 0.53 0.246 IO I I I I I 0.36 4.833 1.57 0.56 0.260 IO I I I I I 0.38 5.000 1.58 0.59 0.274 IO I I I I I 0.40 5.167 1.45 0.61 0.286 IO I I I 1 I 0.42 5.333 1.38 0.64 0.297 IO I I I I I 0.44 5.500 1.37 0.66 0.307 10 I I I I I 0.45 5.667 1.55 0.68 0.318 10 I I I I 0.47 5.833 1.67 0.71 0.331 10 I I I I I 0.49 6.000 1.68 0.74 0.344 10 I I I I 0.51 6.167 1.81 0.77 0.357 10 I I I I I 0.53 6.333 1.88 0.80 0.372 10 I I I I I 0.55 6.500 1.89 0.83 0.387 10 I I I I I 0.57 6..667 2.02 0.86 0.410:2 I 0 I ,I ( I I 0.59_ 6.833 2.09. 0..90 0.418 I'0 • I I I I 0.62 7.000 2.10 0.93 0.435 I.0 I I I I I 0:64, 7.167 2.17 0.97 .0. 451. I. 0. I I I I 0.66 7:333 2.20 1.00 0.:467 10 I I I I I 0.69'. 7.500 2.21 1.04 0.484 10 'I I I I I 0.71 7.667 1.31 1.06 0.494 I OI I I I I 0.73 7.833 8.000 0.79 0.75 1.06 1:05 0.493 0.489 I IO I I IO I I I I 0.73 I I I 0.72 8.167 1.38 1.05 0.490 I OI I I I 0.72 8.333 1.77 1.07 0.497 10 I I i I 0.73 8.500 1.86 •1.09 0.507 10 I I I I I 0.75 8.667 2.25 1.12 0.520 10 1 I I I I 0.76 Time (Hours) 8.833 9.000 9.167 9.333 9.500 9.667 9.833 10.000 10.167 10.333 10.500 10.667 10.833 11.000 11.167 11.333 11.500 11.667 11.833 12.000 12.167 12.333 12.500 12.667 12.833 '•13.000 13.167 13.333 13.500 13.667 13.833 14.000 14.167 14.333 14.500 14.667 14.-833 15.000 15.167 15.333 15.500 15.667 15.833 16.000 16.,167 16.333 16.50.0 16.667 16.833 17.000 17.167 17.333 17.500 17.667 17.833 18.000 18.167 18.333 Inflow Outflow (CFS) (CFS) 2.50 1.15 2.57 1.19 3.31 1.24 3.77 1.31 3.87 1.38 4.38 1.46 4.70 1.47 4.78 1.48 3.28 1.48 2.40 1.49 2.30 1.49 3.52 1.49 4.26 1.50 4.39 1.51 4.19 1.51 4.09 1.52 4.10 1.53 3.78 1.53 3.60 1.54 3.61 1.54 5.52 1.55 6.69 1.56 6.88 1.57 7.62 1.59 8.08 1.61 8.17 1.62 9.49 1.64 10.30 1.66 10.45 1.69 7.89 1.71 6.36 1.72 6.17 1.73 7.03 1.75 7.55 1.76 7.65 1.78 7.44 1.80 7.33 1.82 7.34 1.84 6.90 1.86 6.64 1.87 6.63 1.89 5.60 1.90 4.99 1..91 4.93 1.93 2.51 1.93 1.05 1.93 0.84 1.93 0.72 1.92 0.64 1.92 0.63 1.91 0.88 1.91 1.03 1.91 1.05 1.90 0.99 1.90 0.95 1.90 0.95 1.90 0.88 1.89 0.85 1.89 Storage 0 I (Ac.Ft) .0 2.6 5.22 0.537 0 II 0.556 I 0 Il 0.580 I 0 I 0.611 0 I 0.645 0 I 0.682 0 I 0.724 I 0 I I 0.769 0 I 0.804 0 I 0.823 I 0 II 0.835 0 II 0.855 0 I 0.887 0 I 0.926 0 I 0.965 0 I 1.001 0 I I 1.036 0 I 1.070 I 0 I 1.099 0 I 1.128 I 0 I 1.169 I 0 1.232 I 0 1.304 I 0 1.382 0 1.468 0 1.558 0 1.657 0 1.770 0 1.890 0 1.993 0 2.068 0 2.130 I 0 2.197 I 0 2.273 0 2.353 ( 0 2.433 0 2.510 0 2.585 I 0 2.658 I 0 2.726 I 0 2.791 0 2.84.9 I 0 2.896 0 2:938 0 2.9.62 I 0 II -2,.,:960 I 0 2.947 I I 0 2.931 I I 0 2.914 II O I' 2.896 JI 0 2.880 I 0 2.867 I 0 2.855 ( I 0 2.843 I 0 2.830 I I 0 2.817 I I 0 2.804 I I 0 2.790 I 0 7.83 I � I I I� I II I I i I I II I� II I I I I I I I I I Depth 10.45 (Ft.) 0.79 0.82 0.85 0.90 0.95 1.00 1.06 1.12 1.16 1.19 1.20 1.23 1.27 1.32 1.37 1.42 1.47 1.51 1.55 1.59 1.64 1.73 1.82 1.92 2.03 2.14 I 2.26 I 2.40 I 2.54 2.67 2.76 2.83 2.91 3.00 3.09 3.18 3.26 3.34 3.42 3.49 3.56 3.62 3.67 3.72 3:74 . 3.74 3.73 3.71 3.69 .3.67 3.66 3.64 3.63 3.62 3.60 3.59 3.57 3.56 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 2.6 5.22 7.83 10.45 (Ft.) 18.500 0.84 1.88 2.775 I I 0 I I I I 3.54 18.667 0.65 1.88 2.760 I I 0 I I ( I 3.53 18.833 0.54 1.88 2.742 II 0 I I I I 3.51 19.000 0.53 1.87 .2.723 II 0 I I I I 3.49 19.167 0.65 1.87 2.706 II 0 I I I I 3.47 19.333 0.73 1.86 2.690 I I 0 I I I I 3.45 19.500 0.74 1.86 2.674 I I 0 I I I I 3.43 19.667 0.61 1.86 2.658 II 0 I I I I 3.42 19.833 0.54 1.85 2.640 II 0 I I I I 3.40 20.000 0.53 1.85 2.622 II 0 I I I I 3.38 20.167 0.59 1.84 2.604 II 0 I I I I 3.36 20.333 0.63 1.84 2.587 II 0 I I I I 3.34 20.500 0.63 1.83 2.571 II 0 ( I I ( 3.32 20.667 0.57 1.83 2.554 II 0 I I I I 3.30 20.833 0.53 1.83 2.536 II 0 I I I I 3.29 21.000 0.53 1.82 2.518 II 0 I I I I 3.27 21.167 0.53 1.82 2.500 II 0 I I I I 3.25 21.333 0.53 1.81 2.483 II 0 I I I I 3.23 21.500 0.53 1.81 2.465 II 0 I I I I 3.21 21.667 0.53 1.80 2.447 II 0 I I I I 3.19 21.833 0.53 1.80 2.430 II 0 I I I I 3.17 22.000 0.53 1.80 2.412 II 0 I I I I 3.15 22.167 0.53 1.79 2.395 II 0 I I I I 3.13 22.333 0.53 1.79 2.377 II 0 I I I I 3.12 22.500 0.53 1.78 2.360 II 0 I I I I 3.10 22.667 0.46 1.78 2.342 II 0 I I I I 3.08 22.833 0.43 1.77 2.324 II 0 I I I I 3.06 23.000 0.42 1.77 2.305 (I 0 I I I I 3.04 23.167 0.42 1.76 2.287 II 0 I I I I 3.02 23.333 0.42 1.76 2.268 II 0 I I I I 3.00 23.500 0.42 1.76 2.250 II 0 I I I I 2.98 23.667 0.42 1.75 2.232 II 0 I I I I 2.95 23.833 0.42 1.75 2.213 II 0 I ( I I 2.93 24.000 0.42 1.75 2.195 II 0 I I I I 2.91 24.167 0.17 1.74 2.175 I 0 I I I I 2.89 24.333 0.02 1.74 2.152 I 0 I I I I 2.86 24.500 0.00 1.73 2.129 I 0 I I I I 2.83 24.667 0.00 1.73 2.105 I 0 I I I I 2.80 24.833 0.00 1.72 2.081 I 0 I I I I 2.77 25.000 0.00 1.72 2.057 I 0 I I I I 2.74 25.167 0.00 1.71 2.034 I 0 I I I I 2.72 25.333 0.00 1.71 2.010 I 0 I I I I 2.69 25.500 0.00 1.71 1.987 I. 0 I I. I I 2.66 25.667 0.00 1.70 1.9:63 I 0 I I I I 2.63 25.833 0.00 1.70 1:940 I 0 I I I I 2.60 - 26.000 0.00 1.69 1:.'916 I 0 I I I I 2;57;. 26.,167 0.00 1:69 1.893 I O I I I I 2.55. 26.333 0.00 1.68 1.870 I 0 I I I I 2:.5.2, 26.500 0.00 1.'68 1.847 I 0. I I I I .2.49 26.667 0.00 1.67 1'.8.24 I 0 I I I I 2.4'6. 26.833 0.00 1.67 1.801 I O I I I I 2:43 27.000 0.00 1.67 1:778 I 0 I I I I 2.41. •27.167 0.00 1.66 1.755 I 0 I I I I 2.38 27.333 0.00 1.66 1.732 I 0 I I I I 2.35 27.500 0.00 1.65 1.709 I 0 I I I I 2.32 27.667 0.00 1.65 1.686 I 0 I I I I 2.30 27.833 0.00 1.64 1.664 I .0 I I I I 2.27 28.000 0.00 1.64 1.641 I 0 I I I I 2.24 Time (Hours) 28.167 28.333 28.500 28.667 28.833 29.000 29.167 29.333 29.500 29.667 29.833 30.000 30.167 30.333 30.500 30.667 30.833 31.000 31.167 31.333 31.500 31.667 31.833 32.000 32.167 •32.333 32.500 32.667 32.833 33.000 33.167 33.333 33.500 33.667 33.833 34.000 34.167 34.333 34.500 34.667 34.833 35.000 35.167 35.333 35.500 35.667 35.8.33 36.000 36.167 36.333 36.500 36.667 '•36.833 37.000 37.167 37.333 37.500 37.667 Inflow Outflow (CFS) (CFS) 0.00 1.63 0.00 1.63 0.00 1.63 0.00 1.62 0.00 1.62 0.00 1.61 0.00 1.61 0.00 1.60 0.00 1.60 0.00 1.60 0.00 1.59 0.00 1.59 0.00 1.58 0.00 1.58 0.00 1.58 0.00 1.57 0.00 1.57 0.00 1.56 0.00 1.56 0.00 1.56 0.00 1.55 0.00 1.55 0.00 1.54 0.00 1.54 0.00 1.54 0.00 1.53 0.00 1.53 0.00 1.52 0.00 1.52 0-.00 1.52 0.00 1.51 0.00 1.51 0.00 1.51 0.00 1.50 0.00 1.50 0.00 1.49 0.00 1.49 0.00 1.49 0.00 1.48 0.00 1.48 0.00 1.48 0.00 1.47 0.00 1.47 0.00 1.46 0.00 1.46 0.00 ', 1.42 0.00 1:38 0.00 1..34 0.00 1.30 0.00 -1.26 0.00 1.;23 0.00 1.19 0.00 1.16 0.00 1.12 0.00 1.09 0.00 1.06 0.00 1.03 0.00 1.00 Storage (Ac.Ft) .0 1.619 I 0 1.596 I 0 1.574 I 0 1.551 I 0 1.529 I 0 1.507 I 0 1.485 I 0 1.462 I 0 1.440 I 0 1.418 I 0 1.396 I 0 1.375 I 0 1.353 I 0 1.331 I 0 1.309 I 0 1.287 I 0 1.266 I 0 1.244 I 0 1.223 I 0 1.201 I 0 1.180 I 0 1.159 I 0 1.137 I 0 1.116 I 0 1.095 I 0 1.074 I 0 1.053 I 0 1.032 I 0 1.011 I 0 0.990 I 0 0.969 I 0 0.948 I 0 0.927 I 0 0.907 I 0 0.886 I 0 0.865 I 0 0.845 I 0 0.824 I 0 0.804 I 0 0.783 I 0 0.763 I 0 0.743. I 0 0.722 I O 0.702 I 0 0.682. I 0 0.662 I 0 0.6.43 .I 0 0.624 I 0 0.606 I 0 0.588 I 0 0.571 I 0 0:555 I 0 0.538 I 0 0.523 I 0 0.508 I 0 0.493 I 0 0.478 I 0 0.464 I 0 2.6 5.22 7.83 Depth 10.45 (Ft.) 2.22 2.19 2.16 2.13 2.11 2.08 2.05 2.03 2.00 1.97 1.94 1.91 1.89 1.86 1.83 1.80 1.77 1.74 1.71 1.69 1.66 1.63 1.60 1.57 1.55 1.52 1.49 1.46 1.44 1.41 1.38 1.35 1.33 1.30 1.27 1.24 1.22 1.19 1.16 1.14 1.11 1.08 1.06 1.03 1.00 0.97 0.95 0.92 0.89 0.87 0.84 0.82 0.79 0.77 0.75 0.72 0.70 0.68 Time (Hours) 37.833 38.000 38.167 38.333 38.500 38.667 38.833 39.000 39.167 39.333 39.500 39.667 39.833 40.000 40.167 40.333 40.500 40.667 40.833 41.000 41.167 41.333 41.500 41.667 41.833 •42.000 42.167 42.333 42.500 42.667 42.833 43.000 43.167 43.333 43.500 43.667 43.833 44.000 44.167 44.333 44.500 44.667 44.833 45.000 45.167 45.333 45.500 45.667 45.833 46.000 .46.167 46.333 < .46.500 46.667 46.833 47.000 47.167 47.333 Inflow Outflow Storage Depth (CFS) (CFS) (Ac.Ft) .0 2.6 5.22 7.83 10.45 (Ft.) 0.00 0.97 0.451 10 I I I I 0.66 0.00 0.94 0.438 I 0 I I I I 0.64 0.'00 0.91 0.425 I 0 I I I I 0.62 0.00 0.89 0.413 I 0 I I I I 0.61 0.00 0.86 0.401 I 0 I I I I 0.59 0.00 0.83 0.389 I 0 I I I I 0.57 0.00 0.81 0.378 I 0 I I I I 0.56 0.00 0.79 0.367 I 0 I I I I 0.54 0.00 0.76 0.356 I 0 I I I I 0.52 0.00 0.74 0.346 I 0 I I I I 0.51 0.00 0.72 0.335 I 0 I I I I 0.49 0.00 0.70 0.326 I 0 I I I I 0.48 0.00 0.68 0.316 I 0 I I I I 0.46 0.00 0.66 0.307 I 0 I I I I 0.45 0.00 0.64 0.298 IO I I I I 0.44 0.00 0.62 0.289 IO I I I I 0.43 0.00 0.60 0.281 IO I I I I 0.41 0.00 0.59 0.273 IO I ( I I 0.40 0.00 0.57 0.265 IO I I' I I 0.39 0.00 0.55 0.257 IO I I I I 0.38 0.00 0.54 0.250 IO I I I I 0.37 0.00 0.52 0.242 IO I I I I 0.36 0.00 0.51 0.235 IO I I I I 0.35 0.00 0.49 0.228 IO I I I I 0.34 0.00 0.48 0.222 IO I I I I 0.33 0.00 0.46 0.215 IO I I I I 0.32 0.00 0.45 0.209 IO I I I I 0.31 0.00 0.44 0.203 IO I I I I 0.30 0.00 0.42 0.197 IO I I I I 0.29 0.00 0.41 0.191 IO I I I I 0.28 0.00 0.40 0.186 IO I I I I 0.27 0.00 0.39 0.180 IO I I I I 0.27 0.00 0.38 0.175 IO I I I I 0.26 0.00 0.36 0.170 IO I I I I 0.25 0.00 0.35 0.165 IO I I I I 0.24 0.00 0.34 0.160 IO I I I I 0.24 0.00 0.33 0.155 IO I I I I 0.23 0.00 0.32 0.151 0 I I I I 0.22 0.00 0.31 0.147 0 I I I I 0.22 0.00 0.31 0.142 0 I I I I 0.21 0.00 0.30 0.138 0 I I I I 0.20 0.00 0.29 0:134 0 I I I I 0.20 0.00 0.28 0.130 0 I I I I 0.19 0.00 0.27 0.126 0 I I I I 0.19 0.00 0.26 0.123 0 I ( I I 0.1.8 0.00 0.26 0 .,119 .,0-, I I I I 0.1-8- 0.00 0.25 0.116 0 I I I i 0.117 0.00 0.24 0.112. 0 I I I I 0..17, 0.00 0.23 0.10,9 O I I I L.• 0.16, 0.00 0.23 0.106 O I I I I 0.16 0.00 0.22. 0.103 'O I I I I 01 .15 0.00 0.21 0.100 0 I I I I 0.15 0.00 0.21 0.097 0 I I I I 0.14 0.00 0.20 0.094 0 I I I I 0.14. 0.00 0.20 0.091 0 I I I I 0.13 0.00 0.19 0.089 0 I I I I 0.13 0.00 0.18 0.086 0 I I I I 0.13 0.00 0.18 0.084 0 I I I I 0.12 Remaining water in basin = 0.05 (Ac.Ft) * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 304 :• Time interval = 10.0 (Min.) Maximum /Peak flow rate = 1.931 (CFS) Total volume = 4.713 (Ac.Ft) Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.6 5.22 7.83 10.45 (Ft.) 47.500 0.00 0.17 0.081 0 I I I 0.12 47.667 0.00 0.17 0.079 0 I I I 0.12 47.833 0.00 0.16 0.076 0 I I 0.11 48.000 0.00 0.16 0.074 0 I 0.11 48.167 0.00 0.15 0.072 O I 0.11 48.333 0.00 0.15 0.070 0 I I 0.10 48.500 0.00 0.15 0.068 O I I 0.10 48.667 0.00 0.14 0.066 0 I I 0.10 48.833 0.00 0.14 0.064 0 0.09 49.000 0.00 0.13 0.062 0 I I 0.09 49.167 0.00 0.13 0.060 O I I I I 0.09 49.333 0.00 0.13 0.059 0 I I I I 0.09 49.500 0.00 0.12 0.057 0 I 0.08 49.667 0.00 0.12 0.055 O I 0.08 . 49.833 0.00 0.12 0.054 0 I I I 0.08 50.000 0.00 0.11 0.052 O I 0.08 50.167 0.00 0.11 0.051 0 I 0.07 50.333 0.00 0.11 0.049 0 I I 0.07 50.500 0.00 0.10 0.048 0 0.07' 50.667 0.00 0.10 0.046 0 I I I I 0 07 Remaining water in basin = 0.05 (Ac.Ft) * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 304 :• Time interval = 10.0 (Min.) Maximum /Peak flow rate = 1.931 (CFS) Total volume = 4.713 (Ac.Ft) U n i t H y d r o g r a.p h A n a l y s i s • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/31/05 File: 32398RB81024hruh24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- Tract 32398.- Ave 60 @ Monroe - Unit Hydrograph Retention Basins 8.and:10 - Connected 100yr - 24hr,...With Commercial File 32398RB81024hruh. -------------------------------------------------------------------- Drainage Area = 27.80(Ac.) = 0.043 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.80(Ac.) =0.043 Sq. Mi. Length along longest watercourse = 1510.00(Ft.) Length along longest watercourse measured to centroid = 755.00(Ft.) Length along longest watercourse = 0.286 Mi. Length along longest watercourse measured to centroid = 0.143 Mi. Difference in elevation = 14.10(Ft.) Slope along watercourse = 49.3033 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.051 Hr. Lag time = 3.06 Min. 25% of lag time = 0.76 Min. 40% of lag time = 1.22 Min. Unit time = 10.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *2] 27.80 1.01 28.08 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2) Weighting [1 *2) 27.80 3.54 98.41 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.010(In) Area Averaged 100 -Year Rainfall = 3.540(In) Point rain (area averaged) = 3.540(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 17.900 56.00 0.560 8.800 56.0'0 0.900 1.100- :61:'00 0 000 Total Area.Entered _. 2:7:'80(Ac.). RI RI 'Infil.. Rate.Iinpervious Adj. Tnfil. Rate Area% F AMC2 AMC -3. (2n /Hr) (Dec.) (In /Hr) .(Dec.) (In /Hr) 56.0 74.8 0.305 0.560 0.151 0..644 0.098 56.0 74.8 0.3015. 0.900 0.058 0.317 0.018 61.0 78.8 0.258 0:000 0.258 0.040 0.010 • = Area averaged mean soil loss (F) (In /Hr) = 0.126 Sum (F) 0.126 Minimum soil loss rate ((In /Hr)) = 0.063 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.470 • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.167 327.162 59.306 16.616 2 0.333 654.325 35.684 9.998 3 0.500 981.487 5.010 1.404 Sum = 100.000 Sum= 28.017 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.17 0.17 0.035 0.223 0.017 0.02 2 0.33 0.17 0.035 0.221 0.017 0.02 3 0.50 0.17 0.035 0.220 0.017 0.02 4 0.67 0.23 0.050 0.218 0.023 0.03 5 0.83 0.23 0.050 0.216 0.023 0.03 6 .1.00 0.23 0.050 0.215 0.023 0.03 7 1.17 0.20 0.042 0.213 0.020 0.02 8 1.33 0.20 0.042 0.211 0.020 0.02 9 1.50 0.20 0.042 0.209 0.020 0.02 10 1.67 0.23 0.050 0.208 0.023 0.03 11 1.83 0.23 0.050 0.206 0.023 0.03 12 2.00 0.23 0.050 0.205 0.023 0.03 13 2.17 0.27 0.057 0.203 0.027 0.03 14 2.33 0.27 0.057 0.201 0.027 0.03 15 2.50 0.27 0.057 0.200 0.027 0.03 16 2.67 0.33 0.071 0.198 0.033 0.04 17 2.83 0.33 0.071 0.196 0.033 0.04 18 3.00 0.33 0.071 0.195 0.033 0.04 19 3.17 0.33 0.071 0.193 0.033 0.04 20 3.33 0.33 0.071 0.191 0.033 0.04 21 3.50 0.33 0.071 0.190 0.033 0.04 22 3.67 0.37 0.078 0.188 0.037 0.04 23 3.83 0.37 0.078 0.187 0.037 0.04 24 4.00 0.37 0.078 0.185 0.037 0.04 25 4.17 0.43 0.092 0.184 0.043 0.05 26 4.33 0.43 0.092 0.182 0.043 0.05 27 4.50 0.43 0.092 0.180 0.043 0.05 28 4.67 0.50 0.106 0:179 0.050 0.'06 29 4.83 0.50 0.106 0.177 0.050 0.06 30. 5.00 0.50 0.106 0.176 0:050 0.06 31 5.17 0:'43 0.092 0.174 0.043 0.05 32 5.33 0.43 0.092 0:..:173 .0.043 0.05 33 5..50. 0:43 0.,092 0:171 0:043 0.05 34 5.67 0.53 0.113 0- 170 0.053 0.06` 35 5.83 0.53 0.113 0.168 •0.053 0.06 36 6.00 0.53 0.113 0.167 0.053 0.06 37 6.17 0.60 0.127 0.165 0.060 0.07 • 38 6.33 0.60 0.127 0.164 0.060 0.07 39 6.50 0.60 0.127 0.162 0.060 0.07 40 6.67 0.67 0.142 0.161 0.067 0.08 41 6.83 0.67 0.142 0.160 0.067 0.08 42 7.00 0.67 0.142 0.158 0.067 0.08 • i Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 43 7.17 0.70 0.149 0.157 0.070 0.08 44 7.33 0.70 0.149 0.155 0.070 0.08 45 7.50 0.70 0.149 0.154 0.070 0.08 46 7.67 0.83 0.177 0.152 - -- 0.02 47 7.83 0.83 0.177 0.151 - -- 0.03 48 8.00 0.83 0.177 0.150 - -- 0.03 49 8.17 1.00 0.212 0.148 - -- 0.06 50 8.33 1.00 0.212 0.147 - -- 0.07 51 8.50 1.00 0.212 0.145' - -- 0.07 52 8.67 1.10 0.234 0.144 - -- 0.09 53 8.83 1.10 0.234 0.143 - -- 0.09 54 9.00 1.10 0.234 0.141 - -- 0.09 55 9.17 1.30 0.276 0.140 - -- 0.14 56 9.33 1.30 0.276 0.139 - -- 0.14 57 9.50 1.30 0.276 0.137 - -- 0.14 58 9.67 1.43 0.304 0.136 - -- 0.17 59 9.83 1.43 0.304 0.135 - -- 0.17 60 10.00 1.43 0.304 0.133 - -- 0.17 61 10.17 1.00 0.212 0.132 - -- 0.08 62 10.33 1.00 0.212 0.131 - -- 0.08 63 10.50 1.00 0.212 0.130 - -- 0.08 64 10.67 1.33 0.283 0.128 - -- 0.15 65 10.83 1.33 0.283 0.127 - -- 0.16 66 11.00 1.33 0.283 0.126 - -- 0.16 67 11.17 1.27 0.269 0.125 - -- 0.14 68 11.33 1.27 0.269 0.123 - -- 0.15 69 11.50 1.27 0.269 0.122 - -- 0.15 70 11.67 1.17 0.248 0.121 - -- 0.13 71 11.83 1.17 0.248 0.120 - -- 0.13 72 12.00 1.17 0.248 0.119 - -- 0.13 73 12.17 1.70 0.361 0.117 - -- 0.24 74 12.33 1.70 0.361 0.•116 - -- 0.24 75 12.50 1.70 0.361 0.115 - -- 0.25 76 12.67 1.90 0.404 0.114 - -- 0.29 77 12.83 1.90 0.404 0.113 - -- 0.29 78 13.00 1.90 0.404 0.112 - -- 0.29 79 13.17 2.27 0.481 0.111 - -- 0.37 80 13.33 2.27 0.481 0.109 - -- 0.37 81 13.50 2.27 0.481 0.108 - -- 0.37 82 13.67 1.53 0.326 0.107 - -- 0.22 83 13.83 1.53 0.326 0.106 - -- 0.22 84 14.00 1.53 0.326 0.105 - -- 0.22 85 14.17 1.77 0:375 0.104 - -- 0.27 86 14.33 1.77 0.375. 0.103 - -- 0.27 8.7 14.50 1.77 0.375 0.102 - -- 0.27 88 14.67 1.70 0.3.61 0.10.1 - -- 0.26 89 14.83 1:70 0.361 0.100 - -- 0..26 90 1.5.00 1.70 0.361 0.099 - -- 0.26 91 15.17 1.57 0.333. 0.098- - -- 0.24 92 15.33 1.57 0.333 0.09.7 - -- 0.24 93 15.50 1.57 0.333 0.096 - -- 0.24 94, 15.67 1.27 0.269 0.095 - -- 0.17 95 15.83 1.27 0.269 0.094 - -- 0.18 96 16.00 1.27 0.269 0.093 - -- 0.18 97. 16.17 0.27 0.057 0.092 0.027 0.03 98 16.33 0.27 0.057 0.091 0.027 0.03 99 16.50 0.27 0.057 0.090 0.027 0.03 100 16.67 0.20 0.042 0.089 0.020 0.02 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max Low (In /Hr) 101 16.83 0.20 0.042 0.088 0.020 0.02 102 17.00 0.20 0.042 0.087 0.020 0.02 103 17.17 0.33 0.071 0.086 0.033 0.04 104 17.33 0.33 0.071 0.086 0.033 0.04 105. 17.50 0.33 0.071 0.085 0.033 0.04 106 17.67 0.30 0.064 0.084 0.030 0.03 107 17.83 0.30 0.064 0.083 0.030 0.03 108 18.00 0.30 0.064 0.082 0.030 0.03 109 18.17 0.27 0.057 0.081 0.027 0.03 110 18.33 0.27 0.057 0.081 0.027 0.03 111 18.50 0.27 0.057 0.080 0.027 0.03 112 18.67 0.17 0.035 0.079 0.017. 0.02 113 18.83 0.17 0.035 0.078 0.017 0.02 114 19.00 0.17 0.035 0.078 0.017 0.02 115 19.17 0.23 0.050 0.077 0.023 0.03 116 19.33 0.23 0.050 0.076 0.023 0.03 117 19.50 0.23 0.050 0.075 0.023 0.03 118 19.67 0.17 0.035 0.075 0.017 0.02 119 19.83 0.17 0.035 0.074 0.017 0.02 120 20.00 0.17 0.035 0.073 0.017 0.02 121 20.17 0.20 0.042 0.073 0.020 0.02 122 20.33 0.20 0.042 0.072 0.020 0.02 123 20.50 0.20 0.042 0.071 0.020 0.02 124 20.67 0.17 0.035 0.071 0.017 0.02 125 20.83 0.17 0.035 0.070 0.017 0.02 126 21.00 0.17 0.035 0.070 0.017 0.02 127 21.17 0.17 0.035 0.069 0.017 0.02 128 21.33 0.17 0.035 0.069 0.017 0.02 129 21.50 0.17 0.035 0.068 0.017 0.02 130 21.67 0.17 0.035 0.068 0.017 0.02 131 21.83 0.17 0.035 0.067 0.017 0.02 132 22.00 0.17 0.035 0.067 0.017 0.02 133 22.17 0.17 0.035 0.066 0.017 0.02 134 22.33 0.17 0.035 0.066 0.017 0.'02 135 22.50 0.17 0.035 0.065 0.017 0.02 136 22.67 0.13 0.028 0.065 0.013 0.02 137 22.83 0.13 0.028 0.065 0.013 0.02 138 23.00 0.13 0.028 0.064 0.013 0.02 139 23.17 0.13 0.028 0.064 0.013 0.02 140 23.33 0.13 0.028 0.064 0.013 0.02 141 23.50 0.13 0.028 0.064 0.013 0.02 142 23.67 0.13 0.028 0.063 0.013 0.02 143 23.83 0.13 0.028 0.063 0.013 0.02 144 24.00 0.13 0.028 0.063 0.013 0.02 Sum = 100.0 Sum = 12.3 Flood volume = Effective rainfall 2.05!(In) times area 27.8(Ac.) /[(In) / (Ft .)].= 4.8_(Ac.Ft) ,Total soil loss,-- l..49 (In). Total',soil..loss = 3:442,(Ac.Ft) .Total rainfall = 3..54'(In). Flood volume = 2.07287.1 Cubic Feet Total soil loss = 14992.9.0 Cubid'Feet • -- ---------------------------------------=-------------------------- Peak -------------------------------------------------------------- flow rate of this hydrograph'= 10.445(CFS) - - - - -- ++++++++++++++++++++++++++++++++±++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+10 0.0043 0.31 Q 0 +20 0.0112 0.50 Q 0 +30 0.0184 0.53 VQ 0 +40 0.0274 0.65 VQ 0 +50 0.0374 0.73 VQ 1+ 0 0.0475 0.74 VQ 1 +10 0.0568 0.67 VQ 1 +20 0.0656 0.64 VQ 1 +30 0.0743 0.63 VQ 1 +40 0.0838 0.69 VQ 1 +50 0.0939 0.73 VQ 2+ 0 0.1040 0.74 VQ 2 +10 0.1150 0.80 VQ 2 +20 0.1265 0.84 IQ 2 +30 0.1381 0.84 IQ I I 2 +40 0.1514 0.97 IQ I I I 2 +50 0.1658 1.04 IVQ I I I 3+ 0 0.1803 1.05 IVQ I I I I 3 +10 0.1948 1.05 IVQ I I 3 +20 0.2092 1.05 IVQ I I 3 +30 0.2237 1.05 IVQ I I 3 +40 0.2391 1.11 I Q 3 +50 0.2549 1.15 I Q 4+ 0 0.2709 1.16 I Q 4 +10 0.2885 1.28 I Q 4 +20 0.3072 1.36 I Q 4 +30 0.3261 1.37 I Q 4 +40 0.3466 1.49 I Q 4 +50 0.3682 1.57 I Q 5+ 0 0.3899 1.58 I Q 5 +10 0.4099 1.45 I QV 5 +20 0.4289 1.38 I QV 5 +30 0.4478 1.37 I QV 5 +40 0.4692 1.55 Q I 5 +50 0.4921 1.67 I QV 6+ 0 0.5153 1.68 I QV 6 +10 0.5402 1.81 I QV 6 +20 0 ".5661 •1.88 I QV 6 +30 0:`_5922 1.89 I QV 6 +40 0:6,200, 2.02 I QV 6 +50 0.6488 2..09 I QV I I I 7+ 0 '0.:67;78 2.10 I QV 7 +10 0.7077 2.17 I QV 7 +20 0.7380 2.20 I. Q V 7 +30 0.7684 2.21 I Q V • 7 +40 0.7,864 1.31 I Q V 7 +50 0.7973 0.79 IQ V I I I 8+ 0 0.8077 0.75 IQ V I I I 8 +10 0.8266 1.38 I Q V I I I 8 +20 0.8510 1.77 1 Q V I I I • El Time(h +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 8 +30 0.8766 1.86 I Q V 8 +40 0.9076 2.25 I Q V 8 +50 0.9421 2.50 I Q V 9+ 0 0.9774 2.57 I Q V 9 +10 1.0231 3.31 I Q V 9 +20 1.0750 3.77 ( Q VI 9 +30 1.1284 3.87 I Q VI 9 +40 1.1887 4.38 I QVI 9 +50 1.2534 4.70 I QV 10+ 0 1.3192 4.78 I Q V 10 +10 1.3644 3.28 I Q IV 10 +20 1.3974 2.40 I Q IV 10 +30 1.4291 2.30 I Q I V 10 +40 1.4775 3.52 ( Q I V 10 +50 1.5362 4.26 I Q I V 11+ 0 1.5967 4.39 I Q I V 11 +10 1.6545 4.19 I Q I V 11 +20 1.7107 4.09 I Q I V 11 +30 1.7672 4.10 I Q I V 11 +40 1.8193 3.78 I Q I V 11 +50 1.8689 3.60 I Q I V 12+ 0 1.9186 3.61 I Q I V 12 +10 1.9946 5.52 I IQ V I I I 12 +20 2.0868 6.69 I I Q V I I 12 +30 2.1815 6.88 I I Q V I I 12 +40 2.2865 7.62 I I Q VI I 12 +50 2.3977 .8.08 I I Q V I 13+ 0 2.5102 8.17 I I Q V I 13 +10 2.6410 9.49 I I Q I V I 13 +20 2.7829 10.30 I I Q V I 13 +30 2.9268 10.45 I I Q V I 13 +40 3.0354 1.89 I I Q I V I 13 +50 3.1230 6.36 I I Q I V I 14+ 0 3.2080 6.17 I I Q I V I 14 +10 3.3048 7.03 I I Q I V I 14 +20 3.4088 7.55 I I Q I V I 14 +30 3.5142 7.65 I I Q I VI' 14 +40 3.6167 7.44 I I Q I V 14 +50 3.7177 7.33 I I Q I V 15+ 0 3.8188 7.34 I I Q I I V 15 +10 3.9138 6.90 I I Q I I V 15 +20 4.0053 6.64 I I Q I I V I 15 +30 4.0966 6:63 I I Q I I V 15 +40 4.1738 5.60 ( IQ I I V I 15 +50 4.2425 4.99 I QI I I V I .16+ .0 4:.3103 4.93 I Q1 I I V I 16 +10 _ 4. 3449 ',2..51 I Q I. I I V I 16 +20 4.3:593 1.05. 14 I I I V I 16 ±30. 4:370'9 0.84 I`Q I I I V 16 ±40 4.3808 0:72' IQ I I I V.. 16 +50 4.3896 .0:64. IQ I I I V I 17± 0 .4,.3983 0.63 IQ I I I V I 17 +10 4.4104 0.8:8 IQ I I I V I 17 +20 4.4246 1.03. I Q I I I V 17 +30 4.4391 1..05 I Q I I I V 17 +40 4.4527 0.99 IQ I I I V I 17 +50 4.4658 0.95 IQ I I I V I 18+ 0 4.4789 0.95 IQ I I I V I 18 +10 4.4911 0.88 IQ I I IV C7 f�• Time(h +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 18 +20 4.5027 0.85 IQ V I 18 +30 4.5143 0.84 IQ I V I 18 +40 .4.5233 0.65 IQ I I V I 18 +50 4.5308 0.54 IQ I V I 19+ 0 4.5380 0.53 IQ V I 19 +10 4.5470 0.65 IQ I V 19 +20 4.5570 0.73 IQ V 19 +30 4.5671 0.74 IQ V I 19 +40 4.5756 0.61 IQ I V I 19 +50 4.5829 0.54 IQ I I I V I 20+ 0 4.5902 0.53 IQ I I I V I 20 +10 4.5983 0.59 IQ I I I V I 20 +20 4.6069 0.63 IQ I I I V I 20 +30 4.6156 0.63 IQ I I I V I 20 +40 4.6234 0.57 IQ I I I V I 20 +50 4.6308 0.53 IQ I I I V I 21+ 0 4.6380 0.53 IQ I I I V I 21 +10 4.6452 0.53 IQ I I I VI 21 +20 4.6525 0.53 IQ I I I VI 21 +30 4.6597 0.53 IQ I I I VI 21 +40 4.6670 0.53 IQ I I I VI 21 +50 4.6742 0.53 IQ I I I VI 22+ 0 4.6815 0.53 IQ I I I VI 22 +10 4.6887 0.53 IQ I I I VI 22 +20 4.6959 0.53 IQ I I I VI 22 +30 4.7032 0.53 IQ I I I VI 22 +40 4.7096 0.46 Q I I I VI 22 +50 4.7154 0.43 Q I I I VI 23+ 0 4.7212 0.42 Q I I I VI 23 +10 4.7270 0.42 Q I I I VI 23 +20 4.7328 0.42 Q I I I VI 23 +30 4.7386 0.42 Q I I I VI 23 +40 4.7444 0.42 Q I I I VI 23 +50 4.7502 0.42 Q I I I VI 24+ 0 4.7560 0.42 Q I I I VI 24 +10 4,.758.4 0.17 Q I I I VI 24 +2.0 4 71587 0.02 Q I I I VI • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/31/05 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basin 9 - Flood Routing 100yr - ihr. File 32398RB91hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB91hr1100.rte ******** * * * * * * * * * * * * * * * * *. * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 16 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 16.171 (CFS) Total volume = 0.506 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 9.100 to Point /Station 9.500 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 16 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ----------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.202 0.450 0.200 0.204 2.000 0.448 0.540 0.446 0.450 3.000 0.754 0.690 0.752 0.756 • -------------------------------------------------------------------- • Hydrograph Detention Basin Routing -------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.0 8.09 12.13 16.17 (Ft.) 0.083 0.93 0.01 0.003 OI 0.02 0.167 2.15 0.03 0.014 0 I I I 0.07 0.250 2.65 0.07 0.030 0 I 0.15 0.333 2.92 0.11 0.048 0 I I I I I 0.24 0.417 3.20 0.15 0.069 0 I 0.34 0.500 3.57 0.20 0.091 O Il I I 0.45 0.583 4.08 0.26 0.115 0 I 1 I I 0.57 0.667 4.98 0.32 0.145 0 (I I 1 0.72 0.750 7.29 0.41 0.184 0 I I I 0.91 0.833 16.17 0.47 0.262 0 I I I I 1.24 0.917 15.34 0.51 0.367 10 I I I I 1.67 1.000 6.24 0.54 0.438 IO I I 1 I 1.96 1.083 2.80 0.55 0.465 IO I I 1 2.06 1.167 0.91 0.55 0.474 IO I 2.09 1.250 0.18 0.55 0.474 IO ( 2.09 1.333 0.04 0.55 0.471 IO I 2.08 1.417 0.00 0.55 0.468 IO 2.06 1.500 0.00 0.55 0.464 IO 2.05 1.583 0.00 0.55 0.460 IO I I 2.04 • 1.667 1.750 0.00 0.00 0.54 0.54 0.456 0.453 IO IO I 2.03 I 2.02 1.833 0.00 0.54 0.449 IO I I 2.00 1.917 0.00 0.54 0.445 IO I I I 1.99 2.000 0.00 0.54 0.442 IO I I 1.97 2.083 0.00 0.54 0.438 IO I I I 1.96 2.167 0.00 0.53 0.434 IO I I I 1.94 2.250 0.00 0.53 0.430 IO I I 1.93 2.333 0.00 0.53 0.427 IO ( I I I 1.91 2.417 0.00 0.53 0.423 IO I I I 1.90 2.500 0.00 0.53 0.419 IO I I I 1.88 2.583 0.00 0.53 0.416 IO I I I 1.87 2.667 0.00 0.53 0.412 IO I I 1.85 2.750 0.00 0.53 0.409 IO I I 1.84 2.833 0.00 0.52 0.405 IO I I I 1.83 2.917 0.00 0.52 0.401 IO I I 1.81 3.000 0.00 0.52 0.398 IO I 1.80 3.083 0.00 0.52 0.394 IO I I 1.78 3.167 0.00 0.52 0.391 IO I I 1.77 3.250 0.00 0.52 0.387 IO I I I 1.75 3.333 0.00 0.52 0.383 IO I I I 1.74 3.417 0.00 0.52 0.380 IO I I 1.72 3.500 0.00 0.51 0.376 IO I I I 1.71 3.583 0.00 0.51 0.373 IO I I I 1.69 3.667 0.00 0.51 0.369 IO I I I 1.68 3.750 0.00 0.51 0.366 IO I I 1.67 3.833 0.00 0.51 0.362 IO I I I 1.65 3.917 0.00 0.51 0.359 IO I I I I 1.64 • 4.000 0.00 0.51 0.355 IO I I 1.62 4.083 0.00 0.50 0.352 0 I I I I 1.61 4.167 0.00 0.50 0.348 0 I 1.59 4.250 0.00 0.50 0.345 0 I I 1.58 4.333 0.00 0.50 0.341 0 I I I 1.57 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.0 8.09 12.13 16.17 (Ft.) 4.417 0.00 0.50 0.338 0 I I I I 1.55 4.500 0.00 0.50 0.335 0 I I I I 1.54 4.583 0.00 0.50 0.331 0 I I I I 1.52 4.667 0.00 0.50 0.328 0 I I I I 1.51 4.750 0.00 0.49 0.324 0 I I I 1.50 4.833 0.00 0.49 0.321 0 I I I I 1.48 4.917 0.00 0.49 0.317 0 I I I I 1.47 5.000 0.00 0.49 0.314 0 ( I I 1.46 5.083 0.00 0.49 0.311 0 I I I I 1.44 5-.167 0.00 0.49 0.307 0 I I I 1.43 5.250 0.00 0.49 0.304 0 I I I I 1.41 5.333 0.00 0.49 0.301 0 I I I 1.40 5.417 0.00 0.48 0.297 0 I I I I 1.39 5.500 0.00 0.48 0.294 0 I I I I 1.37 5.583 0.00 0.48 0.291 0 I I I 1.36 5.667 0.00 0.48 0.287 0 I I I I 1.35 5.750 0.00 0.48 0.284 0 I I I I 1.33 5.833 0.00 0.48 0.281 0 I I ( I 1.32 5.917 0.00 0.48 0.277 0 I I I I 1.31 6.000 0.00 0.48 0.274 0 I I I I 1.29 6.083 0.00 0.48 0.271 0 I I I I 1.28 6.167 0.00 0.47 0.268 0 I I I I 1.27 6.250 0.00 0.47 0.264 0 I I I I 1.25 6.333 0.00 0.47 0.261 0 I I I 1.24 6.417 0.00 0.47 0.258 0 I I I I 1.23 • 6.500 0.00 0.47 0.255 0 I I I I 1.21 6.583 0.00 0.47 0.251 0 I I ( 1.20 6.667 0.00 0.47 0.248 0 I I I 1.19 6.750 0.00 0.47 0.245 0 I ( I 1.17 6.833 0.00 0.46 0.242 0 I I I 1.16 6.917 0.00 0.46 0.239 0 I I I 1.15 7.000 0.00 0.46 0.235 0 I I I I 1.14 7.083 0.00 0.46 0.232 0 I I I I 1.12 7.167 0.00 0.46 0.229 0 I I I I 1.11 7.250 0.00 0.46 0.226 0 I I I 1.10 7.333 0.00 0.46 0.223 0 I I I I 1.08 7.417 0.00 0.46 0.220. 0 I I I 1.07' 7.500 0.00 0.46 0.216 0 I I I I 1.06 7.583 0.00 0.45 0.213 0 I I I I 1.05 7.667 0.00 0.45 0.210 0 I I I I 1.03 7.750 0.00 0.45 0.207 0 I I I I 1.02 7.833 0.00 0.45 0.204 0 I ( I I 1.01 7.917 0.00 0.45 0.201 0 I I I 0.99 8.000 0.00 0.44 0.198 0 I I I I 0.98 . 8.083 0.00 0.43 0.,1.9.5 0 I I I I 0.96 8.167 0.00 0.43 0.192 0 I ( I I 0.95 8.250 0.00 0.42 0.189 0 I I I 0.93 8.333 0.00 0.41 0.186 0 I I I I 0.92 8.417 0.00 0.41 0.183 0 I I I 0.91 8.500 0.00 0.40 0.180 0 I I I I 0.89 8.583 0.00 0.40 0.178 0 I I I I 0.88 8.667 0.00 0.39 0.175 0 I I I I 0.87 •8.750 0.00 0.38 0.172 0 I I I I 0.85 8.833 0.00 0.38 0.170 0 I I I I 0.84 8.917 0.00 0.37 0.167 0 I I I I 0.83 9.000 0.00 0.37 0.165 0 I I I I 0.81 9.083 0.00 0.36 0.162 0 I I I I 0.80 9.167 0.00 0.36 0.160 0 0.79 • Time (Hours) Inflow (CPS) Outflow (CFS) Storage (Ac.Ft) .0 Depth 4.0 8.09 12.13 16.17 (Ft.) 9.250 0.00 0.35 0.157 0 0.78 9.333 0.00 0.34 0.155 0 0.77 9.417 0.00 0.34 0.152 0 0.75 9.500 0.00 0.33 0.150 0 0.74 9.583 0.00 0.33 0.148 0 I I I 0.73 9.667 0.00 0.32 0.146 0 I 0.72 9.750 0.00 0.32 0•.143 0 I 0.71 9.833 0.00 0.31 0.141 0 0.70 9.917 0.00 0.31 0.139 0 I 0.69 10.000 0.00 0.30 0.137 0 I I I 0.68 10.083 0.00 0.30 0.135 0 I 0.67 10.167 0.00 0.30 0.133 0 I I 0.66 10.250 0.00 0.29 0.131 0 I 0.65 10.333 0.00 0.29 0.129 0 I 0.64 10.417 0.00 0.28 0.127 0 0.63 10.500 0.00 0.28 0.125 0 I I I 0.62 10.583 0.00 0.27 0.123 0 I 0.61 10.667 0.00 0.27 0.121 0 I I 0.60 10.750 0.00 0.27 0.119 0 I I I 0.59 10.833 0.00 0.26 0.117 0 I I I 0.58 10.917 0.00 0.26 0.116 0 I 0.57 11.000 0.00 0.25 0.114 0 I 0.56 11.083 0.00 0.25 0.112 0 I 0.55 11.167 0.00 0.25 0.110 0 I 0.55 11.250 0.00 0.24 0.109 0 I 0.54 11.333 0.00 0.24 0.107 0 I 0.53 11.417 0.00 0.23 0.105 0 I 0.52 11.500 0.00 0.23 0.104 0 I I 0.51 11.583 0.00 0.23 0.102 0 I I I 0.51 11.667 0.00 0.22 0.101 0 I I I I 0.50 11.750 0.00 0.22 0.099 0 I I 0.49 11.833 0.00 0.22 0.098 O I 0.48 11.917 0.00 0.21 0.096 0 I I 0.48 12.000 0.00 0.21 0.095 O I I I 0.47 12.083 0.00 0.21 0.093 0 I I 0.46 12.167 0.00 0.20 0.092 0 I 0.45 12.250 0.00 0.20 0.090 0 I I 0.45 12.333 0.00 0.20 0.089 0 I I 0.44 12.417 0.00 0.20 0.088 0 I I 0.43 12.500 0.00 0.19 0.086 0 I 0.43 12.583 0.00 0.19 0.085 0 ( I I 0.42 12.667 0.00 0.19 0.084 0 0.41 12..750 0.00 0.18 0.082 0 0.41 12..833 0.00 0.18 0.081 0 I 0.40 12.917. 0.00 0.18 0.080 O I I 0.40 13.000 0.00 0.18 0.079 0 I I I 0.39 13.083 0.00 0.17. 0.078 O I 0.38 13.167 0.00 0.17 0.076 0 I 0.38 13.250 0.00 0.17 0.075 O I 0.37 13.333 0.00 0.17 •0.074 0 I I 0.37 13.417 0.00 0.16 0.073 0 I 0.36 13.500 0.00 0.16 0.072 O I 0.36 •13.583 0.00 0.16 0.071 0 I 0.35 13.667 0.00 0.16 0.070 0 I I 0.34 13.750 0.00 0.15 0.069 0 I I 0.34 13.833 0.00 0.15 0.068 0 I I 0.33 13.917 0.00 0.15 0.067 0 I 0.33 14.000 0.00 0.15 0.066 0 I I 0.32 • Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 4.0 8.09 12.13 16.17 (Ft.) 14.083 0.00 0.14 0.065 0 I I I I 0.32 14.167 0.00 0.14 0.064 0 I I I I 0.31 14.250 0.00 0.14 0.063 0 0.31 14.333 0.00 0.14 0.062 0 I 0.31 14.417 0.00 0.14 0.061 0 I I 0.30 14.500 0.00 0.13 0.060 0 I I I I 0.30 14.583 0.00 0.13 0.059 0 I I I I 0.29 14.667 0.00 0.13 0.058 0 I I I 0.29 14.750 0.00 0.13 0.057 0 0.28 14.833 0.00 0.13 0.056 0 I I I I 0.28 14.917 0.00 0.12 0.055 0 I I I 0.27 15.000 0.00 0.12 0.055 0 I I 0.27 15.083 0.00 0.12 0.054 0 I I 0.27 15.167 0.00 0.12 6.053 0 I I I 0.26 15.250 0.00 0.12 0.052 0 I I I 0.26 15.333 0.00 0.11 0.051 0 I I 0.25 15.417 0.00 0.11 0:050 0 I I 0.25 15.500 0.00 0.11 0.050 0 I I 0.25 15.583 0.00 0.11 0.049 0 I I I 0.24 15.667 0.00 0.11 0.048 0 I I I 0.24 15.750 0.00 0.11 0.047 0 ( 0.24 15.833 0.00 0.10 0:047 0 0:23 15.917 0.00 0.10 0.046 0 I 0.23 16.000 0.00 0.10 0.045 0 I I I 0.22 16.083 0.00 0.10 .0.045 0 I 0.22 • Remaining water in basin- 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 193 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.553 (CFS) Total volume = 0.462 (Ac.Ft) • • • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/31/05 File: 32398RB91hr1100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 Tract 32398 - Ave,60 Q Monroe Retention Basin 9 - Unit Hydrograph 100yr - lhr File 32398RB91hr Drainage Area = Drainage Area for De Length along longest Length along longest Length along longest Length along longest 3.60(Ac.) pth -Area Are watercourse watercourse watercourse watercourse 0.006 Sq. Mi. al Adjustment = 3.60(Ac.) = 0.006 Sq. Mi. = 1200.00(Ft.) measured to centroid = 600.00(Ft.) = 0.227 Mi. measured to c.entroid = 0.114 Mi. Difference in elevation = 7.80(Ft.) Slope along watercourse = 34.3200 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.75 Min. 25% of lag time = 0.69 Min. 40% of lag time = 1.10 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.60 0.39 1.40 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.60 1.85 6.66 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.39.0(In) Area Averaged 100 -Year Rainfall = 1.850(In) Point rain (area averaged) = 1.850(In) Areal adjustment factor = 100.00 Adjusted average point rain = 1.850(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 3.200 56.00 0.560 0.400 61.00. 0.000 Total Area Entered = 3.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area.% 'F AMC2 AMC -3 (In /Hr) (Dec ". %) (In /Hr) (Dec.) (In /Hr). 56.0 74.8 0.305 0.560 0.151 0.889 0.135 61.0 78.8 0.258 0.000 0.258 0.111 .0.029 Sum (F) = 0•.163 Area averaged mean soil loss (F) (In /Hr) = 0.163 Minimum soil loss rate ((In /Hr)) = 0.082 (for 24 hour storm duration) Soil low loss rate (decimal) = 0..472 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time W of lag Distribution Unit Hydrograph (hrs) Graph $ (CFS) --------------------------------------------------------------------- 1 0.083 181.838 40.080 1.454 2 0.167 363.677 44.654 1.620 3 0.250 545.515 9.574 0.347 4 0.333 727.354 3.904 0.142 5 0.417 909.192 1.789 0.065 Sum = 100.000 Sum= 3.628 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.799 0.163 - -- 0.64 2 0.17 4.20 0.932 0.163 - -- 0.77 3 0.25 4.40 0.977 0.163 - -- 0.81 4 0.33 4.60 1.021 0.163. - -- 0.86 5 0.42 5.00 1.110 0.163 - -- 0.95 6 0.50 5.60 1.243 0.163 - -- 1.08 7 0.58 6.40 1.421 0.163 - -- 1.26 8 0.67 8.10 1.798 0.163 - -- 1.63 9 0.75 13.10 2.908 0.163 - -- 2.74 10 0.83 34.50 7.659 0.163 - -- 7.50 11 0.92 6.70 1.487 0.163 - -- 1.32 12 1.00 3.80 0.844 0.163 0.68 Sum = 100.0 Sum = 20.2 Flood volume = Effective rainfall 1.69(In) times area 3.6(Ac.) /[(In) /(Ft.)) = 0.5(Ac.Ft) Total soil loss = 0.16(In) Total soil loss = 0.049(Ac.Ft) Total rainfall = 1.85(In): Flood volume = 22040.8 Cubic Feet Total -------------------------------------------------------------------- soil loss = 2134.2 Cubic Feet Peak -------------------------------------------------------------- flow rate of this hydrograph = 16.171(CFS) - - - - -- • +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ------------------------=---------------------------------------------- 0+ 5 0.0064 0.93 VQ 0 +10 0.0212 2.15 IV Q 0 +15 0.0394 2.65 I V Q 0 +20 0.0596 2.92 I VQ 0 +25 0.0816 3.20 Q 0 +30 0.1062 3.57 QV 0 +35 0.1343 4.08 Q V 0 +40 0.1686 4.98 I QI V I I 0 +45 0.2189 7.29 I I Q V I I 0 +50 0.3302 16.17 I I V I Q 0 +55 0.4359 15.34 I ( I Q V 1+ 0 0.4789 6.24 I I Q ( I V I 1+ 5 0.4982 2.80 I Q I I I VI 1 +10 0.5044 0.91 IQ I I I VI 1 +15 0.5057 0.18 Q I I I VI ----------------------------------------------------------------- 1 +20' 0:5060 0.04 Q I I I - - - - V -- • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/30/05 --------------------------------------------------------------- Tract 32398 - Ave 60 @ Monroe Retention Basin 9 - Flood Routing 100yr - 3hr File 32398RB93hrFld --------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB93hr3100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * ** * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 20 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 6.456 (CFS) Total volume = 0.552 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 .Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.100 to Point /Station 9.500 .• * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 20 Hydrograph time unit = 10.000 (Min.) Tnitial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.201 0.450 0.198 0.204 2.000 0.448 0.540 0.444 0.452 3.000 0.753 0.690 0.748 0.758 • • • -------------------------------------------------------------------- Hydrograph Detention Basin Routing -------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------- - - - - -- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.6 3.23 4.84 6.46 (Ft.) 0.167 0.45 0.01 0.003 0 I 0.333 0.70 0.02 0.011 0 I 0.500 0.95 0.05 0.022 0 I 0.667 1.07 0.08 0.035 0 I 0.833 1.08 0.11 0.048 O I 1.000 1.11 0.14 0.062 0 I 1.167 1.45 0.17 0.077 0 I 1.333 1.56 0.21 0.095 IO I 1.500 1.89 0.26 0.116 10 1.667 2.01 0.31 0.139 10 1.833 2.41 0.37 0.164 10 2.000 2.47 0.43 0.193 0 2.167 2.85 0.46 0.223 0 2.333 3.47 0.47 0.260 O 2.500 5.47 0.49 0.315 I O 2.667 6.46 0.52 0.390 0 2.833 3.30 0.54 0.450 I 0 3.000 1.09 0..55 0.473 0 I 3.167 0.26 0.55 0.475 IIO 3.333 0.02 0.55 0.469 I 0 3.500 0.00 0.55 0.462 I 0 3.667 0.00 0.54 0.454 I 0 3.833 0.00 0.54 0.447 I 0 4.000 0.00 0.54 0.439 I O 4.167 0.00 0.53 0.432 I O 4.333 0.00 0.53 0.424 I 0 4.500 0.00 0.53 0.417 I 0 4.667 0.00 0.53 0.410 I 0 4.833 0.00 0.52 0.403 I O 5.000 0.00 0.52 0.395 I 0 5.167 0.00 0.52 0.388 I 0 5.333 0.00 0.52 0.381 I 0 5.500 0.00 0.51 0.374 I 0 5.667 0.00 0.51 0.367 I 0 5.833 0.00 0.51 0.360 I O 6.000 0.00 0.51 0.353 I 0 6.167 0.00 0.50 0.346 I 0 6.333 0.00 0.50 0.339 I 0 6.500 0.00 0.50 0.332 I. O 6.667 0.00 0.50 0.325 'I 0 6.833 0.00 0.49 0.319 I 0 7.000 0.00 0.49 0.312 I 0 7.167 0.00 0..49 0.305 I 0 7.333 0.00 0.49 0.298 I 0 7.500 0.00 0.48 0.292 I 0 7.667 0.00 0.48 0.285 I 0 7.833 0.00 0.48 0.279 I 0 8.000 0.00 0.48 0.272 I 0 8.167 0.00 0.47 0.265 I O I I I I I �I I I 0.02 0.05 0.11 0.17 0.24 0.31 0.38 0.47 0.58 0.69 0.82 0.96 1.09 1.24 1.46 I 1.77 2.01 2.08. 2.09 2.07 2.04 2.02 1.99 1.96 1.93 1.90 1.88 1.85 1.82 1.79 1.76 1.73 1.70. 1.67 1.64 ; 1.62 1.59 1.56 1.53' 1.50 1.48 1.45 1.42 1.39 1:37 1.34 1.31 1.29 1.26 • Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.6 3.23 4.84 6.46 (Ft.) 8.333 0.00 0.47 0.259 I 0 I I I 1.23 8.500 0.00 0.47 0.252 I 0 I I 1.21 8.667 0.00 0.47 0.246 I 0 I I I I 1.18 8.833 0.00 0.46 0.240 I 0 I I I I 1.16 9.000 0.00 0.46 0.233 10 I I I I 1.13 9.167 0.00 0.46 0.227 I 0 I I I I 1.10 9.333 0.00 0.46 0.221 I 0 I I I 1.08 9.500 0.00 0.45 0.214 I 0 I I I I 1.05 9.667 0.00 0.45 0.208 I 0 I I I 1.03 9.833 0.00 0.45 0.202 I 0 I I I ( 1.00 10.000 0.00 0.44 0.196 I 0 I I I I 0.97 10.167 0.00 0.42 0.190 I 0 I I ( I 0.94 10.333 0.00 0.41 0.184 I 0 I ( I 0.92 10.500 0.00 0.40 0.178 IO I I I I 0.89 10.667 0.00 0.39 0.173 IO I I I I 0.86 10.833 0.00 0.38 0.168 IO I I I I 0.83 11.000 0.00 0.36 0.163 IO I I I I 0.81 11.167 0.00 0.35 0.158 IO I I I I 0.78 11.333 0.00 0.34 0.153 IO I I I I 0.76 11.500 0.00 0.33 0.148 IO I I ( I 0.74 11.667 0.00 0.32 0.144 1 I I I I 0.72 11.833 0.00 0.31 0.139 IO I I I I 0.69 12.000 0.00 0.30 0.135 IO I I I I 0.67 12.167 0.00 0.29 0.131 IO I I I I 0.65 • 12.333 0.00 0.28 0.127 IO I I I I 0.63 12.500 0.00 0.28 0.123 IO I I I I 0.61 12.667 0.00 0.27 0.119 IO I I I I 0.59 12.833 0.00 0.26 0.116 IO I I I I 0.58 13.000 0.00 0.25 0.112 IO I I I I 0.56 13.167 0.00 0.24 0.109 IO I I I I 0.54 13.333 0.00 0.24 0.106 IO I I I I 0.53 13.500 0.00 0.23 0.102 IO I I I I 0.51 13.667 0.00 0.22 0.099 IO I I I I 0.49 13.833 0.00 0.22 0.096 IO I I I 0.48 14.000 0.00 0.21 0.093 IO I I I 0.46 14..167 0.00 0.20 0.091 IO I I I 0.45 14.333 0.00 0.20 0.088 0 I. ( I I 0.44 14.500 0.00 0.19 0.085 0 I I I I 0.42 14.667 0.00 0.18 0.083 0 I ( I I 0.41 14.833 0.00 0.18 0.080 0 I I I I 0.40 15.000 0.00 0.17 0.078 0 I I I I 0.39 15.167 0.00 0.17 0.075 0 I I I I 0.37 15.333 0.00 0.16 0.073 0 I I I. I 0.36 15.500 0.00 0.16 0.071 0 I I I I 0.35 15.667 0.00 0.15 0.069 0 I I I I 0.34 15.833 0.00 0.15 0.067 O I I I I 0.33 16.000 0.00,. 0.14 0.064 0 I I I I 0.32 16.167 0.00 0.14 0.063 0 I I I I 0.31 16.333 0.00 0.14 0.061 0 I I I I 0.30 16.500 0.00 0.13 0.059 0 I I I I 0.29 16.667 0.00 0.13 0.057 0 I I 0,28 16.833 0.00 0.12 0.055 0 I I 0.27 17.000 0.00 0.12 0.054 0 I I I 0.27 17.167 0.00 0.12 0.052 0 I I I I 0.26 17.333• 0.00 0.11 0.050 0 I I I I 0.25 17.500 0.00 0.11 0.049 0 I I I I 0.24 17.667 0.00 0.11 0.047 0 I I I 0.24 • • Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.6 3.23 4.84 6.46 (Ft.) I 17.833 0.00 10.10 0.046 O 0.23 18.000 0.00 0.10 0.045 O I I 0.22 Remaining water in basin = 0.04 (Ac.Ft) i ***********************.***** HYDROGRAPHDATA * * * * * * * * * * * * * * * * * * * * * * * *' ** Number of intervals = 108 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 0.553 (CFS) Total volume = 0.508 (Ac.Ft) -------------------------------------------------------------------- I i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/30/05 File: 32398RB93hr3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------------- Tract 32398 - Ave 60 Q Monroe Retention Basin 9 - AMC3 100yr - 3hr Design Storm File 32398RB93hr -------------------------------------------------------------- - - - - -- Drainage Area = 3.60(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 3.60(Ac.)= 0.006 Sq. Mi. Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 7.80(Ft.) Slope along watercourse = 34.3200 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.75 Min. 25% of lag time = 0.69 Min. 40% of lag time = 1.10 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] Weighting[1 *2] 3.60 0.58 2.09 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) (2] Weighting [1 *2] 3.60 2.33 8.39 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.580(In) Area Averaged 100 -Year Rainfall = 2.330(In) Point rain (area averaged) = 2.330(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.330(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 3.200 56.00 0.560 0.400 61.00 0.000 Total Area Entered = 3.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr)' 56.0 74.8 0.305 0.560 0.151 0.889 0.135 61.0 78.8 0.258 0:.000 0.258 0.111 0.029 Sum (F) = 0.163 Area averaged mean soil loss (F) (In /Hr) = 0.163 Minimum soil loss rate ((In /Hr)•) = 0.082 (for 24 hour storm duration) • Soil low loss rate (decimal) = 0.472 • U n i t H y d r o g r -a p h VALLEY S- Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 363.677 62.407 2.264 2 0.333 727.354 33.853 1.228 3 0.500 1091.031 3.740 0.136 Sum = 100.000 Sum= 3.628 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.). Percent (In /Hr) Max Low (In /Hr) 1 0.17 2.60 0.363 0.163 - -- 0.20 2 0.33 2.60 0.363 0.163 - -- 0.20 3 0.50 3.30 0.461 0.163 - -- 0.30 4 0.67 3.30 0.461 0.163 - -- 0.30 5 0.83 3.30 0.461 0.163 - -- 0.30 6 1.00 3.40 0.475 0.163 - -- 0.31 7 1.17 4.40 0.615 0.163 - -- 0.45 8 1.33 4.20 0.587 0.163 - -- 0.42 9 1.50 5.30 0.741 0.163 - -- 0.58 10 1.67 5.10 0.713 0.163 - -- 0.55 11 1.83 6.40 0.895 0.163 - -- 0.73- 12 2.00 5.90 0.825 0.163 - -- 0.66 13 2.17 7.30 1.021 0.163 - -- 0.86 14 2.33 8.50 1.188 0.163 1.02 15 2.50 14.10 1.971 0.163 - -- 1:81 16 2.67 14.10 1.971 0.163 - -- 1.81 17 2.83 3.80 0.531 0.163 - -- 0.37 18 3.00 2.40 0.336 0.163 - -- 0.17 Sum = 100.0 Sum = 11.0 Flood volume = Effective rainfall 1.84(In) times area 3.6(Ac.) /[(In) /(Ft.)] = 0..6(Ac.Ft) Total soil loss = 0.49(In) Total soil loss = 0.147(Ac.Ft) Total rainfall = 2.33(In) Flood volume = .240,45.4'Cubic Feet Total soil loss = 6402:6 Cubic Feet Peak flow rate of this hydrograph = 6.456(CFS) .++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - 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 10 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+10 0.0062 0.45 VQ 0 +20 0.0159 0.70 VQ 0 +30 0.0289 0.95 VQ 0 +40 0.0437 1.07 I VQ 0 +50 0.0586 1.08 Q 1+ 0 0.0739 1.11 I QV 1 +10 0.0938 1.45 QV 1 +20 0.1153 1.56 Q V 1 +30 0.1413 1.89 Q V 1 +40 0.1691 2.01 Q I V 1 +50 0.2023 2.41 I QI V I 2+ 0 0.2363 2.47 I QI V I I I 2 +10 0.2756 2.85 I IQ VI I I 2 +20 0.3233 3.47 I I Q I V I I 2 +30 0.3987 5.47 I I IQ V I I .2 ±40 0.4876 6.46 I I I Q I V 1 2 +50 0.5331 3.30 I I Q I I V I 3+ 0 0.5481 1.09 I Q I I I VI 3 +10 0.5517 0.26 IQ I I I VI 1'•,- - 3 +20 ------- ------------- 0.5520 ---- - 0.02-- - - - -- Q---------- - - - - -- ---- I -- - - - - -- i- - - - - -- VI 0 • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/30/05 --------------------------------------------------------------- Tract 32398 Retention Basin 9 - Flood Routing 100yr - 6hr 32398RB96hrFld --------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB6hr6100.rte Number of intervals = 38 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 5.111 (CFS) Total volume 0.546 (Ac.Ft) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station .9.100 to Point /Station 9.500 * * ** RETENTION BASIN ROUTING * * ** • User entry of -----------------------------------------7-------------------------- depth - outflow- storage data Total number of inflow hydrograph intervals = 38 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (AC.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.2,01 0.450 0.198 0.204 2.000 0.448 0.540 0.444 0.452 3.000 0:753 0.690 0.748 0.758 • Hydrograph Detention Basin Routing ------------------------------------------------ Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.3 2.56 3.83 5.11 (Ft.) 0.167 0.05 0.00 0.000 O I I I 0.00 0.333 0.11 0.00 .0.001 O I I I 0.01 0.500 0.17 0.01 0.003 OI I I I ( 0.02 0.667 0.23 0.01 0.006 OI I 0.03 0.833 0.25 0.02 0.009 OI I I 0.04 1.000 0.29 0.03 0.012 OI I I I 0.06 1.167 0.35 0.04 0.016 0 I I I I 0.08 1.333 0.37 0.05 0.021 O I I I 0.10 1.500 0.38 0.06 0.025 0 I I I I 0.13 1.667 0.38 0.07 0.030 O I I I 0.15 1.833 0.38 0.08 0.034 0 I I I I 0.17 2.000 0.41 0.09 0.038 O I I I 0.19 2.167 0.43 0.10 0.043 0 I I 0.21 2.333 0.47 0.11 0.048 O I I 0.24 2.500 0.49 0.12 0.053 0 I 0.26 2.667 0.50 0.13 0.058 0 I I 0.29 2.833 0.57 0.14 0.063 0 I I 0.31 3.000 0.61 0.16 0.069 0 I I 0.35 3.167 0.66 0.17 0.076 IO I I I 0.38 3.333 0.71 0.19 0.083 IO I I I I 0.41 3.500 0.85 0.20 0.091 IO I 1 I 0.45 3.667 1.03 0.23 0.101 IO I 1 0.50 3.833 1.17 0.25 0.113 IO I1 I I 0.56 4.000 1.29 0.28 0.126 10 I I ( I 0.63 4.167 1.45 0.32 0.141 10 1I I 0.70 4.333 1.67 0.35 0.158 0 I I I I 0.79 4.500 1.87 0.40 0..177 10 I I I 0.88 4.667 2.06 0.44 0.198 10 I I I 0.99 4.833 2.24 0.46 0.222 I 0 I 1.08 5.000 2.42 0.47 0.247 I 0 I II 1.19 5.167 3.09 0.48 0.279 10 I I I 1.32 5.333 3.96 0.49 0.321 0 I 1.48 5.500 5.11 0.51 0.376 0 I 1.71 5.667 2.76 0.53 0.423 0 II I I 1.90 5.833 0.63 0.54 0.439 O 1.96 6.000 0.17 0.54 0.437 II 0 I I 1.96 6.167 0.06 0.53 0.432 I 0 I I 1.93 6.333 0.01 0.53 0.425 I 0 I I I 1.91 6.500 0.00 0.53 0.417 I .0 I I I I 1,88 6.667 0.00 0.53 0.410 I O I I 1.85 6.833 0.00 0.52 0.403 I 0 7.000 0.00 0.52 0.396 I '0 1.19 7.167 0.00 0.52 0.388 I 0 1..76 7.333 0.00 0.52 0.381 I 0 1.73 7.500 0.00 0.51 0.374 I O I 1.70 7.667 0.00 0.51 0.367 I 0 I 1.67 • 7.833 0.00 0.51 0.360 I 0 I 1.64 8.000 0.00 0.51 0.353 I 0 I 1.62' 8.167 0.00 0.50 0.346 I 0 I I I 1.59 8.333 0.00 0.50 0.339 I O I I I I 1.56 8.500 0.00 0.50 0.333 I 0 I I 1.53 • Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.3 2.56 3.83 5.11 (Ft.) 8.667 0.00 0.50 0.326 I 0 I I I I 1.50 8.833 0.00 0.49 0.319 I 0 I I I I 1.48 9.000 0.00 0.49 0.312 I 0 I I I I 1.45 9.167 0.00 0.49 0.305 I 0 I I I I 1.42 9.333 0.00 0.49 0.299 I 0 I I I I 1.40 9.500 0.00 0.48 0.292 I 0 I I I I 1.37 9.667 0.00 0.48 0.285 I 0 I I I I 1.34 9.833 0.00 0.48 0.279 I 0 I I I I 1.31 10.000 0.00 0.48 0.272 I 0 I I I I 1.29 10.167 0.00 0.47 0.266 I 0 I I I I 1.26 10.333 0.00 0.47 0.259 I 0 I I I I 1.24 10.500 0.00 0.47 0.253 I 0 I I I I 1.21 10.667 0.00 0.47 0.246 I 0 I I I I 1.18 10.833 0.00 0.46 0.240 I 0 I I I I 1.16 11.000 0.00 0.46 0.233 I 0 I I I I 1.13 11.167 0.00 0.46 0.227 I 0 I I I I 1.11 11.333 0.00 0.46 0.221 I 0 I I I I 1.08 11.500 0.00 0.45 0.214 I 0 I I I I 1.05 11.667 0.00 0.45 0.208 I 0 I I I I 1.03 11.833 0.00 0.45 0.202 I 0 I I I I 1.00 12.000 0.00 0.44 0.196 I 0 I I I I 0.97 12.167 0.00 0.43 0.190 I 0 I I I I 0.94 12.333 0.00 0.41 0.184 I 0 I I I I 0.92 12.500 0.00 0.40 0.179 I 0 I I I I 0.89 12.667 0.00 0.39 0.173 I 0 I I I I 0.86 12.833 0.00 0.38 0.168 I 0 I I I I 0.84 13.000 0.00 0.36 0.163 I 0 I I I I 0.81 13.167 0.00 0.35 0.158 I 0 I I I I 0.79 13.333 0.00 0.34 0.153 I 0 I I I I 0.76 13.500 0.00 0.33 0.148 I 0 I I I I 0.74 13.667 0.00 0.32 0.144 I 0 I I I I 0.72 13.833 0.00 0.31 0.140 IO I I I I 0.69 14.000 0.00 0.30 0.135 IO I I I I 0.67 14.167 0.00 0.29 0.131 IO I I I I 0.65 14..333 0.00 0.28 0.127 IO I I I I 0.63 14.500 0.00 0.28 0.123 IO I I I I 0.61 14.667 0.00 0.27 0.120 IO I I I I 0.59 14.833 0.00 0.26 0.116 IO I I I I 0.58 15.000 0.00 0.25 0.112 IO I I I I 0.56 15.167 0.00 0.24 0.109 IO I I I I 0.54 15. .333 0.00 0.24 0.106 IO I I I I 0.53 15:500 0.00 0.23 0.102 IO I I I I 0.51 15.667 0.00 0.22 0.099 IO I I I I 0.49' 15.833 0.00 0.22 0.096 10 I ( I I 0.48' 16.000 0.00 0.21 0.093 IO I I I I 0.4.6.=. 1.6.16.7 0.00 0.20 0.091 IO I I I I 0.45p' 16.333 0.00 0.20 0.088 IO I I I I 0.44 16.500 0.00 0.19 0.085 IO I I I I 0.42 16.667 0.00 0.18 0.083 IO I I I I 0.41' 16.833 0.00 0.18 0.080 IO I I I I 0.40 17.000 17.167 0.00 0.00 0.17 0.17 0.078 0.075 IO IO I I I I 0.39 I I I I 0.37 17.333 0.00 0.16 0.073 IO I I I I 0.36 17.500 0.00 0.16 0.071 0 I I I I 0.35 17.667 0.00 0.15 0.069 0 I I I I 0.34 Time Inflow Outflow Storage I (Hours) (CFS) (CFS) (Ac.Ft) .0 Depth 1.3 2.56 3.83 5.11 (Ft.) 17.833 0.00 0.15 0.067 0 I 0.33 18.000 0.00 0.14 0.065 0 I 0.32 18.167 0.00 0.14 0.063 0 I I I 0.31 18.333 0.00 0.14 0.061 0 I I 0.30 18.500 0.00 0.13 0.059 0 I I I 0,29 18.667 0.00 0.13 0.057 0 I I 0,28 18.833 0.00 0.12 0.055 0 I I 0.28 19.000 0.00 0.12 0.054 0 I I I 0.27 19.167 0.00 0.12 0.052 0 0.26 19.333 0.00 0.11 0.050 0 I I 0.25 19.500 0.00 0.11 0.049 0 0.24 19.667 0.00 0.11 0.047 0 I I 0.24 19.833 0.00 0.10 0.046 0 I 0.23 20.000 0.00 0.10 0.045 O I I I 0.22 xemaining water in nasin = 0.04 (Ac.Ft) ****** * * * ** * ** * * ** * * * * * * ** *HYDROGRAPH DATA * * ** * * * * ** ** * * ** * * * * * ** * * * ** Number of intervals = 120 Time,interval = 10.0 (Min.) Maximum /Peak flow rate = 0.537 (CFS) Total volume = 0.502 (Ac.Ft) **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------- - - - - -- • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/30/05 File: 32398RB93hr6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 --------------------------------------------------------------- Tract 32398 - Ave 60 @ Monroe Retention Basin 9 - AMC3 100yr - 6hr Unit Hydrograph File 32398RB96hr + --------------------------------------------------------------- Drainage Area = 3.60(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 3.60(Ac.) =0.006 Sq. Mi. Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 7.80(Ft.) Slope along watercourse = 34.3200 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.75 Min. ' • 25% of lag time = 0.69 Min. 40% of lag time = 1.10 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) + 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 3.60 0.77 2.77 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] + 3.60 2.78 10.01 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.770(In) Area Averaged 100 -Year Rainfall = 2.780(In) Point rain (area averaged) = 2.780.(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.780(In) ' Sub -Area Data: Area(Ac.) Runoff Index Impervious 3.200 56.00 0.560 f 0.400 61.0.0 0.000 Total Area Entered = 3.60(Ac.) RI RI Infil. Rate Impervious Adj, Infil. Rate Area% F AMC2 AMC =3 (In /Hr) (Dec. %). (In /Hr) (Dec..) (Im /Hr) 56.0 74.8 0.305 0.560 0.151 0.889 0.135 61.0 78.8 0.258 .0.-.000 0.258 0.111 0.029 Sum (F) = 0.163 Area averaged mean soil loss (F) (In /Hr) = 0.163 • Minimum soil loss rate ((In /Hr)) = 0.082 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.472 --------------------------------------------------------------- - - - - -- • U n i t H y d r o g r a p h VALLEY S -Curve - - - -- - -- - - - - -- Unit --------------------------------------- Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --'------------------------------------------------------------------- 1 0.167 363.677 62.407 2.264 2 0.333 727.354 33.853 1.228 3 0.500 1091.031 3.740 0.136 Sum = 100.000 Sum= 3.628 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.17 1.10 0.183 0.163 - -- 0.02 2 0.33 1.20 0.200 0.163 - -- 0.04 3 0.50 1.30 0.217 0.163 - -- 0.05 4 0.67 1.40 0.234 0.163 - -- 0.07 5 0.83 1.40 0.234 0.163 - -- 0.07 6 1.00 1.50 0.250 0.163 - -- 0.09 7 1.17 1.60 0.267 0.163 - -- 0.10 8 1.33 1.60 0.267 0.163 - -- 0.10 9 1.50 1.60 0.267 0.163 - -- 0.10 10 1.67 1.60 0.267 0.163 - -- 0.10 ll 1.83 1.60 0.267 0.163 - -- 0.10 12 2.00 1.70 0.284 0.163 - -- 0.12 13 2.17 1.70 0.284 0.163 - -- 0.12 14 2.33 1.80 0.300 0.163 - -- 0.14 15 2.50 1.80 0.300 0.163 - -- 0.14 16 2.67 1.80 0.300 0.163 - -- 0.14 17 2.83 2.00 0.334 0.163 - -- 0.17 18 3.00 2.00 0.334 0.163 - -- 0.17 19 3.17 2.10 0.350 0.163 - -- 0.19 20 3.33 2.20 0.367 .0.163 - -- 0.20 21 3.50 2.50 0.417 0.163 - -- 0.25 22 3.67 2.80 0.467 0.163 - -- 0.30 23 3.83 3.00 0.500 0.163 - -- 0.34 24 4.00 3.20 0.534 0.163 - -- 0.37 25 4.17 3:50 0.584 0.163 - -- 0.42 26 4.33 3.90 0.651 0.163 - -- 0.49 27 4.50 4.20 0.701 0.163 - -- 0.54 28 4.67 4.50 0.751 0.163 - -- 0.59 '29 4.83 4.80 0.801 0.163 - -- 0.64 30 5.00 5.10 0.851 0.163 - -- 0.69 31 5.17 6.70 1.118 0.163 - -- 0.95 32 .5.33 8.10 1.351 0:163 - -- 1.19 33 5:50 10.30 1.718 0.163 - -- 1.55 34,. 5. 67 2.80 0.467 0.163 - -- 0.30 35 5.83 1..10 0.183 0.163 - -- 0.02 36 6.00 0.50 0.083 0.163 0.039 .0.04 Sum 100.0 Sum = 10:9• Flood volume = Effective rainfall 1.82(In) times area 3.6(Ac.) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.96(In) Total soil loss = 0.288(Ac.Ft) Total rainfall = 2.78(In) Flood volume = 23793.4 Cubic Feet Total soil loss = 12535.2 Cubic Feet -------------------------------------------------------------------- Peak -=------------------------------------------------------------------ flow rate of this hydrograph = 5.111(CFS) ++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - 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 10 Minute intervals ((CFS)) -------------------=------------------------------------------------ Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+10 0.0006 0.05 Q 0 +20 0.0021 0.11 Q 0 +30 0.0045 0.17 Q 0 +40 0.0076 0.23 Q 0 +50 0.0111 0.25 VQ 1+ 0 0.0151 0.29 Q 1 +10 0.0200 0.35 IQ I 1 +20 1 +30 0.0251 0.0303 0.37 0.38 IQV I I I 1 +40 0.0355 0.38 IQV I I I 1 +50 0.0406 0.38 -IQV I I I 2+ 0 0.0463 0.41 IQ V I I I 2 +10 0.0523 0.43 Q V 2 +20 0.0589 0.47 IQ V I I 2 +30 0.0657 0.49 IQ V I 2 +40 0.0725 0.50 IQ V I 2 +50 0.0804 0.57 I Q V I 3+ 0 0.0889 0.61 I Q V I 3 +10 0.0979 0.66 I Q V I 3 +20 0.1077 0.71 Q V 3 +30 0.1194 0.85 I Q V I 3 +40 0.1336 1.03 I Q VI I I 3 +50 0.1497 1.17 I Q V I I 4+ 0 0.1676 1.29 ( Q I V I I 4 +10 0.1876 1.45 I Q I V I I 4. +20 0.2106 1.67 I Q I V I I 4 +30 0.2364 1.87 I Q I V I I 4 +40 0.2647 2.06 VI I 4 +50 0.2955 2.24 i Q i V 5+ 0 0.3289 2.42 I QI I V I 5 +10 0.3715 3.09 I I Q I V I 5 +20 0.4260 3.96 I I Q. I IV 5 +30 0.4964 5.11 I I Q I V 5 +40 0.5344 2.76 I IQ I I VI • 5 +50 6+ 0 0.5431 0.5454 0.63 I Q I I I 0.17 Q VI 6 +10 0.5461 0.06 Q I I I VI 6 +20 0.54621 0.01 Q I I I - - - V - -- --------. - -------------------------------------------------=------ • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 07/30/05 --------------------------------------------------------------------- Tract 32398 Ave 60 Q Monroe Retention Basin 9 - Flood Routing 100yr - 24hr File 32398RB924hrFld -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32398RB924hr24100.rte ******* * * * * ** ** * * * * * * * * * * * * *HYDROGRAPH DATA * *** * * * * * * **** * * * * *** * ** * * ** Number of intervals = 146 Time interval = 10.0 (Min.) Maximum /Peak flow rate = 1.236 (CFS) Total volume 0.542 (Ac.Ft) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.100 to Point /Station 9.500 * * ** RETENTION BASIN ROUTING * * ** User entry of depth - outflow- storage data Total number of inflow hydrograph intervals = 146 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.201 0.450 0.198 0.204 2.000 0.448 0.540 0.444 0.452 3.000 0.753 0.690 0.748 0.758 is -------------------------------------------------------------------- •Hydrograph Retention Basin Routing -------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.3 0.62 0.93 1.24 (Ft.) 0.167 0.04 0.00 0.000 OI I I I 0.00 0.333 0.07 0.00 0:001 OI I I I I 0.01 0.500 0.07 0.00 0.002 OI I I I I 0.01 0.667 0.08 0.01 0.003 0 I I I I I 0.01 •0.833 0.09 0.01 0.004 0 I I I I I 0.02 1.000 0.09 0.01 0.005 0 I I I I I 0.03 1.167 0.09 0.01 0.006 0 I I I I I 0.03 1.333 0.08 0.02 0.007 0 I I I I 0.04 1.500 0.08 0.02 0.008 0 I I I I I 0.04 1.667 0.09 0.02 0.009 0 I I I I I 0.04 1.833 0.09 0.02 0.010 0 I I I I I 0.05 2.000 0.09 0.02 0.011 0 I I I I 0.05 2.167 0.10 0.03 0.012 0 2 I I I I 0.06 2.333 0.11 0.03 0.013 0 I I I 0.06 2.500 0.11 0.03 0.014 0 I I I I I 0.07 2.667 0.13 0.03 0.015 0 I I I I I 0.08 2.833 0.13 0.04 0.017 0 I I I I I 0.08 3.000 0.14 0.04 0.018 10 I I I I I 0.09 3.167 0.14 0.04 0.019 IO I I I I I 0.10 3.333 0.14 0.05 0.020 IO I. I I I 0.10 3.500 0.14 0.05 0.022 IO I I I I I 0.11 3.667 0.14 0.05 0.023 IO I I I I I 0.11 3.833 0.15 0.05 0.024 IO I I I I 0.12 4.000 0.15 0.06 0.025 IO I I I I 0.13 4.167 0.17 0.06 0.027 IO I I I I I 0.13 4.333 0.18 0.06 0.028 IO I I I I I 0.14 4.500 0.18 0.07 0.030 IO I I I I I 0.15• 4.667 -0.19 0.07 0.031 IO I I I I I 0.16 4.833 0.20 0.07 0.033 IO I I I I I 0.17 5.000 0.20 0.08 0.035 10 I I I I I 0.17 5.167 0.19 0.08 0.037 10 I I I I I 0.18 5.333 0.18 0.08 0.038 10 I I I I I 0.19 5.500 0.18 0.09 04039 10 I I I I 0.19 5.667 0.20 0.09 0.041 10 I I I I I 0.20 5.833 0.22 0.09 0.042 10 I I I I 0.21 6.000 0.22 0.10 0.044 10 I I I ( I 0.22 6.167 0.23 0.10 0.046 10 1 ,I I I I 0.23 6.333 0.24 0.11 .0'.047 10 I I I I I 0.24' 6.500 0.24 0:11 .0.049 10 I I I I I 0..2-4. 6.667 0.26 0.11 0.051 1.0 I I 6..833 0.27 0.12 0..053 I 0. I I I I I 0.26; .7.000 0.27 0.12 0.055 I O II I I 0.27• 7.167 0.28 0.13 0.057 I' 0 11 I I I 0.2 "9` 7.333 0.28 0.13 0.059 I 0 II I I 0..3.0 7.500 0.28 0.14 0. 0 61 0 II I I 0.31. 7.667 0.32 0.14 0.064 10 I I I I 0.32 7.833 8.000 0.34 0.34 0.15 0.15 0.066 0.069 10 10 I I I I I I 0.33 I I 0.34 8.167 0.17 0.16 0.070 I 0 I i I 0.35 8.333 0.09 0.16 0.070 I I 0 I ( I 0.35 8.500 0.08 0.15 0.069 IO I I 0.34 8.667 0.14 0.15 0.068 10 I I I 0.34 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 0.3 0.62 0.93 1.24 (Ft. 8.833 0.17 0.15 0.068 I OI I I I I 0.34 9.000 0.18 0.15 0.069 I OI I I I I 0.34 9.167 0.28 0.16 0.070 I 0 II I I I 0.35 9.333 0.34 0.16 0.072 I 0 I I I I 0.36 9.500 0.35 0.17 0.074 I 0 II I I I 0.37 9.667 0.42 0.17 0.077 I 0 I I I I I 0.39 9.833 0.47 0.18 0.081 I 0 I I I I I 0.40 10.000 0.48 0.19 0.085 I 0 I I I I I 0.42 10.167 0.27 0.20 0.087 I 0 II I I I 0.44 10.333 0.17 0.20 0.088 I IO I I I I 0.44 10.500 0.16 0.20 0.087 I IO I I I I 0.43 10.667 0.33 0.20 0.088 I 0 I I I I 0.44 10.833 0.42 0.20 0.090 I 0 I I I I I 0.45 11.000 0.43 0.21 0.093 I 0. I I I I I 0.46 11.167 0.41 0.22 0.096 I 0 I I I I I 0.48 11.333 0.40 0.22 0.099 I 0 I I I I I 0.49 11.500 0.40 0.23 0.101 I 0 I I I I I 0.50 11.667 0.36 0.23 0.103 I 0 II I I I 0.51 11.833 0.34 0.23 0.105 I 0 I I I I 0.52 12.000 0.34 0.24 0.106 ( 0 I I I I 0.53 12.167 0.60 0.24 0.109 I 0 I II I I 0.54 12.333 0.75 0.26 0.115 I 0 I I I I I 0.57 12.500 0.77 0.27 0.122 ( OI I I I I 0.61 12.667 0.87 0.29 0.129 I OI I I I I 0.64 12.833 0:93 0.31 0.138 I OI I II I 0.68 • 13.000 0.94 0.33 0.146 I 0 I I I 0.73 13.167 1.12 0.35 0.156 I IO I I I I 0.77 13.333 1.22 0.37 0.167 I IO I I II 0.83 13.500 1.24 0.40 0.178 I 10 I I I 0.89 13.667 0.89 0.42 0.187 I 10 I II I 0.93 13.833 0.70 0.43 0.192 I 10 I I I I 0.96 14.000 0.69 0.44 0.196 I 10 II I I 0.98 14.167 0.80 0.45 0.200 I 10 I I I I 1.00 14.333 0.87 0.45 0.206 I 10 I I I I 1.02 14.500 0.88 0.45 0.211 I 10 I I I I 1.04 14.667 0.85 0.46 0.217 I 10 I I I I 1.06 _ 14.833 0.84 0.46 0.222 I 10 I I I I 1.09 15.000 0.84 0.46 0.228 I 10 I I I I 1.11 15.167 0.79 0.46 0.233 I 10 I I I I 1.13 15.333 0.76 0.46 0.237 I 10 I I I I 1.14 15.500 0.76 0.46 0.241 I I 0 I I I I 1.16. 15.667 0.62 0.47 0.244 I I 0 II I I 1.17 15.833 0.54 0.47 0.245 I I 0 I I I I 1.18 16.000 0:54 0.47 0.246 I I OI I I I 1.18: 16.167 0.27 0.47 0.246 Il 0 1.18 16.333 0.12 0.4,6 0.242 I I. I .0 I I I 1.17, 16.500 0.11 0.46 0.237 I I 10 I I I 1.15 16.667 0.019 0.46 0.232 I I I O I I I 1.13 16.833 0.08, 0.46 0.227 I.I 10 I I I 1.11 17.000 0.08 0.46 0.222. I I ( O I I I 1.08 17.167 0.12 0.46 0.217 I I I 0 I. I I 1.06 17.333 0.13 0.45 0.212 I I 10 I I I 1.05 • 17.500 0.14 0.45 0.208 I I 10 I I I 1.03 17.667 0.13 0.45 0.204 I I 10 I I I 1.01 17.833 0.12 0.45 0.199 I I 10 I I I 0.99 18.000 0.12 0.44 0.195 I I 10 I I I 0.97 18.167 0.11 0.43 0.190 I I 10 I I I 0.95 18.333 0.11 0.42 0.186 I I 10 I I I 0.93 Time Inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 0.3 0.62 0.93 1.24 (Ft. 18.167 0.11 0.43 0.190 I I 10 I I I 0.95 18.333 0.11 0.42 0.186 I I 10 I I I 0.93 18.500 0.11 0.41 0.182 I I 10 I I I 0.91 18.667 0.08 0.40 0.178 I I 10 I I I 0.88 18.833 0.07 0.39 0.173 II 10 I I I 0.86 19.000 0.07 0.38 0.169 II IO I I I 0.84 19.167 0.08 0.37 0.165 I I IO I I I 0.82 19.333 0.09 0.36 0.161 I I IO I I I 0.80 19.500 0.09 0.35 0.157 I I IO I I I 0.78 19.667 0.08 0.34 0.154 I I 0 I I I 0.77 19.833 0.07 0.34 0.150 II 0 I I I 0.75 20.000 0.07 0.33 0.147 II 0 I I I 0.73 20.167 0.08 0.32 0.143 II 0 I I I 0.71 20.333 0.08 0.31 0.140 I I 0 I I I 0.70 20.500 0.08 0.31 0.137 I I OI I I I 0.68 20.667 0.07 0.30 0.134 II OI I I I 0.66 20.833 0.07 0.29 0.130 II OI I I I 0.65 21.000 0.07 0.29 0.127 II OI I I I 0.63 21.167 0.07 0.28 0.124 II OI I I I 0.62 21.333 0.07 0.27 0.122 II OI I I I 0.61 21.500 0.07 0.27 0.119 II 0 I I I I 0.59 21.667 0.07 0.26 0.116 II 0 I I I I 0.58 21.833 0.07 0.25 0.114 II 0 I I I I 0.56 22.000 0.07 0.25 0.111 II 0 I I I I 0.55 22.167 0.07 0.24 0.109 II 0 I I I I 0.54 22.333 0.07 0.24 0.106 II 0 I I I ( 0.53 :., 22.500 0.07 0.23 0.104 II 0 I I I I 0.52 22.667 0.06 0.23 0.102 II 0 I I I I 0.51 22.833 0.05 0.22 0.099 II 0 I I I I 0.49 23.000 0.05 0.22 0.097 II 0 I I I I 0.48 23.167 0.05 0.21 0.095 II 0 I I I I 0.47 23.333 0.05 0.21 0.093 II 0 I I I I 0.46 23.500 0.05 0.20 0.091 II 0 I I I I 0.45 23.667 0.05 0.20 0.089 II 0 I I I I 0.44 23.833 0.05 0.19 0.087 II 0 I I I I 0.43 24.000 0.05 0.19 0.085 II 0 I I I I 0.42 24.167 0.02 0.19 0.083 I 0 I I I I 0.41 24.333 0.00 0.18 0.080 I 0 I I I I 0.40 24.500 0.00 0.17 0.078 I 0 I I I I 0.39 24.667 0.00 0.17 0.076 I 0 I ( I I 0.38 24.833 0.00 0.16 0.073 I 0 I I I I 0.36 25.000 0.00 0.16 0.071 I 0 I I I I 0.35 25.167 0.00 0.15 0.069 I 0 I I I I 0.34 25.333 0.00 0.15 0.067 I 0 I I I I 0.33 25.500 0..00 0.14 0.065 I 0 I I I I 0.32 25.667 0.00 0.14 0.063 I 0 I I I I 0.31 25::833 0.00 0.14 0.061 I '0 I I I I 0.30 26.000 0.00 0.13 0.059 I 0 I I I 1 0.29 26.167 0.00 0.13 0.057 I. 0 I I I I 0,28 26.333 0.00 0.12 0.055 I 0 I I I I 0.28 26.500 0.00 0.12 0.054 I 0 I I I I 0.27 26.667 0.00 0.12 0.052 I 0 I I I I 0.26 26.833 0.00 0.11 0.051 I 0 I I I I 0.25 27.000 0.00 0.11 0.049 I 0 I I I I 0.24 27.167 0.00 0.11 0.048 I 0 I I I I 0.24 27.333 0.00 0.10 0.046 I 0 I I I I 0.23 27.500 0.00 0.10 0.045 I 0 I I I I 0.22 27.667 0.00 0.10 0.043 I 0 I I I I 0.22 Remaining water in basin = 0.04 (Ac.Ft) 0 ******* * * * * * * * * * * ** * * * * ** * **HYDROGRAPH DATA * * ** *,r*** ** * * ***** * ** **** *** j Number of intervals = 166 I Time interval = 10.0 (Min.) I Maximum /Peak flow rate 0.467 (CFS) Total volume = 0.499 (Ac.Ft) I I • U n i t H y d r o g r a p h A n a l y s i s Areal adjustment factor = 100.00 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Adjusted average point rain = 3.540(In) Study date 07/30/05 File: 32398RB924hr24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method Area(Ac.) Runoff Index Impervious % RCFC & WCD Manual date - April 1978 3.200 .56.00 _ 0.560 Program License Serial Number 4082 --------------------------------------------------------------------- 0.400 61.00, 0.000 Tract 32398 - Ave 60 Q Monroe Total Area Entered = 3.60(Ac.) Retention Basin 9 RI RI Infil. Rate Impervious Adj.. Infil. Rate Area% 100yr - 24hr - Unit Hydrograph AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) File 32398RB924hr 56.0 74.8 0.305 0.560 0.151 0.889 -------------------------------------------------------------------- Drainage Area = 3.60(Ac.) = 0.006 Sq. Mi. 61.0 78.8 0.258 0.000 0.258 0.111 Drainage Area for Depth -Area Areal Adjustment = 3.60(Ac.) =0.006 Sq. Mi. Sum (F) Length along longest watercourse = 1200.00(Ft.) Area averaged mean soil loss (F) (In /Hr) = 0.163 Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. (for 24 hour storm duration) Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 7.80(Ft.) Slope along watercourse = 34.3200 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.75 Min. 25% of lag time = 0.69 Min. 40% of lag time = 1.10 Min. Unit time = 10.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.60 1.01 3.64 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 3.60 3.54 12.74 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.010(In) Area Averaged 100 -Year Rainfall = 3.540(In) Point rain (area.,averaged) = 3.540(In) Areal adjustment factor = 100.00 Adjusted average point rain = 3.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 3.200 .56.00 _ 0.560 0.400 61.00, 0.000 Total Area Entered = 3.60(Ac.) RI RI Infil. Rate Impervious Adj.. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 74.8 0.305 0.560 0.151 0.889 0.135 61.0 78.8 0.258 0.000 0.258 0.111 0.029 Sum (F) = 0.163 Area averaged mean soil loss (F) (In /Hr) = 0.163 Minimum soil loss rate ((In /Hr)) = 0.082 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.472 U n i t H y d -r --o- g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.167 .363.677 62.407 2.264 2 0.333 727.354 33.853 1.228 3 0.500 1091.031 3.740 0.136 Sum = 100.000 Sum= 3.628 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.17 0.17 0.035 0.289 0.017 0.02 2 0.33 0.17 0.035 0.287 0.017 0.02 3 0.50 0.17 0.035 0.284 0.017 0.02 4 0.67 0.23 0.050 0.282 0.023 0.03 5 0.83 0.23 0.050 0.280 0.023 0.03 6 1.00 0.23 0.050 0.278 0.023 0.03 7 1.17 0.20 0.042 0.276 0.020 0.02 8 1.33 0.20 0.042 0.273 0.020 0.02 9' 1.50 0.20 0.042 0.271 0.020 0.02 10 1.67 0.23 0.050 0.269 0.023 0.03 • 11 1.83 0.23 0.050 0.267 0.023 0.03 12 2.00 0.23 0.050 0.265 0.023 0.03 13 2.17 0.27 0.057 0.263 0.027 0.03 14 2.33 0.27 0.057 0.261 0.027 0.03 15 2.50 0.27 0.057 0.258 0.027 0.03 16 2.67 0.33 0.071 0.256 0.033 0.04 17 2.83 0.33 0.071 0.254 0.033 0.04 18 3.00 0.33 0.071 0.252 0.033 0.04 19 3.17 0.33 0.071 0.250 0.033 0.04 20 3.33 0.33 0.071 0.248 0.033 0.04 21 3.50 0.33 0.071 0.246 0.033 0.04 22 3.67 0.37 0.078 0.244 0.037 0.04 23 3.83 0.37 0.078 0.242 0.037 0.04 24 4.00 0.37 0.078 0.240 0.037 0.04 25 4.17 0.43 0.092 0.238 0.043 0.05 26 4.33 0.43 0.092 0.236 0.043 0.05 27 4.50 0.43 0.092 0.234 0.043 0.05 28 4.67 0.50 0.106 0.232 0.050 0.06 .29 4.83 0.50 0.106 0.230 0.050 0.06 30 5.00 0.50 0.106 0.228 0.050 0.06 31 5.17 0.43 0.092 0.226 0..043 0.05 32 5.33 0.43 0.092 0.224 0.043 0.05 33 5.50 0.43 0.092 0.222 0.043 0.05 34 5.67 0.53 0.113 0.220 0.053 0.06 35 5:83 0.53 0.113 0.218 0.053 0.06 36 6.00 0.53 0.113 0.216 0.053 0.06 37 6.17 0.60 0.127 0.214 0.060 0.07 • 38 6.33 0.60 0.127 0.212 0.060 0.07 39 6.50 0.60 0.127 0.210 0.060 0.07 40 6.67 0.67 0.142 0.208 0.067 0.07 41 6.83 0.67 0.142 0.207 0.067 0.07 42 7.00 0.67 0.142 0.205 0.067 0.07 • Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 43 7.17 0.70 0.149 0.203 0.070 .0.08 44 7.33 0.70 0.149 0.201 0.070 0.08 45 7.50 0.70 0.149 0.199 0.070 0.08 46 7.67 0.83 0.177 0.197 0.084 0.09 47 7.83 0.83 0.177 0.196 0.084 0.09 48 8.00 0.83 0.177 0.194 0.084 0.09 49 8.17 1.00 0.212 0.192 - -- 0.02 50 8.33 1.00 0.212 0.190 - -- 0.02 51 8.50 1.00 0.212 0.188 - -- 0.02 52 8.67 1.10 0.234 0.187 - -- 0.05 53 8.83 1.10 0.234 0.185 - -- 0.05 54 9.00 1.10 0.234 0.183 - -- 0.05 55 9.17 1.30 0.276 0.181 - -- 0.09 56 9.33 1.30 0.276 0.180 - -- 0.10 57 9.50 1.30 0.276 0.178 - -- 0.10 58 9.67 1.43 0.304 0.176 - -- 0.13 59 9.83 1.43 0.304 0.175 - -- 0.13 60 10.00 1.43 0.304 0.173 - -- 0.13 61 10.17 1.00 0.212 0.171 - -- 0.04 62 10.33 1.00 0.212 0.170 - -- 0.04 63 10.50 1.00 0.212 0.168 - -- 0.04 64 10.67 1.33 0.283 0.166 - -- 0.12 65 10..83 1.33 0.283 0.165 - -- 0.12 66 11.00 1.33 0.283 0.163 - -- 0.12 67 11.17 1.27 0.269 0.161 - -- 0.11 • 68 11.33 1.27 0.269 0.160 0.11 69 11.50 1.27 0.269 0.158 - -- 0.11 70 11.67 1.17 0.248 0.157 - -- 0.09 71 11.83 1.17 0.248 0.155 - -- 0.09 72 12.00 1.17 0.248 0.154 - -- 0.09 73 12.17 1.70 0.361 0.152 - -- 0.21 74 12.33 1.70 0.361 0.151 - -- 0.21 75 12.50 1.70 0.361 0.149 - -- 0.21 76 12.67 1.90 0.404 0.148 - -- 0.26 77 12.83 1.90 0.404 0.146 - -- 0.26 78 13.00 1.90 0.404 0.145 - -- 0.26 79 13.17 2.27 0.481 0.143 - -- 0.34 80 13.33 2.27 0.481 0.142 - -- 0.34 81 13.50 2.27 0.481 0.140 - -- 0.34 82 13.67 1.53 0.326 0.139 - -- 0.19 83 13.83 1.53 0.326 0.137 - -- 0.19 84 14.00 1".53 0.326 0.136 - -- 0.19 85 14:17 1. "77 0.375 0.135 - -- 0.24 86 14.33 1.77 0.375 0.133 - -- 0.24 87 •14.50 1.77 0".375 0.132 - -- 0.24 88 14.67 1.70 0.361 0.131 - -- 0.23 89 14.83 1.70 0:361 0.129 - -- 0.23 90 15.00 1.70 0.361 0.128 - -- 0.23 91 15.17 1.57 0.333 0.127 - -- 0.21 92 15.33 1.57 0.3,33 0.125 - -- 0.2T 93 15.50 1.57 .0.333 0.124 - -- 0.21 94 15.67 1.27 0.269 0.123 - -- 0.15 95 • 15.83 1.27 0.269 0.121 0.15 96 16.00 1.27 0.269 0.120 - -- 0.15 97 16.17 0.27 0 ".057 0.119 0.027 0.03 98 16.33 0.27 0.057 0.118 0.027 0.03 99 16.50 0.27 0.057 0.117 0.027 0.03 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 100 16.67 0.20 0.042 0.115 0.020 0.02 101 16.83 0.20 0.042 0.114 0.020 0.02 102 17.00 0.20 0.042 0.113 0.020 0.02 103 17.17 0.33 0.071 0.112 0.033 0.04 104 17.33 0.33 0.071 0.111 0.033 0.04 105 17.50 0.33 0.071 0.110 0.033 0.04 106 17.67 0.30 0.064 0.109 0.030 0.03 107 17.83 0.30 0.064 0.108 0.030 0.03 108 18.00 0.30 0.064 0.106 0.030 0.03 109 18.17 0.27 0.057 0.105 0 '.027 0.03 110 18.33 0.27 0.057 0.104 0.027 0.03 111 18.50 0.27 0.057 0.103 0.027 0.03 112 18.67 0.17 0.035 0.102 0.017 0.02 113 18.83 0.17 0.035 0.101 0.017 0.02 114 19.00 0.17 0.035 0.100 0.017 0.02 115 19.17 0.23 0.050 0.100 0.023 0.03 116 19.33 0.23 0.050 0.099 0.023 0.03 117 19.50 0.23 0.050 0.098 0.023 0.03 118 19.67 0.17 0.035 0.097 0.017 0.02 119 19.83 0.17 0.035 0.096 0.017 0.02 120 20.00 0.17 0.035 0.095 0.017 0.02 121 20.17 0.20 0.042 0.094 0.020 0.02 122 20.33 0.20 0.042 0.093 0.020 0.02 123 20.50 0.20 0.042 0.093 0.020 0.02 124 20'.67 0.17 0.035 0.092 0.017 0.02 125 20.83 0.17 0:035 0.091 0.017 0.02 126 21.00 0.17 0.035 0.090 0.017 0.02 127 21.17 0.17 0.035 0.090 0.017 0.02 128 21.33 0.17 0.035 0.089 0.017 0.02 129 21.50 0.17 0.035 0.088 0.017 0.02 130 21.67 0.17 0.035 0.088 0.017 0.02 131 21.83 0.17 0.035 0.087 0.017 0.02 132 22.00 0.17 0.035 0.086 0.017 0.02 133 22.17 0.17 0.035 0.086 0.017 0.02 134 22.33 0.17 0.035 0.085 0.017 0.02 135 22.50 0.17 0.035 0.085 0.017 0.02 136 22.67 0.13 0.028 0.084 0.013 0.01 137 22.83 0.13 0.028 0.084 0.013 0.01 138 23.00 0.13 0.028 0.083 0.013 0.01 139 23.17 0.13 0.028 0.083 0.013 0.01 140 23.33 0.13 0.028 0.083 0.013 0.01 141 23.50 0.13 0.028 0.082 0.013 0.01 142 23.67 0.13 0.028 0.082 0.013 0.01 143 23.83 0.13 0.028 0.082 0.013 0.01 144 24.00 0.13 0.028 0.082 0.013 0.01 Sum = 100.0 Sum = 10.8` Flood volume = Effective rainfall 1.81(In) times area 3.6(Ac.) /- [(In) /(Ft:)] 0.5(Ac.Ft) Total soil loss ,= 1.73(In) Total soil loss = 0.520(Ac.Ft) Total rainfall = 3.54(In) Flood volume = 23592.5 Cubic Feet Total soil loss = 22667.9 Cubic Feet Peak flow rate of this hydrograph = 1.236(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- ----------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 - --------------------------- 2.5 5.0 7.5 10.0 0 +10 0.0006 0.04 Q 0 +20 0.0015 0.07 Q 0 +30 0.0024 0.07 Q 0 +40 0.0036 0.08 Q 0 +50 0.0049 0.09 Q 1+ 0 0.0062 0.09 Q 1 +10 0.0074 0.09 Q 1 +20 0.0085 0.08 Q 1 +30 0.0096 0.08 Q 1 +40 0.0109 0.09 Q 1 +50 0.0122 0.09 Q 2+ 0 .0.0135 0.09 Q 2 +10 0.0149 0.10 QV I. 2 +20 0.0164 0.11 QV 2 +30 0.0179 0.11 QV 2 +40 0.0196 0.13 QV i 2 +50 0.0215 0.13 QV 3+ 0 0.0233 0.14 QV 3 +10 0.0252 0.14 QV 3 +20 0.0271 0.14 QV I I I I 3 +30 0.0289 0.14 Q V 3 +40 0.0309 0.14 Q V 3 +50 0.0330 0.15 Q V 4+ 0 0.0350 0.15 Q V 4 +10 0.0373 0.17 -Q V 4 +20 0.0397 0.18 Q V 4 +30 0.0422 0.18 Q V 4 +40 0.0448 0.19 Q V 4 +50 0.0476 0.20 Q V 5+ 0 0.0504' 0.20 Q V 5 +10 0.0530 0.19 Q V 5 +20 0.0554 0.18 Q V 5 +30 0.0579 0.18 Q V 5 +40 0.0607 0.20 Q V 5 +50 0.0636 0.22 Q V 6+ 0 0.0666 0.22 Q V 6 ±'10. 0.0.698 0.23 Q V 6 +20 0.'0732 0.24 Q V I.. 6 +30 0.0766 0.24 Q V 6 +40 0.0801 0.26 IQ V 6 +50 0.0839. 0.27 IQ V. 7+ 0 0.0876 0,.27 IQ V I; I 7 +10 0.0915 0.28 IQ V. 7 +20 0.0954 0..28 IQ V 7 +30 0.0993.. 0.28 IQ .V I I. 7 +40, 0.1037 0.32 IQ V • 7 +50 0.1083 0.34 IQ V I 8+ 0 0.1130 0.34 IQ V I 8 +10 6.1154 0.17 Q V I 8 +20 0.1166 0.09 Q V I 8+30 0.1178 0.08 Q V I 16 ±30 - Time(h +m)- Volume--- �--- _ -- ---- __0 - _-_2�5_-- _--- 5�0---- ___ -�5 10.0 _- 0.09 8 +40 0.1197 0.14 Q V I I I I I I V 8 +50 0.1221 0.17 Q VI I I I 0.4968 9+ 0 0.1246 0.18 Q VI I I Q I 9 +10 0.1285 0.28 IQ VI I I V 17 +40 9 +20 0.1332 0.34 IQ VI 0.5039 0.12 9 +30 0.1380 0.35 IQ V Q I I I V 9 +40 0.1439 0.42. IQ V 9 +50 0.1503 0.47 IQ V 10+ 0 0.1568 0.48 IQ IV 10 +10 0.1606 0.27 IQ IV 10 +20 0.1629 0.17 Q I V 10 +30 0.1651 0.16 Q I V 10 +40 0.1695 0.33 IQ I V 10 +50 0.1753 0.42 IQ I V 11+ 0 0.1813 0.43 IQ I V I 11 +10 0.1869 0.41 IQ I V I 11 +20 0.1923 0.40 IQ I V I 11 +30 0.1979 0.40 IQ I V I 11 +40 0.2028 0.36 IQ I V I 11 +50 0.2074 0.34 IQ I V I I 12+ 0 0.2121 0.34 IQ I V I I 12 +10 0.2204 0.60 I Q I V I I 12 +20 0.2307 0.75 I Q I V I I 12 +30 0..2412 0.77 I Q I V 12 +40 0.2532 0.87 I Q I V 12 +50 0.2660 0.93 I Q I VI I 13+ 0 0.2789 0.94 I Q I V I 13 +10 0.2943 1.12 I Q I IV I 13 +20 0.3111. 1.22 I Q I I V I 13 +30 0.3282 1.24 I Q I I V I 13 +40 0.3404 0.89 I Q I I V I 13 +50 0.3501 0.70 I Q I I V I 14+ 0 0.3595 0.69 I Q I I V I 14 +10 0.3706 0.80 I Q I I V I 14 +20 0.3826 0.87 I Q I I V I 14 +30 0.3947 0.88 I Q I I VI 14 +40 0.4065 0.85 I Q I I V 14 +50 0.4181 0.84 I Q I I V 15+ 0 0.4297 0.84 I Q I I IV 15 +10 0.4405 0.79 I Q I I I V 15 +20 0.4509 0.76 I Q I I I V 15 +30 0.4613 0.16 I Q I I I V 15 +40 0.4698 0.62 I Q I I I V I5 +50 0.4773 0.54 I Q I I I V 16+ 0 0.4847 0.54 I Q I I I V 16 +10. 0.4884 0:27 IQ I I I V 16 +20 ,0.4902 0.12 Q I I I V 16 ±30 0.4916 0.11 Q I I I V 16 +40 0.4929 0.09 Q I I I V 16 +50. 0.4940 0 .'08 Q I I I V 17+ 0 0.4952 0..08 Q 17 +10 0.4968 0.12 Q I I I V 17 +20 0.4986 0.13 Q I I I V 17 +30 0.5005 0.14 Q I I I V 17 +40 0.5022 0.13 Q I I I V 17 +50 0.5039 0.12 Q I I I V 18+ 0 0.5056 0.12 Q I I I V 18 +10 0.5072 0.11 Q I I I V Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 18 +20 0.5087 0.11 Q V 18 +30 0.5102 0.11 Q I V 18 +40 0.5113 0.08 Q I I V 18 +50 0.5123 0.07 Q I I V 19+ 0 0.5132 0.07 Q I I I V 19 +10 0.5144 0.08 Q I ( V 19 +20 0.5156 0.09 Q I I V 19 +30 0.5170 0.09 Q I I I V 19 +40 0.5180 0.08 Q I I I V 19 +50 0.5190 0.07 Q I I I V 20+ 0 0.5199 0.07 Q I I I V 20 +10 0.5210 0.08 Q I I V 20 +20 0.5221 0.08 Q I V 20 +30 0.5232 0.08 Q I V 20 +40 0.5242 0..07 Q I I I V 20 +50 0.5251 0.07 Q I ( V 21+ 0 0.5261 0.07 Q ( I I V 21 +10 0.5270 0.07 Q I I V 21 +20 0.5280 0.07 Q I I I V 21 +30 0.5289 0.07 Q I I I VI 21 +40 0.5298 0.07 Q I I I VI 21 +50 0.5308 0.07 Q I I VI 22+ 0 0.5317 0.07 Q I I I VI 22 +10 0.5326 0.07 Q I I I VI 22 +20 0.5336 0.07 Q I I VI 22 +30 0.5345 0.07 Q V 22 +40 0.5353 0.06 Q I I I VI. 22 +50 0.5361 0.05 Q I I I VI 23+ 0 0.5368 0.05 Q I I VI 23 +10 0.5376 0.05 Q I VI 23 +20 0.5383 0.05 Q I I I VI 23 +30 0.5391 0.05 Q I I I VI 23 +40 0.5398 0.05 Q I I I VI 23 +50 0.5406 0.05 Q I I I VI 24+ 0 0.5413 0.05 Q I I I VI 24 +10 0.5416 0.02 Q I I I VI 24 +20 ----------------------------------------------------------------- 0.54'16 0.00 Q I I I VI - - - - -- Em I I I I [ Z 09184C PUS UZ VVIZV 0-1, 96-m 1 96.ozff 1 1 Z*6 1 OT I Ll 01 WE 9V,Vzt 0-V 96-9Lt I OTM I I V6 I 01c I L,L W 99,9zil Was 90*9zv 0,V olrltv OYM LL'Z Z'6 IFT TZ or SIC 9,Z G-L TV 0lF,9LV WOM? 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EBOUNP�RY ............. LONGITUDE- '11-16.22794 -WEST ALTITUDE -77 FEET TRACT BOUNDARY AREAS: SITE 103.5 ACRES DIRECTION OF FLOW TRIBUTARY 120.0 ACRES DA BDRY DRAINAGE AREA BOUNDARY ALL ELPATIONS ARE ACTUAL SEA�ILEVEL DATUM 1 PLUS 500 FEET TO AVOID NEGATIVE NUMBERS + .PREPARED BY- MORSE 1 7320 Redhill Ave. Suite 350 DOKICH Irvine, CA 92614 Voice: 949-251-8:21 -CHULTZ FAX: 949-25 , -0 16 P L A N N I R S EN GIN EERS SURVEYORS + + XHIBIT I TRACT 32398 PRE T QPOGR kPHY 4 DEVELOPME., T UZI'; 411.a 4 DRAINAGE MAP A P7 4 nn\ I IVINI-InI ntl\.A r I llnlT I -Zn-ZnO J._ -2 /f)-7 M11 . \Vd I VV \t I I Lllxvt-vv I \i_fm llul I I Vz.�VV.Vn%j V/ VI/ - - I Hydrology and Hydrauli*cs Re plort for Tract No. 32398 MDS 63100 City of La Quinta, State of California Prepared For: Schumacher Interests/ 6oth and Monroe Partners, LLC 7 March 20o6 2995 Woodside Rd, Suite 400 Woodside, California 94o62 (650) 529-2385 ,5;,4 1 Prepared By: i MDS Consulting JohnWCavin PE, C16802 78-goo Avenue 47, Suite 208 La Quinta, CA 92253 (760)771-4 7 March 20o6 Hydrology and Hydrauli*cs Report for Tract No. 32398 MDS 63100 City of La Quinta, State of California Prepared For: Schumacher Interests/ 6oth and Monroe Partners, LLC 2995 Woodside Rd, Suite 400 Woodside, California 94o62 (650) 529-2385 Prepared By: MDS Consulting John W Cavin PE, C16802 78-goo Avenue 47, Suite 208 La Quinta, CA 92253 (760)771-4 7 March 20o6 Hy-drology and Hydra . ulics Report for Tract No. 32398 City of La Quinta, State of California P L A N N E R S Stanley C. Morse R.C.E.20596 Expires 9/30/07 First Phase Hydrology Report Submittals Original: May 11, 2005 Second August 5, 2005 Final: September 23, 2005 Revision March 1, 2006 M 0 R S E D 0 K I C H S C H U L T Z E N G I N E E R S 78-900 Avenue 47 Suite 208 Lo Quinto. CA 92253 Voice: 760-771-4013 FAX: 760-771-4073 mdsloquinto@mdsconstilting.net S U R V E Y 0 R S ',No. .10596 Exp� TRACT 32398-(Phase 1' Hydrology & Hydraulics Report Table of Cont Description Title Sheet Table of Contents Project Maps and Photographs, Project Narrative Summaries of Results 1 - Design Criteria 2. Point Precipitation Storm Volumes (NOAA 14 & COLQ) I Drainage Area List 4. Retention Basin Control Elevations 5. Retention Basins - Available Storage — Depth / Volume Data 6. Retention Basins - Design Storm Required Storage Comparison 7, Street Flow Capacities 8. Catch Basin Data 9. Nuisa6ce Water Disposal System Apoendices: Appendix A: Retention Basin Hydrology (1 00yr — 1,'3, 6, & 24hr Storms) a) Basins 1 thru 7 — Connected & Equalized Unit Hydrogr8ph Flood Hydrograph b) Basins 8 and -10 — Connected & Equalized Unit Hydrograph Flood Hydrograph c) Basin 9 — Monroe St & CVWD well site drainage Unit Hydrogra'ph Flood Hydrograph 3/3/2006 Tab No 1 2 3 4. 5 6 thru 9 7 91 ;"I 3/3/2006 Appendix B: Storm Drain Hydraulics 10 thru 13 a) Rational Method Hydrology — 10 yr Design Storm 11 100yr Design Storm 12 b) Storm Drain Design and HGL 13 Appendix'C: Catch Basin and Lateral Hydraulics 14 thru 16 a) Summary and Sketches (Plate D-4.11) b) Rational Method Hydrology — (100yr Design Storm) 15 c) Catch Basin Capacity Check 16 Appendix D: Street Hydraulics 17 a) Summary and Sketches (Plate D-7.8) b) Rational Method Hydrology - (100yr Design Storm) 18 c) Capacity Check (LA Co Plate D-1 0 Appendix E: Nuisance Water Disposal System 19 a) Design, Summary and Sketches Appendix F: Design Reference D ocuments 20 1 . GeoTechnical and Percolation test reports 2. SCS Soil Map, & Soil Group Table 12 3. NOAA Atlas 14, Point Precipitation Storm Volum e' Table (All storms) 4. Initial Subarea, Time of Concentration Nomograph, (Plate D-3) 5. Rainfall Patterns in % of 3, 6, & 24 hr Storm Volume 'Rational (Plate E-.55. 911) 6. Rainfall Intensity Table 1 Oyr & 100 yr (Plate D-4.11) 7. Rational Runoff Index Numbers (Plates D-5.5 &5.6) 8. Runoff Coefficient Curve (Soil Group B, AMC 11) (Plate D-5.2, 5.7) 9. 32 ft cf / cf Street - , Velocity/Discharge Nomograph (Plate D-7.7) 10. 34 ft cf / cf Half Street - Velocity/pischarge Nomograph (Plate D-7.8) 11. Curb Inlet Capacity Street Low Pt (Sag) (BPR #1073.03) 12. Curb Inlet Capacity Continuous Street Slope (LA Co Plate D-1 0 13. Reinforced Concrete Pipe D-Loa'd Table LACFCD Dwg D-213.1 14. Misc Verification Correspondence Appendix G: Drainage Area Map Exhibits .21 Exhibit I - Predeve ' lopment Topography & Drainage Map Exhibit 11 — Retention Basin Unit Hydrology Dra I inage Area Map Exhibit III - Storm Drain & Catch Basin Rational. Method Hydrology Map 3/3/2006 Pro''*ect Nar-rative j Tract No,, 32398 Tract 32398 — Mds 63100 Schumacher Interests Ave 60 & Monroe - Hydrology and Hydraulic Design Report for TRACT 32398 City Of La Quinta Purpose 0 7� —/,2-0 66 This report identifies the drainage design criteria used within Tract No. 32398, and describes the design of the project drainage system. Existing Site Description The site consists of approximately I 11 acres of agricultural use land, located at the northeast comer of the intersection of Monroe Street and Avenue 60, within the City of La Quinta, County of Riverside, California. The site is bounded by Monroe Street along the westerly property line, Avenue 6b along the southerly property line, and vacant agricultural land along the north and east boundaries. Proposed Proiect Description Tract 32398 is roughly ell shaped and divided into two phases, containing 390 residential lots, 9 retention basin areas, an 8.8 acre commercial site, 2 well sites, 63 miscellaneous open space areas, and 2 major fronting half streets and associated landscaping areas (Monroe St and Ave 60). Site development includes full improvement of all areas except the commercial site and the well sites, and retention of drainage from all areas. Existing D �inage Patterns The site was formerly used as agricultural land and generally drains from the northwest to the southeast. (See the USGS Predevelopment Drainage map in Tab 2). The offsite runoff generated north of the future alignment of Ave 59 has historically been directed easterly through off-site properties by existing topographic features along the north and east boundaries of Tract 32398 (See Exhibit 1, the Predevelopment Topography and Drainage Map, Appendix G, Tab 2 1). An existing 10 acre agricultural use parcel south of Ave 59 and north of the northwest tract boundary drains easterly to Tract 32398, and thence southerly through the tract. Proposed Drainage Patterns Tract 32398 is designed to collect and convey the runoff resulting from the design 100-year storm through the streets and subsurface drainage systems into nine retention basins located in open space areas throughout the project. This runoff includes drainage from the east and north half of the fronting streets (Monroe St and Ave 60), and from. the offsite 10 acre agricultural parcel. The overflow from the 10 acre parcel will continue to drain through Tract 32398 until the parcel is developed and provides its own onsite retention. A drainage easement and concrete paved gutter are included in Phase 2 of the project design to accommodate this overflow route for as long as it is needed. Proposed grading and Perimeter block walls to. be constructed along all tract. boundaries w ill prevent drainage between Tract 32398 and its neighbors. The Commercial Site at the Southwest Tract Comei northwest to southeast at the time of rough grading connection to Basin 8 is provided. (Line SD 8C) will be cleared and graded to a uniform slope from of Tract 32398. An inlet and large storm drain pipe This pipe may be extended to serve the onsite drainage needs of the commercial lot when it is developed. Basins 8 and 10 have been sized to accommodate this additional drainage. The nuisance water system for basin 8 has also been sized for the additional flows. All basi ' ns are designed for the maximurn water surface at secondary overflow to be below the pad elevation of the lowest buildings within the tTibutary area, (See Summary 4, Tab 5). All basins are provided with secondary Tract 32398 — Mds 63 100 �/ =/26-06 Schumacher Interests Ave 60 & Monroe - overflow routes from basin to basin and along the onsite streets, with ultimate overflow from basin 8 into Nve 60 and thence along the historical secondary overflow route easterly along the Ave 60 north curb to the overfl6w point / high pointing Ave 60 at the southeast Tract comer. Proposed Drainage System Design Methods The Riverside County Synthetic Unit Hydrograph Method is used to determine the storm runoff volumes. !A Flood Routing program is used to determine required retention basin storage after deduction of percolation frim the basin. The on-site soil percolation rate was tested at the location and depth of six representative retention basins (See report in Appendix F, Tab 20). The rates varied from 4.3 to 34.3 inches/hr. The City allows a maximum percolation rate of.2.0 in/hr, without safety factor. This rate was used in all retention basin deaio coLriputations. Each retention basin drainage area is evaluated for the runoff from 100-yr storms of 1, 3, 6, and 24-ho'ur duration. The storm yielding the -largest net required storage volume is designated the design storm for the Retention Basins (See Summa 6, Tab 5). t-7 t, lkes= -\ k- 10 Basins I through 7 are interconnected to function as one large basin. Basins 8 and 10 are also' connectedito provide adequate storage for the fronting offsIte streets, (Ave 60 and Mon_roe_)_,_a_n_d �for the commercial lot. All connected basins have the same minimum average bottom elevation and design water surface (See Retention Basin Control Elevations, Summary 4, Tab 5). Connector pipes to equalize water surface elevations between basins will function for the entire time there;is water in any of the interconnected basins. Per City requirement, the connector pipes are all 24-inch diamet&r. Connector pipes are equipped with grates at all openings, to prevent entry of debris, animals-, children, and other foreign objects. A CivilCadd / CivilDesign computer program using the Rational Method hydrology procedure outlined in the Riverside County Flood Control District Hydrology Manual is used in calculating the required capacity of eac'h street, inlet, pipe, and drainage structure (See Rational Hydrology - Riverside County, in Appendix B, Tabl�2, and Appendix C, Tab 15). A Water Surface Profile Design program is used to calculate the Hydraulic Grade Line for each pipe systeffil. (See Water Surface Profile Listings in Appendix B, Tab 13) Nuisance Water Disposal All storm drainage from 'the site and adjacent streets is collected in the streets and storm drain piping, alid carried to junction boxes in the bottoms of the retention basins. Large storm flows will rise through the top grate of these boxes, spread over the bottom of the retention basins, and percolate into the bottom and sides of eac"h basin. Small nuisance water flows will follow.the same path, but will flow from the distribution boxes through small diameter pipes to the nuisance water disposal systems, to be clarified and percolated into the ground. Nuisance water is defined as silt and contaminant-carrying runoff from landscape irrigationand the debris atd contaminants flushed from pavement surfaces during the first minutes of storm runoff. The Nuisance Water Disposal System (NWDS) is designed to collect nuisance water from hard surface and landscaped areas, remove debris and floating contaminants using a Maxwell System pre-clarifier upstream of each sand filter, remove silt and other non-floating contaminants using sand filters, and dispose of the clarifie!d water in underground percolation chambers beneath the bottom of the basins. (See attached Summary 9, Tab 5i The NWDS minimizes basin exposure to debris and contaminants that could clog the soil surface pores in t141 e basins and'degrade their percolation capacities. 2 February 2606 Summary of Results Design Criteria Point Precipitation Storm Volumes Drainage Area List Retention Basin Control Elevations Retention Basin Available Storage' Retention Basin Required Stora comparison Street Flow Capac . ities geC Catch Basin Data Nuisance Water Disposal System. Tract No. -32398 20-Feb-06 Tract 32398- MDS 63100 nes 2005 100 Year (inch) 1.85 2.33 2.78 -.3.54 I 20-Feb-06 Tract 32398 Summary 3 - Drainage Area List (Areas Used In All Hydrology Calculations' Drainage Areas 1 Drainage Areas 2 Drainage Areas 3 Drainage Areas 4 & 5 Drainage Areas 6 & 7 Drainage Areas 8 Drainage Areas 9 Offsite Drainage Areas ID Area (Ac) ID Area 1 (Ac) Area (Ac) ID Area (Ac) ID I Area 1 (Ac) ID _F77ea 1 (Ac) ID Area (Ac) ID Area (Ac) 1 2 3 4 and 5 6 and 7 8 9 Off-Site Monroe 1-1 3.9 SD 2A, 2-1 2.1 3-1 1.1 4-1 1.9 6-1 1.1 8-1 2.50 9-1 0.58 Offsite Farm, 11-2 9.3 1-2 1.1 3-2 4.1 4-2 0.7 6-2 0.7 8-2 0.60 9-2 1.14 1-3 2.7 2-2 2.1 SD 3A 5.2 4-3 0.9 6-3 2.0 8-3 1.10 9-3 0.59 1-4 1.1 2-3 0.9 4-4 1.0 SD 6A 3.8 8-4 0.60 9-4 0.86 SD 1A 8.8 2-4 0.6 3-3 2.4 4-5 2.0 6-4 0.4 8-5 0.90 SD 913 2.31 1-5A 2.0 2-5 0.7 3-4 2.1 4-6 1.7 SD 613 0.4 8-6 0.90 1-5B 1.8 SD 213 4.3 3-5 1.2 4-7 0.8 6-5 0.5 SD 8A 6.60 CVWD Wellsite, 9-5 0.50 1-6 2.0 SD 2A & 2B 6.4 3-6 2.0 SD 4A 9.0 SD 6C 0.5 8-7 0.70 Nuisance Sys 9 2.81 1-7 1.1 3-7 1.4 Basin 6, 6-6 0.5 8-8 0.80 1-8 2.6 Basin 2, 2-6 1.6 3-8 1.3 SD 5A, 5-1 2. 8-9 2.80 Basin, 9-6 0.40 SD 1B 9.5 3-9 2.3 Trib Area 6 4.7 8-10 0.60 SD 1A & 1B 18.3 SD 3B 12.7 SD 4A & 5A 11.0 Trib + RB 6 5.2 8-11 0.80 Trib Area 9 2.81 1-9 2.8 SD 3A & 3B 1 17.9 8-12 1.50 Trib + RB 9 3.21 1-10 0.8 1 5-2 1.0 SD 7A, 7-1 1.6 SD 813 7.20 1-11 2.0 Basin 3, 3-10 1.2 5-3 1.7 SD 713, 7-2 2.5 SD BA & 813 13.80 SD IC 5.6 SD 5B 2.7 !Monroe 8-13 1.49 SD 1D, 1-12 1.7 SD 4A, 5A & 5B 13.7 Basin 7, 7-3 0.3 Ave 60 8-14 2.24 SD 1C & ID 7.3 Ave 60 8-15 0.65 Basin 5, 5-4 0.4 Trib Area 7 4.1 SD 813 4.38 Basin 1, 1-13 2.6 Trib + RB 7 4.4 5138C -Comm, 8-1( 8.80 Retention Basin 4 not used Basin 8, 8-17 1.10 1 F_ Basin 10, 8-18 , 0.32 Retention Basin 1 Retention isin 2 Retention Basin 3 -Area-37 ' Retention Basin 4 & 5 Retention Basin 6 & 7 Retention Basin 8 Retention Basin 9 Offsite Trib �real 25.6 Trib Area 2 6.4 Trib 17.9 Trib Area 4 & 5 13.7 Tdb Area 6 & 7 8.8 Tdb Area 8 26.98 28.40 Trib Area 9 Trib + RB 9 2.81 3.21 Trib + RB 1 1 28.2 1 Trib + RB 2 1 8.0 1 Trib + RB 3 1 19.1 1 Trib + RB 5 14.1 Trib + RB 6&7 9.6 Trib+RB 8&10 Offsite DA Total Retention Basins 1,2,3,5,6&7 - Interconnected Acres Acres Acres Totals - Onsite Basin Tributary area Retention Basin Lots Onsite Drainage Area Offsite DrainageAreas 102.2 Trib Areas I thru 7 72.40 6.6 Retention Basin Lot Areas 6.60 108.8 Trib Areas 1 thru 7 + Ret Basins 1,2,3,5,6&7 79.00 9.3 118.1 =TAL - Project Drainage Areas Tract 32398 SUMMARY 4 - Retention Basin Control Elevations 17-Feb-06 (Used4nA.'lDes -._Cal&ul' P.9,and"ohistruction Plan 43 L L igi --tioi S Retention Basin Elevations Lowest Bldg Pad Catch Basin Freeboard (ft) Basin# Top Overflow WS100 Bottom Depth Elev Location CB# TC Max WS WS 100 to Overflow to DA# Pad CB TC wsI00 CB TC Pad min 1.0 min 1.5 xtra storg StFlood (min1.0) 1 423 421.76 419.10 415.5 3.60 423.1 SantaAna/Atascadero 5 /6 421.50 420.00 4.00 2.40 2.66 0.26 1.34 2 422 421.76 419.10 415.5 3.6 422.8 PasoRobles / Linda 21 /22 421.20 419.10 3.70 2.10 2.66 0.56 1.04 3 421-424 421.76 419.10 415.5 3.6 422.6 SanJose/Atascadero 27/28 420.90 419.10 3.50 1.80 2.66 0.86 0.84 4 na 421.76 419.10 _j See Basin 5 422.4 Santa Cruz 39/40 420.60 419.10 1 3.30 1.50 2.66 1.16 0.64 Retention Basin 4 not used 5 421-422 421.76 419.10 415.5 3.6 422.4 Linda / Santa Cruz 45/46 420.72 419.10 3.30 1.62 2.66 1.04 0.64 6 422 421.76 419.10 415.5 3.6 423.7 SanJoseNiaDiamonte 48A / 48B 422.60 419.96 4.60 3.50 2.66 -0.84 1.94 7 422 421.76 419.10 415.5 3.6 424.1 Atascadero 61 / 52 421.75 419.10 5.00 2.65 2.66 0.01 2.34 8 419-421 420.01 417.03 412.1 4.91 421.3 Ave 60 CB 63 418.70 417.03 4.27 1.67 2.98 1.31 1.29 SanJose/PasoRobles 55 /56 419.04 10 419.9 420.01 417.03 412.1 4.91 421.3 Ave 60 CB 63 418.70 417.03 4.27 1.67 2.98 1.31 1.29 9 425 424.50 423.92 422.0 1.92 427.2 Via Diamonte 64 428.03 1 425.26 1 3.28 1 3.44 0.58 3.53 2.70 Einer ency OVerfl6w Controls�'_- 9 a in jhru'�7 B S -1 Paso Robles; 0 utter flowl i 6e @:HPbe'iw66hiPhils6�Jhe lots 16 and,4�..,-- S a s in-. 8'& 10, AV6"60_?TutteF f16-vAne.Hi Pt, Tract,corner. @ basin-9 2--! 'dF e swa fl" " I d.6a' 6,b-ding -below adjaceht,TC; of.A `!_r-ofXot-NiVw_- aa"d '�'Wg owihe sin ve Linda@ NE Come M 7; 4 W� aw 100--y-r--Wa-t'e-rSUffff-cd-(��slOO)-C6-ntr-ols-----i---�-- A-_777777- Basins 1, ffiru.7 -'Interc6nnected'-'t,l.'50,ft,freebo"'aed-be-16'w �treet--TblS of Cjrb at,CB 39 /,40--: �'B�96�s o '7 1 at6r-c-6-nnec -:-1.-67 _fF_ _AV_W60T6_P at Od �ft e6boara t5el&W -�C B# 63 _L_7;,� -v�Arbi ran y�'set-' ottom-.1 s eatestWS100 deptfi ;�Belo�'Ovefflo= W r - B 6 S i 9,, W, -420.01 _419.10 417. -03" .92 Tract 32398 Summary 5A - Retention Basins 1 Thru 7 - Available Storage - Depth / Volume Data 20-Feb-06 (Used in Retention Basin Flood Hydrograph Calculatio Retention Basin I I Retention Basin Retention Basin 3 Elev Area AvgArea h I Vol Cum Vol I Area AvqAreal h I Vol Cum Vol Area AvgAr a h Vol Cum Vol (Ac) (Ac) (ft)l (AcIft /ft) (AcIft) (Ac) (Ac) (ft) (Ac/ft /ft) (AcIft) (Ac) (Ac) (11) (Ac/ft Ift) (Ac/ft) 2.390 1 2.390 423 2.17 1 12.569 12.740 7.049 2.105 1 1 2.105 1.690 1 1.690 422 2.04 1 64 2.040 5_.a59 0.770. 3.249 421.76 1.975 1 1.975 f�9-990 1.270 1 1.270 C5.05-4-1 0.720 1 0.720 1 -3.076 OvfI 421 1.91 8.489 1.340 4.089 0.670 2.529 1.840 1 1.840 1.135 1 1.135 0.625 1 0.625 420 1.77 6.649 1.200 2.954 0.580 1.904 1.705 1 1.705 - 1 1.005 1 1.005 - 0.540 1 0.540 /-- 419 1.64 CT-944 A 1.070 1.942) 0.500 r-1.364) wsloo 1.575 1 1.575 ---- ' 1 0.870 1 1 -b.870 1 0.465 1 0.465- 418 1.51 3.369 0.940 1.079 0.4301 2.8997 0 rO.499 417 416 1.38 1.25 1.445 1.315 1 1 1.445 1 1.315 1 1.924 0.609 0.800 0.420 0.610 0.375 1 1 0.610 0.375 0.469 0.094 0.370 0.320 0.400 0.345 1 1 0.400 0.349 0.154 415.5 1.19 1.218 *5 0609 0.000 0.3751 1 0.188 .0.5 0.094 1 1 0.000 - 10.295 0.308-1- -0.5 0.154 1 0.000 Bottom 415 1.15 na- 0.5 - 043301 na 10.51 1 10.270 0.5 - Retention Basin 6 Retention Basin 7 Elev Area (Ac) AvgArea (Ac) h Lft) Vol (Acift Ift) Cum Vol (Ac/ft) Area (Ac) AvqAre (Ac) h jftj Vol (AcIft /ft) Cum Vol (Ac/ft) Area (Ac) AvqArea (Ac) h (ft) Vol (AcIft Ift) I Cum Vol (AcIft) 422 421.76 421 420 0.29 0.2 - 5 0.22 0.270 0.235 1 1 0.270 0.235 1 1A93 1.128 0.923 - .688) 0.380 0.350 0.190 0.365 1 1 1 - 0.190 0.365 1.786 1.741 1.596 0.230 0.200 0.115 1 0.215 1 1 0.115 0.2 5 0.968 0.940 0.853 Ovflw 419.1 419 418 417 416 415.5 0.19 OA6 0.13 0.10 0.09 0.205 0.175 0.145 0. il 5 0.095_ 1 1 1 1 0. 1 0.205 I 0.175 0.145 0.115 0.048 'O-W3-- 0.308 - 0.163 0.048 0.000 §10.190f -0.310 0.280 0.250 0.220 0.205 0.330 0.295 0.265 0.235 - 0.213 1 -1 1 1 1 1 1 1 1 - 0-5 - -T-330 - 0.295 0.265 0.235 0.106 -D'9-0 1 0.606 0. 341 0.106- ----6.0-95 0.000 0.170 0.150 10. 120 -6 1-00 0.090 0.185 0.160 0.135 0.110 - 1 1 1 1 - 0-5 0.185 0.160 35 0.110 7-04 -8 0.453 FO. 4 0.537 0.293 293 0.158 0.046-- 0.06'0- WS100 Bottom 415,] 0.08 n a 0.5 -na 1-05-1 0.0801 na 0-5 TOTALS - RB 1 thru 7 Overflow WS100 Bottom For Required Storage, see Summary 6 - 3 hr Storm Elev I Depth SurfArea Storage - Cum Vol 00 1 (ft) (Ac) Available Required (Ac/ft) (Ac/ft) 422 14-0 -TT-018 421.76 5.054 21 . 928 421 4.70 18.478 5 .270 420 4.320 14-063 4 12.078 419.10 3.60 10.585 10.585 419 3.880 1 FO 9-3 - 3 8.323 418 -55-3 2 1 1 5.053 417 3.050 3.553 1 2.305 1.058 --F2-40--0.000 415.5 0 0.000 Tract 32398 Summary 5B - Retention Basins 8 Thru 10 - Available Stora-ge - Depth / Volume Data AUsed in Retention Basin Flood Hydrogr.aph Calculations Retention Basin 8 Retention Basin 10 Totals - Basins 8 & 10 Elev Area AvgArea h Vol Cum Voll Area AvgArea h Vol Cum Vol Depth SurfArea Storage - Cum Vol (Ac) (Ac) (ft) (Ac/ft Ift) (Ac/ft) (Ac) (Ac) (ft) (Ac/ft /ft) (Ac/ft) (ft) (Ac) Available Required (Actft) (Ac/ft) 420.01 1.022 .489 0.218 r1.020) 7.89 7.509 Ovfl 0.992 1 0.992 �� 0.210 1 0.210 ` 1.202 419 0.962 5.497 0.203 0.810 6.88 6.307 0.933 1 0.933 0.189 1 0.189 1.122 418 0.904 4.564 0.174 0.621 -5.88 5.185 417.03 0.873 1 0.873 1 0.161 1 0.161 4.91 1.034 4.149 4.149 WS100 417 0.842 (3.691-,.-,' 0.147 .461 4.88 4.152 0796 1 0.796 - 0.134 1 0.134 \�� 0.930 416 0.750 2.895 0.121 0.327 3.88 3.222 0.723 1 0.723 0.109 1 0.109 0.832 415 0.696 2.172 0.096 0.218 2.88 2.390 0.673 1 0.673 0.085 1 0.085 0.758 414 0.649 1.500 0.074 0.133 1.88 1.633 0.622 1 0. 22 1 0.064 1 0.064 0.685 413 0 * 594 0.878 0.053 0.070 0.9 I 0.948 412.121 0.488 0.9 0-439 0.439 0.03 .035 0.035 0 0.900 0.000 Bottom 4 2 1 0.490 1 - 0.033. I - _ Elev Retention Basin 9 Totals. - Basin 9 Area AvgArea h Vol Cum Vol Depth Storage - Cumulative Vol (Ac) (Ac) (ft) (Ac/ft /ft) (Ac/ft) (ft) Available Required - (Ac/ft) (Ac/ft) 426 0.220 1.034 4 0.281 1 0.281 425 0.341 0.754 3 1 424.50 0.306 1 0.306 Overflow 424 0.270 2 423.94 S423 0.247 1 0.247 1.94 -0.429 0.429 WS100 0.223 0.202 1 '7. 3072') 0.202 1 0.202 422 0.180 0.000 0 0.000 0.000 Bottom 0 61 421 , 0.141 na 'Foi -kequiir�&Stb !§6nj rag iTiajy6-'-.0e, --For-Bieiri-s-fthru 7'�-Sie Tab'7j-:Flood Routin i tir StorrriW 7- ��z-,--,�'ForBi�in8,&�lO�Reo-Ui�edsor--' t -agevo-lurn --'Si&-,T�b'8,'FI6'od'R6Ljtirig!�'3hi.Stor-m-.,.-- t A ��'Ooigasin"9,Re iredgiorag-i-7 ;ib7§;�F-1 6d,Routi�g-; T "x - CfO vo 0� Iiii,'Storm I 20-Feb-06 Tract 32398 Surnmary Six Retention Basins - Required Storage Comparative Data (H� g4e�tt�V.I!�esU!§eo'!n.RO!60tionBos�P41z!pg,'I iz Retention Basin 1 thru 7 - Interconnected Storm lOverflow Depthl Storage Empty I Elevation F4 .76 (ft) I (AcFt) 2 _�l (hr) Water depth in Retention Basin 6.26 Ft Poststm Storage at Overflow Elevation 21.93 A.1jt 3.6 1 10.585 36.4 Extra Storage -above WS 100 1 11.34 AcFt 2.81 8.6 33.2 Maximum Water Surface Elev r �4191 0 2.62 7.9 32 Bottom Elevation �41550 1.64 4.6 20.5 Storm I Peak Inflow 106yr Duratnj Time Q in DepthJWS/HGL Max WSJ Time (hr) I (hr) (cfs) (11) 1 Elev Elev (hr) peakQ (min) peakWS 0.9 363 2.5 418-00 419.10 1.33 3 2.7 129 2.26 417.76 418.3 11 3.2 6 5.5 - 2.18 417.68 418.12 6 t14 24 1 13.5 1-8 54 417.14 15.7 Retention Basin 8 and 10 - Interconnected Storm I Peak Inflow 10 yr Storm loverflow I Elevation Water depth in Retention Basin Ft Storage at Overflow Elevation 6.55 Acgt Extra Storage -above WS 100 1 2.75 �ct Maximum Water Surface Elev C �1703 Bottom Elevation Duratin T-im-e-FQ in- Depth WS/HGL Max WS Time Deoth I Sfoxaae Emr)tv (hr) __(hr) Us) an Elev Elev (hr) (it) I (AcF-tY thrl peak peakw PostSt7; 0.9 122 7-.66 415.78 416.74 1.25 _-P _3 __T7_ --60-6- __4 _14- -7-16 3 2-6 3.2 4.91 1 6 5.5 .40 416.99 6 __�_.87 4.11 38.7 13.6 Z.b4 1 414.66 41 16.3 J. 14 2.96 1 26.7 Retention Basin 9 Storm I Peak Inflow 1 00yr Storm Overflow Elevation Water depth in Retention Basin 2.50 Ft Storage at Overflow Elevation 0.60 AcFi Extra Storage -above WS 100 1 0.17 AcF,1 Maximum Water Surface Elev E�_ 423.92 Bottom Elevation r -4 2-2. 0-07 1 Duratn Time Q in - DepthlWSIHGL Max WS Time Depth Storage EmptV (hr) (hr) lcfs) (ft) I Elev Elev (hr) (it) (AcFt) (hr) peakQ (min) peakWS Poststm .92 13.32 1.24 423.24 _ 423.65 1.25 _ 1,65 0.362 112.6 _38- 3 1.56 423.56 423.92 _7_17 -79-2 --C- .429 14 6 5.5 - 4.38 1.33 423.33 423-61 6 1.. 0.352 25 ]�24] �N 13.5 .64 .07 �23 07 f23.52 16 5612 0.33 6 Total:Requlred P �ak �jultlyrjl Storm Storage T� '116.1163�VMFG, torage @WakA00yr 6 ke S Water'Surface:'�i Elevil: 15:163`i V-A'C'Ft," Tota[Aetentibn S orage @,OVerfli I t W6ier,.S6oi�e be'�Vs,,:, 6 Si6 k.08 ta Xc�Flt,, a t F6ctor'.Stoia�i,B6tW66nMaii��13,i-,in'nRtf.lr;�i-W.f.,. '_ii 15-Feb-06 Tract 32398 Summa!y 7 -Street Flow Capacities Majoi Streets - Monroe St and Ave 60 Flood'na -ve -0 St Slope 0.5 Yo Ce T Depth I Width Q Cap I Veloc (ft) (ft) 1/2 St (Cfs) (f PS) Two 12 ft Lns Open 0.30 9.8 1.1 1.3 Max Reqrd Q100 0.53 20.0 9.5 2.3 12 ft Lane Open 0.60 1 23.5 18.4 2.5 Top of 8 in Curb 0.67 25.5 19.1 2.8 55 ft ROW 0.91 46.0 52.7 34 55 ft C/L to ROW, 43 ft C/L to cf, 34 ft cf to median curb, 12 ft Parkway, 35 or 40 ft Landscaped trail,.8 in vertical curb, Min St slope = 0.5%, 2% cross-slope, n = 0.015 , Wedge Curb Residential Sts Flooding . StSlope0.5% StSlopeO.75% Stslopel.0% Level'to Depth Width- Q Cap I Veloc Q Cap I Veloc Q Cap I Veloc (ft) (ft) 1/2 St 1/2 St 1/2 St- - (Cfs) (fps) (Cfs) (fps) (cfs) (f PS) St Crown 0.44 17.1 5.19 1.7 - 6.19 2.1 7.33 2.4 Top Curb 0.50 17.5 8.23 2.0 10.14 2.4 11.60 2.8 Bk 10 ft Wlk/PUE. 0.60 22.5 13.44 2.0 16.46 2.7 19-00 3.1 Max Reqrd Q100 1 1 Location on ISan .13.26 Jose near CB53/54 (St slope 0.77% __F All Local Sts have 6in x 3ft Wedge Curb, 2% cross slope, 32 ft cf/cf, 35 ft ROW/ROW, 45 ft PUE/PLIE, Min St slope = 0..5%, n = 0.020 (per City) Tract 32398 Mds 93100 Summary 8A - Catch Basin Capacit I CB Capacity - water surface at T—C.in Lo Pt (sag) Design Reference 6 in. Curb face 8 in. Curb face w=4ft W=6ft W=4ft. W=6ft (cfs/LF) (Cfs) (Cfs) (cfs/LF) (Cfs) (cfs) BPR norno 1073.03 2.3 9.2 13.8 3 12 18 USDOT HEC12 EQ. 2.4 9.6-- 14.4 3.1 12.4 18.6 Max Required Caoacity CB 53/54, 9.9 CB 63 -13.15 Tract 32398 Summary 8B - Catch Basin Design Data and Results Curb Inlet Typical Data At Street Lo Pt (Sag) except as shown below 4 ft wide except as shown Opening height is 9 in. for 6 in. curb, 11 in. for 8 in. curb Lateral diameter is 18 inch except as noted Curb Inlet I Q10 Qloo Q cap Width C13 TC -elev CBlnvrt CBDepth CBws100 CBFreebd (CB #) (cfs) (cfs) (cfs) (11) elev V M elev N (Sag-6"cf) j(TC-1nv) (TC-ws100) Begin Phase 1 SD 2A f9 0.9 1.6 1 9.2 1 1 -Z21 'An 1 414.67 6.6 419.33 1.97 20 0.9 1.6 9.2 42 .30 1 417.35 3.9 419.33 1.97 21 1.4 2.3 9.2 .6 419.10 2.12 22 11.� _2.2 9.2 __j 421.22 409.20 12.0 -19 1-0 -2.12 SD 3A 23 1-.5 2.5 9.2 4TT2.72 1 417 419.95 2.77 24 1.2 2.0 9.2 422.72 417.10 -5.6 5.6 419.95 2.77 25 3.7 6.2 9.2 422.78 416.46 6.3 419.6�- 3.12 26 3.7 6.2 9.2 422.78 415.35 7.4 419-10 3.68 SD 313 - 27 2.0 3.4 9.T- 420.95 410.90 1 10.1 41910 1.85 28 7 1.9 3.3 9.2 420.95 412.70 8.3 419'.10 1.85 29 5.8 9.8 13.8 6 421.79 417.80 4.0 419.5 2.29 30 5.8 9.8 13.8 6 421.79 415.40 6.4 419.5 2.29 31 4.9 8.3 9.2 421.56 417.50 4.1 419.10 2.46 32 4.9 8.3 9.2 421.55 1 415.40. 6.2 419.10 2.45 SD 5A - 43 1.1 1.8 9.2 421.34 415.35 6.0 ---4-1910 2.24 44 1.1 1.8 9.2 421.34 417.35 4-0 -419.10 2.24 45 1.8 3.1 9.2 420.72 E3. 415.12 5,6 5.6 419.10 1.62 46 -6 1.8 1 9.2 420.72 416.72 .0 4.0 419.10 -1.62 TD 47A 3.6 6.1 9.2 421.75 414.80 9j 06 419.10 2.65 47B 3.6 6.1 9 2 421.75 415.00 6.8 419.10 419.96 2.65 48A 0.6 1.0 9.2 422.60 416.80 5.8- 2.64 8 48B =7 0.7 9-2 422.60 414.80 - T-8 ---Z 19 5-0 3.10 49 1.7 2.8 9.2 422.10 415.10 7.0 419.10 3.00 50 50 1.2 2.0 .0 9.2 422.10 1 4 T4--88 7.2 419.10 3.00 SD 51 2.2 3.8 9.2 421.52 414.60 6.9 419.10 2.42 52 2.2 1 3.8 1 9.2 421.52 1 .415.05 6.5 419.10 2.42 SD 8A 53 5.8 9.9 13.8 6 419.73 415.23 -T1 4.5 417.57 2.16 54 5.8 9.9 13.8--6 9 7-3 -713 0-0 6-7 -�-17-.57 2-16 55 1.1 1.8 9.2 419-00 412.40 6-6 -417 .76 1.24 56 -B -95 1.1 1.8 9.2 419-00 41 �. -00 4-0 ---�j 7 76 1.24 8 57 3-8 6-4 9.2 -T1 9 5-8 -T1 -T1 5 5-8 -4.0 - 418.05 1.53 58 38 64 92 9 5-8 -413.80 5.8 418.05 1.53 59 1 7 28 92 58 -T1 Z1-5 5-8 4-0 - 417.61 1.97 60 1.7 2.8 9-2 9 5-8 -T1-3 4-6 6-1 -7-17-.61 1-97 1 7 29 92 '�l 9 82 �15 80 4-0 -7 1-7 1 -0 2.72 661 2 1.7 2.9 9.2 419.82 412.86 7.0 41710 2.72 3D 8D (8 In curb face) 63 13 7.4 1-.2 1 18 1 6 418.70 414.70 0 417.10 1.60 SD 913 (8 in cu- b face) 64-no sag 1.5 2.5 3.5 4 -7280-3 424.03 424.08 423.54 422.42 4.0 425.26 2.77 65 3.2 5-5 12 428.08 4-0 425.86 2.22 L0 sag 1.5 - 2.5 3.5 4 - 427.54 4.0 424.46 3.08 67 2.4 4-1 1-2 426.42 4-0 --T24- .14 2.28 End Phase 1 1 Tract 32398 Summary 8B - Catch Basin Design Data and Results Curb Inlet Typical Data At St Lo Pt (Sag) except as shown 4 ft wide except as shown Opening height is 9 in. for 6 in. curb, 11 in. for 8 in. curb Lateral diameter is 18 inch except as noted Curb Inlet 010 Q100 0 cap Width CB TC C13 InyA CB Depthl CB wsl 00 CB Freebd (CB #) _ (cfs) (cfs) (cfs) (ft) elev _L elev V (ftl Piow M (Sag-6"cf) (TC-Inv) (TC-wsloo) Begin Ma-sg -2 �ay be revised with Phase 2 Submittal SD 1A T- 4.3 7.4 9.2 All 4 ft 422.16 418.16 4.0 2 - 4.3 7.4 9.2 422.16 418.16 4.0 3 - T-2-- 5-5 9-2 421.71 417.71 4.0 4 T9 5.5 9-2 421.71 417.71 4.0 513 1B 5A 3.1 5.4 9.2 -T2 3 1-3 ---� 19 1-3 4-0 5 3.2 -T2- 5.5 9-2 �92 -'�2-120 --4717-20 4-0 6 5-5 421.20 417.20 4.0 7 Y1 5.4 9.2 421-19 417.19 4.0 8 3.1 5.3 9.2 421 1-9 -Tj 7 1-9 -4- SD1C .0 - 9 2.9 5.0 9.2 22 42 70 417.70 4.0 10 2.9 M1.9 5.0 9!2 W1. 421 7f) A47 7A 4 A A 4 11 3.2 9. 9.2 421 .0 4 12 1.9 3.2 00 .0 4-0 M4 SD 1D 13 1 6 8E. 10 0 14 TD 2B -�o 1.6 2.7 1 E 2 0 1 O�418. 10 4�� .10 1�84.0 15 16 SD 4A - 2 1 3.7 1 il.2 421 33 - :T4-- 3.0 2.9 5.1 5.0 9-2 9.2 421-11 421 Tj- 417.11 --417 1-1 4.0 4.0 35 36 37 38 39 40 SD 513 2.0 3-4 -9.2 2.0 3.4 9.2 2.0 3.4 9.2 2.0 3.4 9.2 2.0 3.5 9.2 2.0 3.4 9.2 421 2-0 --�17 2-0 4.0 421.20 4-17.2-0. 4.0 4217YO- -417.30 4.0 4 -- 30 _jj21.30 417 3 � 4*0 0�40 1 0 2 1,4�40 4 .0 420. LL 41 . 0JH .0 _6E40 4.0 41 1.7 :1�� i :�i] 16.98 4.0 42 1.7 3.0 92 A" QQ A4C no nd Phase 2 A B C D E F G H I J K L M N 0 1 P 1 Summary 9 - Tract 32398 -Nuisance Water Disposal - Sand Filter / Maxwell S Y stems 1 -Mar-Ub 2 3 4 F-5-1 6 Number of Sand Filters, and Number and Length of Percolation Fields Per Retention Basin 8 NWD SD Line Trib Area Res Landscaping wellsite Total SandFilter Required Perc Line Required 9 ID# Hs Eqv Hs Eqv Hs Hs Calc Use Reg Cap Calc Length Use 10 No. No. (Ac) No. -1 (SO No. No. No. (ea) (cfs) (LF) a (LF) LF)/ea 11 count (F / 2000) .(ea) (1/40) (Kxl37gph) (lxl.9) _(2j (K) (M/N) _L 12 13 1 1A&1B 1-1 thru 1-8 18.3 82 19,500 9.8 122 214 5.3 6 1 0.03205 406 6 79.7 80 14 1C&1D 1-9 thru 1-12 7.3 38 38 1.0 mer e systems 72 15 16 2 2A & 213 DA 2 6.4 23 52,200 26.1 0 49 1.2 2 0.01018 93 2 46.6 50 17 18 3a 3A 3-1,3-2 5.2 27 27 0.7 1 0.00509 51 1 51.3 55 19 3b 313 3-3 thru 3-9 12.7 58 18,900 9.5 0 67 1.7 2 0.01018 128 2 1 64.1 65 20 1 21 5 4A & 5A DA 4 & 5 13.7 68 20,000 10.0 0 78 2.0 2 0.01146 148 2 85.5 85 22 713 7-2 2.5 12 0 12 0.3 23 23 1 24 6 6A, 6B, & 6C DA 6 4.7 22 21,600 10.8 0 33 0.8 1 0.00418 62 1 76.6 80 25 7 7A 7-1 1.6 0 15,000 7.5 0 8 0.2 merge systems 14 26 27 8 8A, 13, C & D 8-1 thru 8-16 27.0 60 101,900 51.0 0 i'll 2.8 3 0.01528 211 3 70.3 75 28 29 9 9A & 9B 9-1,thru 9-5 2.8 0 69,800 34.9 122 157 3.9 4 0.02037 298 4 74.5 75 30 390 1 1 31 Totals 102.2 390.0 159 244 793 21 1508 21 1540 32 1 House 3.43 gph, = 2000 sf of Landscaping, = 1.9 LF of Percolation Chamber in sandy soil (Perc; tests show high perc) 1 Sand Filter = 137 gph, = 40 houses 1 Pump site = 417 gph, = 122 houses Combine Nuisance Water Systems in each Basin to equalize use. 33 34 35 37 2/22/2006 Talb (0 Appendi*x A Retention Basin Hydroloi Unit Hydrographs and Flood Routing for 100 Year / 1, 3, 6, & 24 hr design storms Basins 1 thru 7 - Connected Basi ns 8 -and 10 -* Connected Basin 9 Tract No. 32398 Tic, in. d,*f:, r o g r a p h A n a y s S" Copyright (C) CIVILCADD/CIVILDESIGN, 1989 2004, Version*7.0 Study date 02/16/06 File: 63100'RB91hruhlioo.out Riverside County 'Synthetic'Unit Hydrology Method RCFC & WCD Manual date - April 1978. Program License Serial Number 4082 English (in-lb) Input-Units Used English.Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------------------- L ---------------------------------- to N B d ry.,: Tract'32398 Mds 63100 Monroe St Trib File 63100RB'§1hruh -------------------------------------------------------------------- Drainage Area 4.06'( . Ac.') 0.006 Sq. Mi. Drainage Area for Depth-AreaAreal Adjustment 4.06(Ac.) 0.006 S6". Mi Length along longest watercourse = ' 1420.00(Ft.) I Length along longest watercourse measured to centroid = 71-0.00(Ft.1) Length along longest watercourse 0.269 Mi. Length along longest watercourse measured to centroid = 0.134 Mi. Difference in elevation = 4.00(Ft.) Slope along watercourse = 14.8732 Ft./Mi. Average Manning's IN' =,0.015 Lag time = -0.061 Hr. Lag time = 3.66 Min. 25% of lag time = .0.92 Min. 40% of lag time = 1.47 Min. Unit-time 5.00 Min. Duration of storm — 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)'[2) Weighting[1*21 4.06 0.50 2.03 100 YEAR Area 'rainfall data: .Area (Ac. Rainfall(In)[21 Weightii!g[1*2]' 4.06 1.40 5.69 STORM EVENT (YEAR) 100.00 Area Averaged 2-Year Rainfall = . 0.500(In) Area Averaged 100-Year Rainfall = 1.400(In) Point rain (area averaged) 1.,400(In) Areal adjustment factor 100.0o Adjusted average point rain 1.400(In) Sub.-Area Data: Area(Ac.) Runoff Index 'Impervious.% 3.160 S6.00 0.600 0.400 58.00 0 * 100 O.SO2 74.0.0 0.500 Total Area Entered 4.06(Ac.) RI RI. Infil. Rate Impervious AMC2 AMC-2 (In�Hr) (Dec.%) 56.0 56.0 0.511 0.600 58.0 58.0 0.490 0.100 74.0 74.0 0.315 O.SOO Adj. Infil. Rate Area% F (In/Hr) (Dec.) (In/Hr) 0.23S 0.778 0.*183 0.44G 0.098 0.044 0.173 0.-124 0.021 .q,"" f 'i Area averaged mean Oill loss.(F) (In/Hr) so 0.2,48 'k 0 i Minimum sbil'loss rate ((In/Hr)) 0.124 (for 24 hour storm duration) Soil low lossrate (decimal) 0.460 Slope-of ------------------------ intensity-duration curve for a'l hour storm =0_5800 ------------------------------------------- U'n i t H y d r 0 g r a p h ------------------------------------------------------- VALLEY S-Curve ---------------- ------------------------------------------------------- ---------------- Unit Hydrograph Data Unit time period Time % of lag bistribution -Unit Hydro'graph (hks) Graph % (CFS) 1 0.083 136.498 29.764 1.218 2 . 0.167 272.997 4�7 .927 1.962 3 .0.250 409.495 12.040 0.493 4 0.333 545-993 5.327 0.218 5 0.417 682.492 2.883 0.118 6 0.500 818.990 2.059 0.084 ------------------------------------------------------------ Sum 100.000 Sum= 4.094 lit Time Pattern Storm Rain Loss r'ate(In-./Hr) 7 Effective .(Hr..) Percent- (In/Hr). Max Low (In/Hr) L '0.08 3.60 0.605 0.248 --- I 0.,36 0.17 4.20 .0.706 0.248 --- 0.46 0.25 4.40 0.739 0.248 --- 0.49 L 0.33 4.60 0.773 0.248 --- 0.52 0.42. 5'.00 0.840 0.248 --- O.S9 0.5.0 5.60 0.941 0.248 0.69 7 0.58 6.40 1.075 0.248 --- 0.83 3 0.67 8.10 1.361' 0.248 --- 1.11 0.75 13.10 2.201 0.248 1.95 0.83 34.50 5.796 0.248 --- 5*.55 L 0.92 6.70 1.126 0.248 --- 0.88 1.00 3.80 0.638 0.248 0.39 Sum 1 o b o Flood . volume Effective rainfall Sum 1.15(In) 13.8 times area 4.1(Ac.)/[(In)/(Ft.)] 0-.4(Ac.Ft) Total soil loss = 0.25(In) Total doil-loss = .0.084(Ac.'Ft). Total rainfall 1 ' '40(In) Flood volume 16983..6 Cubic Fe6t* total soil loss 3658.8 Cubic Feet Peak flow rate of thi.s hydrograph." 13.321(CFS) ................................. .................................... IQ I H 0 U R S T 0 R M V I R u n o f f H y d r 0 g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) ------------------------------------------------------------------------ volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20!0 0+ 5 0.0030 0.43 Q 0+10 0.0117 1.26 IVQ 0+15 0.0232 1.67 VQ 0+20 0.0363 1.91 Q 0+25 0.0510 2.14 QV 0+30 0.0679 2.46 Q v 0+35 0.0877 2.87 Q V 0+40 0.1122 3.S5 I Q IV 0+4S 0.1482 5.24 Q V 0+50 0.2272 11.46 QV 1+ 0 0.3572 5.56 1+ 5 0.3760 2.73 Q IQ I V I 1+10 0.3843 1.20 Q V I 1+15 0.3888 0.66 IQ V I 1+20. 0.3897 0.12 Q VI V1 FLOOD HYDROGRAP'H ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN,. 1989 2004 Study date: 02/16/06 Tract.32398 - Mds 63100 - Ave 60-@ Monroe' Retention-Basin.9 --Trib to N Bdry 100yr /, 1 hr vile-6310ORB91hrFld --------------- ---------------------- ---------------------------- Program 1-Jicense Serial Number 4082 --------------------------------------------- --------------------- HYDROGRAPH INFORMATION From study/file name: 6310ORB91hruhlloo.rte *HYDROGRAPH DATA* Number of intervals =, Time interval = 5.'0 Maximum/Peak flow rate Total volume = 0 Status of hydrographs being Stream 1 Stre--4- �17 (Min.) 13.321 (CFS) .390 (Ac.Ft) held in storage 1) a+- -Leam Stream 4 Stream 51 Peak (CFS) 0.000 0.000 0.000 0.0*00 0.0,00 Vol (Ac.Ft) 0.00,0. 0.000 ..0.000 0.000 o.boo- ............................ .................................... 11 ..... Process from Point/Station 9-,100 to Point/Station '.9.600 RETENTION-BASIN-ROUTING User entry of depth-outflow-storage data' Total number of inflow hydrogriaph intervals 17 Hydrograph time unit.= 5.000 (Min.). Initial depth in storage basin O-OO(Ft.) Initial basin depth 0.100 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow' = 0-.00 (CFS) Depth vs. Storage and Depth vs * Discharge data: Basin Depth Storage Outflow (S--;O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft). (CFES) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.202 0.450 0.200 0.204 .2.000. 0.448 0.540 0.446 0.450 3.000 0.754 0.690 0.752. 0.756 ----------------------------------------------------- Hydrograph.Retention Basin Routing ------------------------------------------------------ Graph values: 'I'= unit inflow; '0'=Outflow at time shown .000 ime Inf low outf low Storage ------------------- 2.73 CHours) 0.349 (CFS) (CFS) (Ac.Ft).O 3.3 6.66 Depth 0.359 JOI .583 0.00 0.50 0.351 9.99 13.32 (Ft.) 0.083 0.00 0.43 0.00 0.001 01 0.00 0.167 0.344 1.26 0.02 0.007 0 1 0.01 0.250 .917 1.67 0.04 0.017 0 0.04 0.333 0.50 1.91. 0.06 0.029 0 0.08 0.417 1'0 2.14 0.09 0.042 0 0.14 0.500 0.00 2.46 0.13 0.058 0 0.21 O-S83 0.320 2 . 87' 0.17 0.075 0 0 . 2*8 0.667 .500 3.55 0.21 0.096 0 0.37 .0.750 0.49 5.24 0.28 0.124 0 0.49 0.306 0.47 01.833 0.00 11.46 0.40 0.179 0 0.00 0.49 0.62 10 .917 0.00 0.48 0.296 10 0.89 .000 .5-.56 0.49 0.323 10 .083 2.73 0.50 0.349 10 .167 1.20 0.51 0.359 JOI .333 0.12 -6-51 �0.361 7 .417 0.03 0.51 0.358 10 .500 0.00 0.51 0.354 1'0 .583 0.00 0.50 0.351 10 .667 0.00 O.SO 0.347 10 .7SO 0.00 0.50 0.344 10 .833 0.00 0.50 0.341 10 .917 0.00 0.50 0.-337 10- .000 0.00 0.50 .0.334 1'0 .083 0.00 0.50 0.330 1'0 .167 0.00 0.50 0.327 1'0 .250 0.00 0.49 0.323 .0 1 .333 0.00 0.49 0.320 10 .417 0.00 0.49 0.317 10 .500 0.00 0.49 0.313 10 .583 0.00 0.49 0.310 10 .667 0.00 0.49 0.306 10 .750 0.00 0.49. 0.303 10 .833 0.00 0.49 0.300 10 .917 0.00 0.48 0.296 10 .000 0.00 0.48 0.293 10 .083 0.00 0.48 0.290 10 .167 0.00 0.48 0.286 fO .250 0.00 0.48 0.283 10 .333 0.00 0.48 0.280 10 .417 0.00 0.48 0.277 10 .500 .0' * 00 0.48 0.273 10 .583 0.00 0.47 0.270 10 ,667 0.00 0.47 0.267 10 .750 0.00 0.47 0.263 10 .833 0.00 0.47 0.260 10 1.49 1.60 1.64 1.65 1.63 1.62 1.61 1.59 1.58 1.56 1.55 1.54 1.52 1.51 1.49 1.48 1.47 1.45 1.44 1.42 1.41 1.40 1.38 1.37 1.36 1.34 1.33 1.32 1.30 1.29 l.'28 1.26 1.25 1.24 Lme Inflow outflow Storage- :)urs) (CFS) (CFS) (Ac.Ft).O .917 0.00 0.47 0.257 1*0 .000 0.00 0.47 0.254 Io .083 0.00 0.47 0.251 Io .167 0.00 0.47 0.247 Jo .250 0.00 0.47 0.244 jO .333 0.00 0.46 0.241- 10 .417 0.00 0.46 0.238 J.'O .500 '0.00 0.46 0.235 10 .583 0.100 0.46 0.231 2*0 .667 0.00 0.46. 0.228 10 .750 0.00 0.46 0.225 10 .833 0.00 0.46 0.222 Jo .917 0.00 0.46 0.215 To .000 0.00 0.45 0.216 Io .083 0..00 0.45 0'.212 10 .167 0.00 0.45 0.209 JO, .250 0.00 0.45 0.206 10 .333 0..*00 0.45 0.203 Jo .417 0.00 0.45 0.200' JO .500 .0.00 0.44 0.197 10 .583 0.00 0.43 0.194 Jo .667 0.00 0.43 0.191, Io .750 0.00 0.42 -0.188 10 .833 0.00 0.41 0.185 0 .'917 0.00 01.41 0.182 0 .000 0.00 0.40 0.180 0 .083. 0'.00 0.39 0.177 0 .167 0.00 0.39 0.174 0 .250 0.00 0.38 0.172 0 .333 0.00 0.38 0.169 0 .417 0.00 0.37 0.166 0 .500 0.00 0.37 0.164 0 .583 0.00 0.36 0.161 0 .667 0.00 0.35 0.159 0 .750 0.00 0.35 0.156 0 .833 0.00 0.34 0.154 0 .917 0.00 0.34 0.152 0 .000 0.00 0.33 0.149 0 .083 0.00 0.33 0.147 0 .167 0.00 0.32 '0.145 0 .250 0. ' 00 0.32 0.143 0 .333 0.00 0.31 0.141 0 .4.17 0.00 0.31 0.138 0 .500 0.00 0.30 0.136 0 .583 0.00 0.30 0.134 0 .667 0.00 0.29 0.132 0 .750 0.00 .0.29 0.130 0 .833 0.00 0.29 0.128 0 .91.7 0.00 0.28 0.126 0 .000 0.00 0.28 0.124 0 .083 0.00 0.27 0.122 0 .167 0.00 0.27 0.121 0 3.3 6.66 9.99 Depth 13.32.(Ftl�.) 11.22 1,21 11. 20 1�18 11 * 17 11 16 i [is 1.t 13 1 -12 1 11 1109 1108 1107 1106 11104 11103 1102 1!100 0 .199 0198 0.� 96 0 1'95 0 93 0192 0 i 9.0 0189 0188 0186 01 1 85 0.[ 84 0182 0 81 0 80 0.179 0 177 0 1 76 0 75 0 74 01173 0172 0.! 71 01170 0 i 69 0167 0! 66 01 6S 0164 0163 0162 0162 0 6 1 0 6 0 Time , Inflow 6utflow Storage (Hours) (CFS) (CFS) (Ac.Ft).() 8.2SO 0.60 0.26 0.119 0 8.333 O.Oo 0.26 0.117 0 8.417 O.oO 0.26 0.115 0 8.SOO 0.00 0.2S 0.113 0 8.583 0.00 0.2S 0.112 0 8.667 0.00 0.24 0.11b o 8.750 .0.00 .0.24 0.108 0 8.833 0.00 0.24 0.107 0 8.917 0.00 0.23 0.10S 0 9.000 0.00 0.23 0.103 0 9.083 0.00. 0.23 0.102 0 9.167 0.00 0.2'2 0.100 .0 9.250 0.00 0.22 0.09,9 0 9.333 0.00 0.22 0.097 0 9.417 0.00 0.21 0.096 0 9.500 0.00 0.21 0.094 0 9-S83 0.00 0.21 0-.093 0 9.667 0.00 0.20 0.091 0 9.750 0.00 0.20 .0.090 0 9.833 0.00 0.20 0.089 0 9.917 0.00 0.19 0.081 0 110.000 - 0.00 0.19 0.0,86 0 10-083 0.00 0.19 0.085 b *10 - 167 0.00 0.19 0.083 0 10.250, 0.00 0.18 0.082 0 10.333 0.00 0.18 0.081 0 10.417 0.00 0.18 0.080 0' 10.500 0.00 0.17 0.078 0 10.563 0..00 0.17 0.077 0 10.667 0.00 0--17 0.076 0 .10.750 0.00 0.17 0.075 0 10.833 0.00 0.16 0.074 0' 10-917 0.00 0.16 0.073 0 11.000 0.00 0.16 0.072 .0 11.083 0.00 0.16 0.070 0 11.167 0.00 0.15 0 * 069 0 11.250 0.00 .0.15 0.068 0 11.333 0.00 0.15 0.067 0 11.417 0.00 0.15 .0.066.. 0. 11.500 0.00 0.15 0.06S 0 11.583 O.oO 0.14 0..064 �O 11.667 0.00 0.14 0.063 0 11.750 b.00 0.14 0.062 0 11.833* �0.00 0.14 0..061 0 11-917 0.00 0.13 0.060 0 12.000 0.00 0 * 1*3 0.060 0 12.083 0.00 0.13 0.059 0 12.167 0.00 0.13 0.058 0 12.250 0.00 0.13 0.057 0 12.333 0.00 0.12 0.056 0 12.417 0.00 0.12 0.055 0 '12.500' , 0.0.0 0.12 6.0-54 0 3.3 6.66 9.99 I Depth 13.32 (Fti.) 01.59 01:. 58 0 IL 57 O�56 01.55 0!. 54 01.54 01.53 0!. *52 0151 0.[ 5 0 0150 '0149 0 .! 4, 8 0147 .01.47 0 4 6 0 45' 0 4 5 0144 O'i 43 0 .43 0 i 4 2 0!41 0141 0! 40 0 1-39 0 39 01-38 0 3 8 0137 0137 0 136 0135 0 35 0 3 4 0 134 0 3 3 0 33 0 3 2 0 32 01131 0 31 0 0.30 0 * 129 0.129 0'.12 9 0 2 8 0 2 8 0 127 0)27 Time Inflow Outflow Storage (Hours) (CPS) (CPS) (Ac.Ft).() 12.583 0.-00 0.12 0.053 0 12.667 '0.00 0.12 .0-053 0 12.750 0.00 0.12 0.052 0 12.833 0.00 0.11 0.0si 0 12.917 0.00 0.11 0.0so 0 13.000 0.00 0.11 0.0so 0 13.083 0.00 0.11 0.049 0 3.3 6.66 9.99 FS) Depth 13-32 (Ft.) 0.26 0.26 0.26 0.25 .0.25 0.25 -0.24 0.24 0.23 0.23 0.23 -0.22 U n.i t H y d r 0 g r. a p h A _n 1* i Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, 'Version 7.0 Study date 02/16/06 File: 6310ORB93hruh3lOo.out Riverside County Synthetic Unit Hydrology'Method RCFC & WCD Manual date - April 1978. Program License Serial Number 4082 English (in-lb) Input units Used English Rainfall Data (inches) Input Values Used �English Units used'in output format ----------------------------------------------------- I ------------------- Tract 32398.- MdS 63100 Retention 9 to N Bdry Monroe-St Trib 100 yr'3 hr File 63100RB93hruh ------------------------------------------------------------ Draina(ge..Area 4.06(Ac'.) 0.00 G Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 4.06(Ac.) —0.006 Sq., Length along longest watercourse 1420.0.0(Ft.) Length along longest watercourse measured to centroid Length along longest watercourse 0.269 Mi. 710.00(Ft.) Length along longest'watercourse measured to centroid 0.134 Mi. Difference in elevation = 4.00(Ft..) Slope�along watercourse*= 14.873.2 Ft./Mi. Average Manning's IN' -_ 0.015 Lag time .0.061 Hr. Lag time 3.66-Min. 25% of lag time 0.92 Min. 40% of lag time-= .1.47 Min. Unit time 10-00 Min. Duration of storm = 3 Hour(s).' User-Entered Base Flow 0.00(CFS). 2 YEAR Area rainfall data: Are . a(-Ac.)[1] Rainfall(In)(2] Weighting[1*2]. 4.06 0.70 2.84 100 YEAR Area rainfall data: Area(Ac.)[j] Rainfall.(In)[21 Weighting[1*2] 4.06 2.20 8.93 STORM EVENT (YEAR) 100.00 Area,AverAged 2-Year Rainfall 0.700(In) Area Avekaqed 100-Year Rainfall 2.200(In) Point rain (area averaged) 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain 2.200(in) Sub"Area Data: Area(Ac.) Runoff Index Impervious % 3.160 5*6.00 0.600 0.400 -61.'00 0.100 0.500 74.00 0.500 Total Area Entered = 4.06(Ac.) RI RI Infil. Rate Impervious AMC2 AMC-2 (In/Hr) (Dec.%) 56.0 56.0 0.511 0.600 61.0 6.1.0 0.459 0.100 74.0 74;0 0.315 O.SOO Adj. Infil. Rate Area% F (In/Hr) (Dec.) (In/Hr) 0.235 0.778 0.183 0.418 0.099 0.041 0.173 0.123 .0-021 Area averaged mean soil loss -Sum (F) (In/Hr) 0.245 kF) 0.245 Minimum soil loss rate ((In/Hr)) 0.123 2 (for 24 hour storm duration) 0.343 0.245' Soil low loss rate ---------------------------------------------------------------------- (decimal) 0.470 3.30 U n t H y d r 0 g r a P h -7 ------------------------------ 3.30 VALLEY S-Curve 0.245 --- ---------------------------------- Unit .................................... Hydrograph Data 3.30 Unit time period (hrs) Time.% of ------------ lag -Distribution ----------------------- Unit - Hydrograph ---------------------------------------- 3.40 Graph % (CF8) l-' 0.167 272-997 7 ---------------------------- 53.728 2.198 2 0 .3 3 3 545.993 38.667 1.582 3 0.500 818.990 7.605 0.-311 ---------------- ---------- . Sum = 100.'000 Sum= 4.092 Lt Time Pattern (Hr.) Percent 7 ------ Storm Rain 7 ---------------------------- Loss rate'(In./Hr) I ------ Effec*tive 1.67 (In/Hr) Max I Low (In/Hr) , 1 0.17 2.60 0.34.3 0.245 2 0.33 2.60 0.343 0.245' 0.10 3 0'.50 3.30 0.436 --- 0.245 --- 0.10 4 0.67 3.30 0.436 0.245 --- 0.19 5, 0.83 3.30 0.4*36 0.245 --- 0.19 6� 1.00 3.40 0.449 0.24S 0.19 7 1.17 4.40 0.581 --- 0.245 --- 0.20 8 1.33 4.20 0.554 0.245 0.34 9 1.50 5.30 0'.700 0.245 0.31 10 1.67 5.10 0.673 --- 0. . 245 --- 0.45 11 1.83 6.40 0.845 0.245 --- 0.43 12 2.00 5.90 .0.779 0.245 --- .0 * 60 13 2.17 7.30 0.964 0.245 --- 0.53 14 2.33 8.50 1.122 0.245 --- 0.72 15 2.50 14.10 1.861 0.245 0.88 16 2.67 14.10 1.861 OA45 l.'62 17 2.83 3 BO 0.502 0.245 --- 1.62 18 3.00 2.40 0.317 0.245 0.26 Sum 100.0 --- 0.07 Flood volume = Effec t ' ive ra-;Infall Sum 4 6 (In) 8.8 times area .1. 4.1(Ac.)/[(In)/(Ft.)] 0.5(Ac.Ft) Total ..soil loss = 0.74fIn) Total soil loss = 0.249,'Ac.Ft) Total rainfall 2.20(ln) Flood volume = 21573.8 Cubic Feet Total soil loss 10848.8 Cubic Feet Peak flow rate of this hydrograph 6.385(CFS) i2+50 0.4776 3.62 Ul"JUb "VALSM, + 0 1 Q V 0.4923 1.07 Q + 10 0. 4950 0.19 Q V 3 - H 0 U R S T 0 R M -------------------------------------------------------------------- R u n o f f . . H y d r o g r a p h Hydrograph in lo Minute ---------------------------------------------------------- intervals ((CFS)) Ti e(h+m) VOlume Ac.Ft Q(CFS)O 2.5 5.0 ------------------------------------------------------------------------------- 7.5 10.0 0+1-0 0.0030 0.22 Q 0+20 0.0081 0.37 VQ 0+30 0.0164 0.60 VQ 0+40 0.0267 0.75 Q 0+50 0.0374 0.78 Q 1+ 0 0.0486* 0.81 Q 1+10 0.0640 1.12 QV 1+20 0.0815 1.27 QV 1+30 0.1035 1.59 Q V 1+40 0.1276 1.76 Q V 1+50 0.1571 2.14. Q I V 0 12+10 0.1881 2.26 Q1 V 1,12+20 0.2241 2.61 Q V I 0.2686 3.23 I Q IV i+30 0.3398 5.17 I M- P=^ W-MM Q V I i2+50 0.4776 3.62 Ul"JUb "VALSM, + 0 1 Q V 0.4923 1.07 Q + 10 0. 4950 0.19 Q V Ti Oic 0. 0. 0.1 0. 0. 2. 2. FLOOD HYDROGRAPH ROUTING.PROGRAM Copyright (C) CIVILCADD/CIVILDE'SIGN, 1989 2004 Study date: 02/17/06 Tract 32398 - mds 63100. - Retention 9 Trib to N Bdry 100yr / 3hr File 6J100RB93hrFld ---------------------------------------------------------- 7 --------- Program License Serial Number 4082 HYDROGRAPH INFOR 'T MATION From study/file name: 6310ORB.93hruh3l'Oo.rte '**HYDROGRAPH DATA** .Number of intervals =' , 20 Time interval 10.0 (Min.) Maximum/Peak flow rate 6.385 (CFS) Total volume -0.495 (*Ac.Ft) ........... ........................................................... Process from Point/Station 9-100 to Point/Station 9.600 ""RETARDING BASIN ROUTING User-entry of depth-outflow-storage data Total number of-inflow hydrograph intervals 20 Hydrograph.time unit = 10.000 (Min.) Initial depth in storage'basin O-OO(Ft.) Initial basin depth 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.'00 (CFS) Basin Depth Depth vs. Storage and Depth vs. Discharge data: Storage Outflow (Ft.) (S-O*dt/2) . (SA-O*dt/2) (Ac.Ft) (CFS) ----------------------------------- (Ac.Ft) (Ac.Ft) 0.1.000 1.000 0.000 0. 000 _0._00_0 --------- 0._0_00 --------------- 2.000 0.202 0.450 0.199 0.205 0.448 3.000 0.540, 0.444 0.452 0.754 0.690 0.749 0.759 -------------------- Hydrograph Detention Basin RoUting- Graph value+'s: 'I'= unit* inflow; '0'=Outflow at time shown ------------------------------------- - .ne Inflow ---------------------------------- Outflow, Storage ars) (CFS) (CFS) (Ac.Ft).0 1.6 3_19 4.79 Depth 167 0.22 6.38 0.00 0.001 01 (Ft.) 333 0.37 0.01 0.005 01 0.01 50Q 0.60 0.03 0.012 0 0.03 567 0.75 0.05 0.021 0 0.06 333 0.78 0.+07 0.030 0 0.10 )00 0-.81 /0.09 0.040 0 0.15 L67 1.12 0.12 0.052 0 1 0.20 333 1.27 0.15 0.067 0 0.26 300 1.59 0.19 0.084 0 0.33 367 1.76 0.23 0.104 10 0.4.2 333 2.14 0.28 0.128 jo 0.52 )00 2.26 0.34 0.154 .10 0.63 L 67 2.61 0.41 0.182 +1 0 0.76 0.9,0 Time Inflow outflow (Hours) (CFS) (CFS) 2.333 3.23 0.46 .2.500 5.17 0.47 - -TIMM 04. 2.833 3.62 0.52 3.000 1.07 0 53 3.333 0.02 3.500 0.00 3.667 0.,00 3.833 0.00 4.000 0.00 4.167 0.00 4.333 -0.00 4.500 0.00 4.667 0.00 4.833 0.00 5.000 0.00 5.167 0.00 S.333 0.00 5.500 0.00 5.667 0.00 5.833 0.00 6.-000 0.00 6.167 0.00 6.333 0.00 6.500 0.00 6.667 0.00 6.833 0.00 7.000 0.00 7.167 0.00 7.333 0.00 7.500 0.00 7.667 0.00 7.833 0.00 8.000 -0.00 8.167 0.00 8.333 0.00 8.500 0.00 8.667 0.00 8 .833 0.00 9.000 0.00 9.167 0.00 9.333 0.00 9.500 0.00 9.667 0.00 9.833 0.00 10.000 0.00 10-167 0.00 10.333 0. 0 0 10.500 0.00 10.567 0.00 10-333 0.00 11-300 0.00 Win 0.53 0.53 0.53 0.52 0.52 0.52 0.52 0.51 0.51 0.51 O.SO 0.50 0.50 0.50 0.49 0.49 0.49 0.49 0.48 0.48 0.48 0.48 0.48 0.47 0.47 0.4 7 0.47 0.46 0.46 0.46 0.46 0.45 0.45 0.45 0.43 0.42 0.41 0.40 0.38 0.37 0.36 0.35 0.34 0.33 0.32 0.31 0.30 Storage (Ac.Ft).O 0.216 0 0.268 o 0.402 0 0.427 0 1 0.423 1 0 0.416 1 0 0.408 1 0 0.401 1 o 0.394 1 0 0.387 1 0 0.380 1 0 0.373 1 o 0.366 1 0 0.359 1 0 0.352 1 0 0.345 1 0 0.338 1 0 0.331 1 0 0.324 1 0 0.317 1 0 0.311 1 0 0.304 1 0 0.297 1 0 0.291 1 0 0.284 1 0 0.277 1 0 0.271 1 0 0.264 1 0 0.258 1 0 0.251 1 0 0.245 1 0 0.238 1 0 0.232 1 0 0.226 1 0 0.219 1 0 0.213 1 0 0.207 1 0 0.201 1 0 0.195 1 0 0.189 1 0 0.183 1 0 0.178 10 0.172 10 0.167 10 0.162 10 0.157 10 0.152 10 0.148 10 0.143 10 0.139 10 0.135 10 1.6 3.19 4.79 IA. 'il Depth 6.38 (Ft.) 1.06 1.27 1.81 1-.92 7�- 011 9 �2 1.90 1.87 1.84 1.81 1.78 1.75 1.7.2 1.69 1.67 1.64 1.61 1.58 1.55 1.52 1.50 1.47 1.44 1.41 1.39 1.36 1.33 1.31 1.28 1.25 1.23 1.20 1.17 1.15 1.12 1.10 1.07 1.05 1.02 0.99 0.96 0.93 0.91 0.88 0.85 0.83 0.80 0.78 0.75 0.73 0. 71' 0.69 0.67 Time Inflow outflow Storage (Hours) (CFS) (CFS) 1.6 Depth 11-167 0.00 0.29 .(Ac.Ft).o 0.131 10 3.19 4.79 6.38 (Ft-.1) 11.333 0.00 0.28 0.127 JO 0."65 11.500 0.00 0.27 0.123 10 0.1'63 11.667 0.00 0.27 0.119 Io 0.'61 11.833 0.00 0.26 0.116 Io 0.59 12.000 0.00 0.2S 0.112 Io 0.157 12.167 0.00 0.24 0.109 10 0.55 12.333 0.00 0.23 0.105 Io 0.84 12.500 0.00 0.23 0.102 10 0.�2 12.667. 0.00 0.22 0.099 10 0.5�1 12.833 0.00 0.21 0.096 10 0-49 13.000 0.00 ' 0.21 0.093 10 0.48 13-167 0.00 0.20 0.090 10 0.46 13.333 0.00 0.20 0.088 0 0.45 13-500 0.00 0.19 0.085 0 0.43 13..667 0.00 0.18 0.082 0 0.42 .13 .833 0.00 0.18 0.080 0 0.41 14.000 0.00 0.17 0.078 0 0.40 14.167 0.00 0.17 0.075 0 0.38 14.333 0.00 0.16 0.073 0 0.36 14.500 0.00 0.16 0.071 0 0.3�6 i 14.667 0.00 0.15 0.069 0 0.35 14.833 0.15 0.067 -0 O.i4 15.000 0.00 0.14 0.064, 0 OA6 15.167 0.00 0.14 0.063 0 OA2 15.333 0.00 0.14 0.061 0 0.�i 15.500 0.00 0.13 0.059 0 0.3'0 15.667 0.00 0.13 0.057 0 0.29 15.833 0.00 0.12 0.055 0 0.�8 16.000 0.00 0.12 O-OS4 0 0.27 16-167 0.00 0.12 0.052 0 0.27 16.333 0.00 01.11 0.050 0 0.26 16.500 0.00 0.11 0.049 0' 0.25 16.667 0.00 0.11 0.047 0 0.2i4 16.833 0.00 0.10 0.046 0 0.�3 0.2,3 **HYDROGRAPH DkT,A** Number of intervals = 102 Time interval 10 - 0 (Min. Maximum/Peak'flow rate 0.533 (CFS) Total'volume = 0.451 (Ac.Ft) U n i t H y d r o g r a p h A n a 1. y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 - Study date ' 02/17/06 File: 63100RB96hruh6100.out Riverside County Synthetic Unit Hydrology Method RCFCWCD Manual April 1978 Program License Serial Number 4082 English (in -lb) 'Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------- Tract 32398 - Mds 63100 - Retention 9 to N Bdry. (04e hr.. 100 yr Storm File 6310ORB93hruh Drainage Area = 4.06(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment.= 4.06(Ac.) = Length along watercourse 0.006 Sq. Mi. .longest = 1420.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse 710.00(Ft.) = 0.269 Mi. Length along longest watercourse measured to centroid = Difference in 0.134 Mi. elevation = 4.00(Ft.) Slope along watercourse = 14.8732 Ft. /Mi. Average Manning's 'N' = 0.015 Lag.time = 0.061 Hr. Lag time = - 3.66 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.47 Min. Unit time = 15.00 Min. Duration of storm 6-Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 4.06 1.00 4.06 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 4.06 2.50 10.15 STORM EVENT .(YEAR) = 100•.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area-Averaged 100 -Year Rainfall = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 3.160 56.00 0.600' 0.400 61.00 0.100 0.500 74.00 0.500 Total Area Entered = 4.06(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) 56.0 . (In /Hr) 56.0 0:511 0.600 0.235 0.778 61.0 61.0 0.459 0.183 0.100 74.0 74.0 0.315 0.500 0.418 0..099 0..173 0.041 0.123 0.021 Area averaged mean soil loss F Sum (F) ( ) (In /Hr) = 0.245 ' = 0.245 Minimum soil loss rate ((In /Hr)) = 0.123 (for 24 hour storm duration) Soil 1-Ow-loss rate (decimal) = 0.470 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 U n i t H y d r 0 g r a p h VALLEY S -Curve ----- - - - - -- Unit Hydrograph Data Unit time period Time % of lag ------- - - - - Distribution Unit - - Hydrograph --- -(hrs) --------------------------------------------------------- Graph % (CFS) 1 0.250 409.495 - 65.729 -- - - - - -- 2 0.500 818.990 34.271 2.689 1.402 Sum - - - = 100.000 Sum= 4.092 it Time Pattern (Hr.) - - -- _____ Storm Rain Loss rate(In. /Hr) Effective Percent (In /Hr) Max I Low (In /Hr) 0.25 1.70 0.170 0.245 0.080 0.09 0.50 1.90 0.190 0.245 0.089 0.10 0.75 2.10 0.210 0.245 0.099 0.11 1.00 2,20 1.25 0.220 0.245 3.103 0.12 2.40 1.50 2.40 0.240 0.245 0.113 0:13 1.75 2.40 0.240 0.240 0.245 0.113 0:13 2.00 2.50 0.250 0.245 0.113 0.13 2.25 2.60 0.260 0.245 - -- 0.245 - 0 .00 2.50 2,70 0.270 -- 0.245 - 0.01 2.75 2.80 0.280 -- 0.245 0.02 3.00 3.00 0.300 - -- 0.245 - 0.03 3.25 3.20- 0.320 -- 0.245 - 0.05 3.50 3.60 0.360 -_ 0.245 - 0.07 3.75 4.30 0.430 -- 0.245 - 0.11 4.00 4.70 0.470 -- 0.245 0:18. 4.25 5.40 0.540 - -- 0.245 - 0.22 4.50 6.20 0.620 -- 0.245 0.29 4.75 6.90 0.690 - -- 0.245 - 0.37 5.00 .7.50 0.750 -- 0.245 - 0.44 5.25 1.0.60 1.060 . -- 0.245 - 0.50 5.50 14.50 1.450 -- 0.245 - 0:81 5.75 3.40 0.340 -- 0.245 - 1.20 6.00• 1.00 0.100 -_ 0.245 0.047 0.09 Sum = 100.0 0.05 Flood volume = Effective rainfall Sum = 1.33(In) 5.3 times area 4.1(Ac.) /[(In) /(Ft.)] Total soil loss = 1.17(In) = 0.4(Ac.Ft) Total soil loss = 0.396(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 19590.9 Cubic Feet Total soil loss = 17253.1 Cubic Feet Peak flow rate of this hydrograph = 4.384 (CFS) 5 +45 0.4425 1 ,94 zt <�4:12, 6+ 0 0.4482 I Q I I I V 0 28 IQ I I V ++++++++++++++++++++++++++++++++++++++ i• + + + + + + + + + + + + + + + + + + + + + + 6 - H + + + + + +t O U R S T 0 R M - R u n o f f H y d r o g r a p h HydrDgraph in 15 Minute intervals ((CFS)), T' me (h +m) Volinne .Ac . Ft Q (CFS 0 2.5 5.0 ------------------------------- 7.5 10.0 0+15 0.0050 ------------------ 0.24 -----------=----------- Q I0+30 0.0132 0.40 Q 0 +45 0.0223 0.44 IQ 1+ 0 0.0320 0.47 IQV .1 +15 0.0425 0.51 I QV 1 +30 0.0532 0.52 I Q V 1 +45 �2+ 0.0640 0,52 I Q V 0 0.0679 0.19 Q V 2 +15 0.0689 0.05 Q V I2 +30 0.0707 0.09 Q V 2 +45 0.0733 0.13 Q V 3+ 0 _ 0.0774 0.20 Q V 3 +15 0.0831 0,28 IQ V 3 +30 0.0916 0.41 IQ V 3 +45 0.1052 0.66 I Q V 4+ 0 0.1231 0.86 I Q V 4 +15 0.1460 1.11 I Q I V 4 +30 0.1753 1.42 I Q I V 4 +45 0.2109 1.72 I Q I V 5+ 0 0.2518 1.98 I Q I 55 +1�5� 0.3118 2.90 I V I I a Q V I 5 +45 0.4425 1 ,94 zt <�4:12, 6+ 0 0.4482 I Q I I I V 0 28 IQ I I V TJ (Hc 0. 0. 0. 1. 2. 1. 1. 1. 2. 2. 2. 3. 3. 3. 3. 4. FLOOD HYDROGRAPH ROUTING PROGRAM Copyright ,(c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 02/17/06 Tract 32398 - Mds 63100 - Retention 9 Trib to N Bdry - 6hr / 100 yr ;storm File-63100RB96hrFld ----- - - - - -- -------------- Program License Serial Number 4082 ** HYDROGRAPH'INFORMATION ** From study /file name: 63100RB96hruh6100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * * *I Number of intervals = 25 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 4.384 (CFS) Total volume = 0.450 (Ac.Ft) Process from Point /Station 9.100 to Point /Station 9.600; ""'RETARDING BASIN ROUTING * * ** User entry of depth - outflow - storage.data Total number of inflow hydrograph intervals = 25 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Ouutflow (S- O *dt /2) (S *O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.202 0.450 0.197 0.207 2.000, 0.448 0.540 0.442 0.454 3.000 0.154 0.690 0.747 0.761 ----------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit ,inflow; '0'= outflow at time -------------------- shown ne Inflow Outflow --------------------- Storage .irs) (CFs) (CFS) 250 (Ac.Ft) .0 1.1 .2.19 3.29 4.38D(Fth) 0.24 0.01 0.002 OI 500 0.40 0.02 0.009 0 I I 0.01 750 0.44 0.04 0.017 0 I )00 0.47 0.06 I .0.025 0 I I .08 0I 250 0.51 0,08 I 0.034 0 I I I 0.13 500 0.52 750 0.10 I 0.043 0 I 0.17 0.21 0.52 0.11 0.051 0 I I )00 0.19 0.13 I I 0.056 OI 0.25 250 0.05 0.13 0.056 0 I i I 0'28 500 0.09 0.12 I 0.055 0 I 0.28 750 0.13 )00 0.12 I 0.055 0 I I i i 0:217 0.20 0.12 0.055 OI ?50 0.28 0.13 0.058 0 I i 0.27 500 0.41 0.14 I I 0.062 IO I I 750 0.66 )00 0.16 I 0.070 IO I 0.31 0.86. 0.18 0.082 10 I I I 0.41 T me Inflow Outflow (H .I urs) (CFS) (CFS) 4 250 1.11 0.22 4 500 1.42 0.27 4 750 1.72 0.33 51000 1.98 0.39 5 250 2.90 0.46 5 +� X 7 5,O�Q �'�4�8 0� ::41.8 5 750 1.94 0.50 6.000 0.28 0.50 6 6 250 500 0.07 0.50 6.750 I 0 0.00 0.50 7, 000 0.00 0.50 7.250 0.285 0.00 0'. 49 7.500 I 0 0.00 0.49 I 0 0.00 0.48 7,750 0.00 0.48 8.000 0.236 0.00 0.48 8.250 I 0' 0.00 0.47 8.500 0.00 0.47 8.750 0.199 0.00 0.47 9.000. 0.181 0.00 0.46 9.250 0.165 0.00' 0.46 9.500 0.151 0.00 0.46 9.750 0.137 0.00 0.45 10.000 0.125 0.00 0.44 10.250 0.114 0.00 0.42 10.500 0.104 0.00 0.40 10.750 0.095 0.00 0.39 11.000 0.087 0.00 0.37 11.250 0.079 0.00 0.35 11.500 0.072 0.00 0.34 11.750 0.066 0.00 0.32 12.000 0.060 0.00 0.31 12.250 0.055 0.00 0.29 12.500 -0.00 0.28 12.750 0.00 0.27 13.1000 0.00 0.25 13.1250 0.00 0.24 13.500 0.00 .0.23 13.750. 0.00 0.22 14.000 0.00 0.21 14.250• 0.00 0.20 14.500 0.00 0.19 14.750 0.00 0.18 15.000 0.00 0.18 15.250 0._00 0.17 15.500 0.00 0.16 15.750 0.00 0.15 16.000 0.00 0.15 _ 16.250 0.00 0.14 16.500 0.00 0.13 16.750 0.00 0.13 17.000 0.00 0.12 17.250 0.00 0.12 Storage (Ac.Ft).0 1.6 3.19 4:79 0.099 10 I 0.120 IO I I 0.146 0 I I 0.177 O I 0.2f�19 0 0-.339 I 0 0.352 I I0. 0..345 I. 0 0.336 I 0 0.325 I 0 0.315 I 0 I. 0.305 I 0 0.295 I o- 0.285 I. 0. 0.275 I 0 0.265 I 0 0.256 I 0 0.246 I 0 0.236 I 0 0.227 I 0' 0.217 I 0 0.208 I 0 0.199 I 0 0.190 I 0 0.181 1 0 0.173 I 0 I i. 0.165 I 0 0.158 I 0 0.151 I 0 0.144 I 0 0.137 I 0 0.131 I 0 0.125 I 0 0.120 IO 0.114 IO 0.109 IO 0.104 I0 i. 0.100. IO 0.095 IO 0.091 IO 0.087 IO 0.083 IO 0.079 IO 0.076 IO 0.072 10 0.069 IO 0.066 IO 0.063 IO 0.060 0 0.057 '0 0.055 0 0.052 0 I Depth 6.38 0.49 0.59 0.72 0.88 1� . 0 7ry #+L-.CihL...bIY 1re%.S :b1iv.Ktks Yf1 P'gM3' 1.56 1.51 1. 8. 1.54 1.-D0 1.46 1.42 1.38 1.34 1.30 1.26 1.22 1.18 1.14 1.10 .1.06 1:02 0.98 0.94 0.90 0.86 0.82 0.78 0:75 0. ?l 0.68 0.65. 0.62 0.59 0.57 0.54 0.52 0.49 0.�7 0.K-5 0:,C3 0.Ic1 0.39 0. 7 0._6 0. 4 0-2.3 0.�1 0. -0 0.28 0 -. 2 7 0.x:6 Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft).0 1.6 3.19 Depth _ 4.79 6.38 (Ft.) 17.500 0.00 0.11 0.050 O 17.750 0.00 0.11 0.048 O I I 0.25 18.000 0.00 0.10 0.046 O I 0.24 18 f2, ;' Q00pO�t: °'t?p"043 O Remainin g water in basin = 0.04 (Ac.Ft) Number of intervals = 73 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 0.505 (CFS) Total volume = 0.407 (Ac.Ft) U n i t H y d r o g .r a p h A n a 1 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version S 7.0 S Study date 02/17/06 File: 63100R8924hruh24100.out Riverside County Synthetic Unit Hydrology Method i RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 i English.(in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used i English Units used in output format i Tract 32398 - Mds 63100 - Retention 9 to N Bdry 24 hr /, 100 yr Storm File 63100RB924hruh ----------------------- ----------- - - - - -- i Drainage Area = 4.06(Ac.). - 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.06(Ac..) = 0..006 Sq.�Mi. I Length along longest watercourse = 1420.00(Ft.) Length along longest watercourse measured to centroid = ! Length along longest watercour 710.00(Ft.) se = 0.269 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 4.00(Ft.) . 0.134 Mi. I watercourse = 14.8732 Ft. /Mi. ISlope.-along Average Manning's 'N' = 0.015 j Lag time = 0.061 Hr. Lag time = 3.66 Min. 25% of lag time 0.92 Min. 40% of lag time = 1.47 Min. Unit time =. 15.00 Min. Duration of storm = 24 Hour(s) j'User Entered Base Flow = � 0.00(CFS) , 2 YEAR Area rainfall data: ! Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 4.06 1.60 6.50 100 YEAR Area rainfall data: . Area (Ac.) [:L] Rainfall (In) [2] Weighting [1 *2] 4.06 4.50 STORM EVENT (YEAR) =' 100.00 18.27 I Area Averaged.2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 4.500(In) I Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % j Adjusted average point rain = 4.500(In) I Sub -Area Data: Area(Ac.) Runoff Index Impervious 3.160 56.00 0.600 I 0.400 61.00 0.100 I 0.500 74.00 0.500 Total Area Entered = 4.06(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% AMC2 AMc -2 (In /Hr) F (Dec. %) (In /Hr) (Dec:) 56.0 56.0 0.511 0.600 (In /Hr) 0.235 0.778 61.0 61.0 0.459 0.100 0.183 0.418 74.0 74.0 0.315 0.500 0.099 0.041 0.173 0.123 0.021 1 Sum (F) = 0.245 Area averaged mean soil loss (F) (In /Hr) 0.245 j Minimum soil loss rate ((In /Hr)) 0.3.23 (for 24 hour storm duration) L Soil low loss rate (decimal) = 0.470 U n i t H ;y d r o g r a F h I VALLEY S -Curve -----------------•------------------------------------ - ---------------- - ,nit U------------------ Hydrograph Data Unit time period - - - -- Time % of lag Distribution - - - - -- Unit ____ j Hydrograph (hrs) Graph % (CFS) 1 0.250 409.495 65.729 2 0.5.00 818.990 34.271 2.689 1.402 i -------- - - - Sum = 100.000 Sum= 4.092 Unit Time (Hr.) Pattern Percent - -- Storm Rain Loss rate(In. /Hr) Effective 1 (In /Hr) Max Low (In/Hr') 2 0.25 0.50 0.20 0.036 0.433 0.017 0.02 3 0.75 0.30 0.30 0.054 0.428. 0.025 0.03 4 1.00 0.40 0.054 0.072 ' 0.423 0.025 0.03 5 1.25 0.30 0.054 0.418 0.034 0.04 6 1.50 0.30 0.054 0.413 0.025 0.03 7 1.75 0.30 0.054 0.408 0.404 0.025 0.03 i 8 .2.00 0.* .40 0.072 0.399 0.025 0.034 0.03 9 2.25 0.40 0.072 0.394 0.034 0.04 10 2.50 0.40 0.072 0.389 0.034 0.04 11 2.75 0.50 0.090 0.384 0.042 0.04 12 3.00 0.50 0.090 0.380 0.042 0:05 13 3.25 0.50 0.37' 0.042 0.05 ' 14 3.50 0.50 0.090 0.370 0.042 0.05 .15 3.75 0.50 0.090 0.366 0.042 0.05 16 4.00 0.60 0..10.8 0.361 0.051 0.05 i 17 4.25 0.60 0.108 0.356 0.051 0.06 18 4.50 0•70 0.126 0.352 0.059 0.06 19 4.75 0.70 0.126 0.347 0.059 0.07 20 5.00 0.80 0.144 0.343- 0.068 0.07 21 5.25 0.60 0.10.8 0.338 0.051 0.08 22 5.50 0.70 0.126 0.334 0.059 0.06 23 5.75 0.80 0.144 0.330 0.068 0.07 24 6.00 0.80 0.144 0.325 0.068 p•Og .25 6.25 0.90 0.16:2 0.321 0.076 0.08 j � 26 6.50 0.90 0.162 0.317 0.076 0.09 27 6.75 1.00 0.180 0.312 0.085 0.09 28 7.00 1.00 0.18:0 0.308 0.085 0.10 29 7.25 1.00 0.18:0 0.304_, 0.085 0..10 � 30 7.50 1.10 0.198 0.300 0093 0.10 31 7.75 .1.20 0.216 0.296 . 0.102 0.10 _. 32 8.00 1.30 0.234 0.292 0.110 0.11 33 8.25 1.50 0.270 0.288 0.127 0.12 34 8.50- 1.50 0.270 0.284 0.127 0.14 35 8.75 1.60 0.288 0.280 - 0.14 36 9.00 1.70 0.30:6 0.276 -- 0.01 I - -- 0..03 Time(h +m) Volume Ac.Ft Q(GFS) 0 2.5 5.0 7.5 10:0 7 +15 0.1336 0.39 IQ V 7 +30 0.1422 0.42 IQ V I 7 +45 0.1516. 0.46 IQ V I 8+ 0 0.1618 0.49 IQ VI 8 +15 0.1734 0.56 I Q VI 8 +30 0.1855 0.59 I Q V 8 +45 0.1901 0.22 Q V .9+ 0 0.1920 0.09 Q V 9 +15 0.1968 0.23 Q V 9 +30 0.2039 0.35 IQ IV 9 +45 0.2129 0.44 IQ I V 10+ 0 0.2238 0.52 I Q I V 10 +15 0.2284 0.23 Q I V 10 +30 0.2298 0.06 I VV 10 +45 0.2364 0.32 iQ 11+ 0 0.2460 0.46 IQ, I V 11 +15 0.2549 0.43 IQ I V 11 +30 0.2635 0.42 IQ I V 11 +45 0.2705 0.34 IQ 12+ 0 0.2777 0.35 IQ V 12 +15 0.2928 0.73 I Q VV 12 +30 0.3127 0.97 I Q i 12 +45 0:3355 1.10 I Q I V 13+ 0 0.3606 1.22 I Q I V 13 +15 0.3915 1.50 Q. V 13 owl +45 0.4484 1.12 I Q I 14+ 0 0.4660 0.85 I Q I I V 14 +15 0.4879 1.06 I 4 I I V, 14 +30 0.5111 1,12 I Q I 14 +45 0.5340 1.11 I Q i i V I I 15+ 0 0.5562 1.07 I Q I 15 +15 0.5772 1.01 I Q I I V 15 +30 0.5968 0,95 I Q I I V 15 +45 0.6122 0.74 I Q VV 16+ 0 0.6257 0.65 I Q 16 +15 0.6325 0.33 IQ I I V 16 +30 0.6357 0.16 Q I I I V 16 +45 0.6384 0.13 Q I I I V 17+ 0 0.6409 0..12 Q I I I V 17 +15 0.6443 0.17 Q I I I V 17 +30 0.6484 0.20 Q I I I V 17 +45 0.6524 0.20 Q I I I V 18+ 0 0.6559 0.17 Q I I I V 18 +15 0.6591 0.16 Q I I I V 18 +30 0.6624 0.16 Q I I I V 18 +45 0.6651 0.13 Q I V 19+ 0 0.6670 0.09 Q I I V 19 +15 0.6691 0.10 Q I V ,19 +30 0.6721 0.14 Q I I V 19 +45 0.6748 0.13 Q I I I V 20+ 0 0.6766 0.09 Q I I I V 20 +15 0.6788 0.10 Q I I i V n I Ti�e(h +m) Volume Ac.Ft Q(CFS) 0 0 +30 0.6812 0.12 Q 20 +45 0.6836 0.12 Q �1+ 0 0.6855 0.09 Q �1 +15 0.6877 0.10 Q �1 +30 0.6896 0.09 Q �1 +45 0.6917 0.10 Q �2 +'0 0.6936 0.09 Q �2 +15 0.6951 0.10 Q �2 +30 0.6976 0.09 Q �2 +45 0.6992 0.08 Q '3+ 0 0.7009 0.08 Q �3 +15 0.7025 0.08 Q 23 +30 0.7041 0.08 Q 23 +45 0.7057 0.08 Q _24+ 0 - 0.7073 0.08 Q 2.5 5.0 7.5 10.0 VI VI I I VVI VI VI VI VI VI VI VI FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date 02/17/06 Tract 32398 - Mds 63100 ��R,et` ®n�;ti 24;hr / 100 yr Storm File 63100RB924hrFld --------------------------------- Program License Serial Number 4082 ** HYDROGRAPH INFORMATION ** From study/file-name: 63100RB924hruh24100.rte * *HYDROGRAPii DATA ** Number of intervals = 97 Time interval = 15.0 .(Min.) Maximum /Peak flow rate = 1.636 (CFS) Total volume = 0.708 (Ac.Ft) ++++++++++++++++++++++++++++++++++++++ 4•++ + + + + + + + ++•F + + + + + + +4• + + + + + +++ + ++ Process from Point /Station 9.100 to Point /Station 9.600 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow- storage data Total number of inflow hydrograph intervals = 97 Hydrograph time unit = 15.000 (Min.) Initial. depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth'vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) -- - - - - - - 0.000 0.000 0.000 0.000 0.000 ___ 1.000 0.202 0.450 0.197 0.207 2.000 0.448 0.540 0.442 0.454 3.000 0.754 0.690 0.747 0.761 ------------------- -- - - Hydrograph Detention Basin Routing ------------------------------ -- - - - - -- raph.values:- 'I'-------------------------------------- unit inflow; '0' =outflow at time shown ____________ Time Inflow Outflow Storage Dept (Hours) (CFS) (CFS) (Ac.Ft) .0 0.4 0.82 1.23 1.64 0.250 0.05 0.00 0.001. OI I 0.500 0.10 0.00 0.002 0 I I 0.00 I 0.750 -0.12 0.01 0.004 0 I I i 0.01 I 1.000 0.14 0.01 0.007 0 I I 0.02 I 1.250 0.13 0.02 0.009 0 I I 0.03 I I 1.500 0.12 0.02 0.011 0 I I 0.05 I 1.750 0.12 0.03 0.013 0 I I 0.06 I 2.000 0.14 0.03 0.015 0 I I 0.06 I I 2.250 0.16 0.04 0.017 0 I I 0.07 I I 2.500 0.16 0.04 0.020 0 I I 0.09 I 2.750 0.18 0.05 0.022 0 I I I 0.10 0.11 Time Inflow Outflow Storage (H urs) (CFS) (CFS) (Ac.Ft) .0 0.4 0.82 1.23 Depth 1.64 '(Ft.) 3.000 0.20 0.06 0.025 IO I I I 31250 0.20 0.06 0.028 IO I 1 I I 1 0.12 0.14 31500 0.20 0.07 0.031 IO I 1 I 1 3 750 0.20 0.07 0.033 IO I I I I 1 0.15 4.1000 0.22 0.08 0.036 IO 1. I I I 1 0.16 4.250 0.23 0.09 0.039 10 I 1. I 1 0.18 4.500 0.26 0.09 0.042 IO I I I I 1 0.19 4.750 0.27 0.10 0.046 10 I I I 1 1 0.21 5.000 0.30 0.11 0.049 1 0 I I I I 1 0.23 5.1250 •0.26 0.12 0.053 1 0 I I I I 1 0.24 5. 1500 0.26 0.12 0.056 1 0 I 1 I I 1 0.26 5.750 1000 0.30 0.13 . 0059 1 0 I 1 1 1 1 0.28 6. 0.31 0.14 0.062 .1 0 J.1 I I I 0.29 6.250 0.34 0.15 0.066 1 0 I 1 I I I 0.31 6.500 0.35 0.16 0.070 I O I I I 1 1 0.33 6.750 0.38 0.17 0.074 1 0 II I I 1 0.35 7.000 0.39 0.18 0.079 I 0.39 I I 0.37 7.12.50 0.39 0.19 0.083 i 0 11 I I 7.1500 0.42 0.19 0.087 1 0 :I i 1 0.41 7.1750 0.46 0:21 0.092 I O :I I 1 1 0.43 8.1000 0.49 0.22 0.098 I O II 1 I 1 0.46 8.250 0.56 0.23 0.104 0 II I I 1 0.48 8.500 0.59 0.25 . 0111 i 0 i 1 I I 0.51 8.750 0.22 0.25 0.114 I O I 1 1 0.55 9.1000 0.09 0.25 0.112 11 0 1 I 1 1 1 0.56 9.250 0.23 0.25 0.110 0 1 1 I 1 0.56 9 .1500 0.35 0.25 0.111 1 0 I ( 1 0.55 9.750 0.44 0.25 0.114 1 0 :C 0.55 10.;000 0.52 0.26 0.119 1 0 I I i I 1 0.56 10.1250 0.23 0.27 0.121 I IO 1 1 1 0.59 10.1500 0.06 0.26 0.118 II. O I I I 1 0.60 10.1750 0.32 0.26 0.117 1 OI I 1 1 0.59 11 :100 0.46 0:27 0.120 1 0 II 1 I 1 0.58 11 .12,50 0.43 0.27• 0.123 1 0 I. 1 1 1 0.59 11.1500 0.42 0.28 0.126 1 0 I I I I 0.61 11.1750 0.34 0.29 0.128 I ( 1 0.63 12.'000 0.35 0.29 0.129 i OI I I 0.63 12.250 0.73 0.30 0.134 1 0 I 11 1 1 1 0.64 12.500 0.97 0.32 0.146 1 0 1 I I I I 1 0.67 12.750 1.10 0.36 0.160 001 1 0.72 13.;000 '250 1.22 0.39 0.176 I 1 111 I 0.79 13 1 50 0.44 O 0.87 3 ") 10.016s46 I " ,0219 r�1.r� 4d I 7 I 0 9 f `.x'0`7 13.750 1 . 12 0 . 46 0.238 I IO , , 14.000 0.85 0.47 0.248 I I IO I I I 1 1 1.14 14.250 1.06 0.47 0.258 1 1.19 14.500 1.12 0.48 0.271 1 10 I 10 I I 1 I 1 1.23 14.1750 1.11 0.48 0.284 1 IO I 1 I' I 1.28 15.;000 1.07 0.48 0.297 1 10 I I I 1 1.33 15.50 1.01 0.49 0.309 1 10 1 I I I 1.39 15.500 0.95 0.49 0.319 1 I 1.43 15.750 0.74 0.50 0.326 1 I 10 I I 1 1 1.50 T me Inflow Outflow (H urs) (CFS) (cps) 161250 166500 16 1750 17:000 '17.1250 17 J500 17 1750 18 1000 18 .1250 18.'•500 18 -1750 19.1000 19 .1250 19.1500 19.!.750 20.1000 20.i250 20.150o 20 .1750 21 .1000 21 .250 21.1500 21.!750 22.1000 22.250 22.;500 22.;750 23 .1000 23.1250 23 .1500 23.750 24.1000 24 .1250 24 .1500 24-1750 25 .1000 25.1250 25.500 25.1750 26.000 26.250 26.500 26.1750 27.'000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 Storage Depth (Ac.Ft) .0 0.4 0.82 1.23 1.64 (Ft.) 0.33 0.50 0.330 __�,�:..�z,. �:u.n ,. 110 ,,• � : sa�G".� nay.+ rrt! -,, 0.16 0.49 0.325 I I 1.52 0.13 0.49 0.318 I I 10 1 1.50. 0:12 0.49 0.310 1 I 10 1 f 1 0.17 0.49 0.303 1 I IO 1 1 1.44 0.20 0.48 0.297 I I IO i I I 0.20- 0.48 0.291 1 I 10 I 1.31 I 8 -0.17 0.48 0.284 1 I IO I I 0.16 0.48 0.278 1 I IO I 1 1 1.34 I 0.16 0.48 0.271 1 1.34 0.13 0.47 0.264 I II i0 i 0 I I 28 0.09 0.47 0.257 II 10 1. 1 25 I 0.10 0.47 0.249 I I 10. i I 1 1.22 0.14 0.46 0.242 1 I 10' 1 .19 I 0.13 0.46 0.236 1 I 10 I 1 1.16 0.09 0.46 0.228 II 0 I I 1.14 0.10 0-.46 0.221 1 I 0' i I I 1.14 0.12. 0.45 0.214 1 I 0 1 1 1 1.08 0.12 0.45 0.207 1 I 0 ( 1 1. 1.05 0.09 0.44 0.200 11 0 1 I I 1.02 0.10 0.43 0.193 1 I. 0 1 I I 0.99 0.09 0.41 0.186 II 0 1 1 I 0.95 0.10 0.40 0.180 I I 01 1 I 1 0.92 I 0.09 0.39 0.173 1]: 01 1 1 0 89 I 0.10 0.37 0.168 1 I 01 1 I 0.86 I 0.09 0.36 0.162 II 01 1 I 0.83 I 0.08 0.35. 0.156 1]: 0 I 1 I 0.80 I 0.08 0.34 0.151 II 0 1 1 ( 0.77 0.08 0.32 0.146 JI 0 1 I I I 0.75 0.08 0.31 0.141 11 0 1 I I 1 0.72 I 0.08 0.30 0.136 11 0 1 1 0.,70 I 0.08 0.29 0.132 11 .1 0 1 I 1 0.67 0.03 0.28 0.127 I 0 I 1 0.65 0.00 0.27 0•.121 I 0 0.63 0.00 0.26 0.116 I 0 I I 0.60 0. 00 0.25 0.111 I 0 i i I 1 0.57 0.00 0.24 0.106 I 0 I 1 I 1 0.55 0.00 0.22 0.101 I 0 I 1 0.52 0.00 0.21 0.096 I 0 i i I I 0.50 0.00 0.20 0.092 I 0 I I I I 0.48 0.00 0.20 0.088 I 0 I 1 I 0.46 0.00 0.19 0.084 I 0 11 i 0.43 0.00 0.18 0.080 I 0 I 0.42 0.00 0.17 0.077 I 0 I 1 1 I 0.40 0.00, 0.16 0:073 I 0 I 1 1 I 0.38 0.00 0.16 0.070 I 0 I 1 0.36 0.00 0.15 0.067 I O i 0.35 0.00 0.14 0.064 I 0 1 I I I 0.33 0.00 0.14 0.061 I 0 1 1 i I 0.32 0.00 . 0.13 0.058 I 0 I 1' I 0.30 0.00 0.12 0.055 I 0 0'29 0.27 Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .0 .0.4 0.82 29.000 0.00 0.12 0.053 I 0 29.250 0.00 0.11 0.051 I 0 29.500 0.00 0.11 0.048 I 0 29.750 0.00 0.10 0.046 { :63QH KE p04 U'"0`,Oµ, �Ip; Remaining 45,x« water in basin = 0.04 (Ac.Ft)' * *HYDROGRAPII DATA ** Number of intervals = 120 Time interval = 15.0 (Min.). Maximum /Peak flow rate = 0.497 (CFS) Total volume = 0.665 (Ac.Ft) Depth 1.23 1.64 (Ft.) 0.26 0.25 0.24 0.23 2/23/2006 Appendix B Storm Drai raulics .Rational Method Hydrology (10 year Design storm) (100 ear Design storm Results :used.:ih 'jHO-L�Caleulationxs Storm Drain & .Hydraulic Grade Line Tract No. 32398 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/05 File:32398SD8al00yr.out ------------------------------------------------------------------------ T rant 3 2 3'9;8 LSD 8Hydro hogy 100 yr - 1 hr design flows File 32398SD8AStPipe Street Flow & Pipe to Junction Box ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978.hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area.used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +t + ++ Process from Point /Station 8.000 to Point /Station 8.110 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 428.100(Ft.) Bottom (of initial area) elevation = 426.540(Ft.) Difference in elevation = 1.560(Ft.) Slope = 0.01114 s(percent)= 1.11 TC = k(0.390) *[(length"3) /(elevation change)1"0.2 Initial area time of concentration = 6.920 min. Rainfall intensity = 5.600(In /Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.867 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 3) = 74.80 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 0.728(CFS) Total initial stream area = 0.150(Ac Pervious area fraction = 0.500 0 year storm fraction = 0.500 )2- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.110 to Point /Station 8.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 426.540(Ft.) End of street Eegment elevation = 423.540(Ft.)• Length of street segment = 510.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half Etreet (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break. = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grace break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line '(v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N ir_ gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street .= 4.968(CFS) Depth of flow =. 0.348(Ft.), Average velocity = 1.833(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.085(Ft.) Flow velocity 1.83(Ft /s) Travel time = 4.64 min. TC = 11.56 min Adding area flow to street SINGLE FAMILY 11/4 Acre Lot) Runoff Coefficient = 0.856 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 3) = 74.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = . 4.159(In /Hr) for a 100.0 year storm Subarea runoff = 8.367(CFS) for 2.350(Ac.) Total runoff = 9.095(CFS). Total area = 2.500(Ac.) Street flow at end of street = 9.095(CFS) Half-street flaw at end of street 4.548(CFS) Depth of flow = 0.411(Ft.), Average velocity = 2.115(Ft /s) Flow width (from curb towards crown)= 14.226(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process'from,Point /Station 8.200 to Point /Station 8.210 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY it /4 Acre Lot) Runoff Coefficient = 0.856 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 3) = 74.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration 11.56 min. Rainfall intensity = 4.159(In /Hr) for a 100.0 year storm Subarea runoff = 2.136(CPS) for 0.600(Ac.) Total runoff = 11.231(CFS) Total area = 3.100(Ac.) * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +.... .. + + + + + + + + + + + + + + ++ Process from Point /Station 8.210 to Point /Station 8.300 *. * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 423.400(Ft.) End of street segment elevation = 422.230(Ft.) Length 'of street segment = 140.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance.from crown to crossfall grade break = 0.500(Ft.) Slope-from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.164(CFS) Depth of flow = 0.434(Ft.), Average velocity = 2.641(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.380(Ft.) Flow velocity = 2.64(Ft /s) Travel time = 0.88 min. TC = 12.44 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.854 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 3) = 74.80 Pervious area fraction = 0.500; Impervious fraction. = 0.500 Rainfall intensity = 3.985(In /Hr) for a 100.0 year storm Subarea runoff 3.745(CFS) for 1.100(Ac.) Total runoff 14.977(CFS) Total area 4.200(Ac.) Street flow at end of street 14.977(CFS) Half street flow at end of street = 7.488(CFS) Depth of flow = 0.450(Ft.), Average velocity = 2.738(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.300 to Point /Station 8.400 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment .elevation = 422.230(Ft.) End of street segment elevation = 420.870(Ft.) Length of street segment = 120.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on-[21 side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning "s N from.grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.046(CFS) Depth of flow = 0.440(Ft.), Average velocity = 3.110(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.663(Ft.) Flow velocity = 3.11(Ft /s) Travel time = 0.64 min. TC = 13.08 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot). Runoff Coefficient = 0.853 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 3) ._- 74.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity =. 3.870(In /Hr) for a 100.0 year storm Subarea runoff = 1.981(CFS) for 0.600(Ac.) Total runoff = 16.958(CFS) Total area 4.800(Ac.) Street flow at end of street = 16.958(CFS) Half street flow at end of street = 8.479(CFS) Depth of flow = 0.447(Ft.), Average velocity = 3.153(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +. ..... + + + + + + + + ++ Process from Point /Station 8.400 to Point /Station 8.500 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 420.870(Ft.) End of street segment elevation = 419.730(Ft.) Length of street segment = 165.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 Manning's'N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.464(CFS) Depth of flow = 0.484(Ft.), Average velocity = 2.809(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 2.81(Ft /s) Travel time = 0.98 min. TC = 14.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.851 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 3) = 74.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.711(In /Hr) for a 100.0 year storm Subarea runoff = 2.844(CFS) for 0.900(Ac.) Total Street flow at end of street = 19.802(CFS) Half street flow at end of street = 9.901(CFS) Depth of flow = ::4'93 (,Ft'.') , .Average velocity 2.888 (Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) ++++++++++++++++++++++++++++++++.++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.500 to Point /Station 8.600 PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 419.730(Ft.) Downstream point /station elevation = 419.040(Ft.) Pipe length = 315.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.802(CFS) Given pipe size = 30.00(In.) . Calculated individual pipe.flow = 19.802(CFS) Normal flow depth in pipe = 25.55(In.) Flow top width inside pipe = 21.33(In.) Critical Depth = 18.12(In.) Pipe flow velocity = 4.45(Ft /s) Travel time through pipe = 1.18 min. Time.of concentration (TC) = 15.24 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.600 to Point /Station 8.600 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 3) = 74.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.24 min. Rainfall intensity = 3.542(In /Hr) for a 100.0 year storm Subarea runoff = 2.708(CFS) for 0.900(Ac.) Total runoff = 22.509(CFS) Total area = 6.600(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++ Process from Point/Station 8.600 to Point/Station 8.610 **** PZPEFI^OW TRAVEL TIME (User specified size) Upstream point/station elevation ~ 419.040(nt.) Downstream point/station elevation ~ 419.000(Ft.) Pipe length ~ ao.00(rt.) maooiog'o m ~ 0.013 No of pipes = 1 Required i flow ~ 22.50*(CFa) Normal flow depth in pipe 27.33(In.) Flow top width inside pipe 30.79(In.) Pipe tlm^ velocity ~ 3.91(nt/o) Travel time through pipe ~ 0.13 min. Time of concentration (TC) = 15.37 min. End of computations, total study area = 6'60 (Ac.) The following figures may be used for a unit bydzogragb study of the same area. Area/averaged pervious area fra�tiou(Ap) = 0.500 Area averaged RI index number = 56.0 12 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 02/14/06 File:63100SD8DRH.out ------------------------------------------------------------------------ Tract 32398 - Mds 63100 100 yr Rational - Major File 63100SD8DCB63 Street Flow - Curb Inlet 63 --------------------------------------------------------7--------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 4082 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr)" 10 year storm 60 minute intensity = 0.980(In /Hr) .100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope-of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1850.000(Ft.) to Point /Station 1800.000(Ft.) * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 50.000(Ft.) Top (of .initial area) elevation = 28.450(Ft.) Bottom (of initial area) elevation = 27.45.0(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02000 s(percent)= 2.00 TC = k(0.530) * [ (length'3) / (elevation change) ]'0.2 Initial area time of concentration = 5.542 min. Rainfall intensity = 6.370(In /Hr) for a 100.0 year storm. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.850 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) = 78.00 Pervious area .fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.119(CFS) Total initial stream area = 0.022(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1800.000(Ft.) to Point /Station 1486.000(Ft.) * Monroe - STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION.* Top of street segment elevation = 27.450(Ft.) End of street segment elevation = 25.770(Ft.) Length of street segment = 314.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 12.000(Ft.) Slope.from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.333(CFS) Depth of flow = 0.299(Ft.), Average velocity = 1.534(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.615(Ft.) Flow velocity = 1.53(Ft /s) Travel time = 3.41 min. TC = 8.95 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.844 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 = 0.350; Impervious fraction Rainfall intensity = 4.823(In /Hr) for a 100.0 Subarea runoff = 2.523(CFS) for 0.620(Ac.) Total runoff = 2.642(CFS) Total area = Street flow at end of street = 2.642(CFS) Half street flow at end of street = 2.642(CFS) x Monroe St @ Commercial Dr; D ._ ^. = 0.650 year storm 0.642(Ac.) epth of flow = 0.359(Ft.), Average velocity.= 1.793(Ft /s). Flow width (from curb towards crown)= 11.606(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1486.000(Ft.) to Point /Station 1078.000(Ft.) * * * *- STREET FLOW TRAVEL TIME.+ SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 25.770(Ft.) End of street segment elevation = 23.220(Ft.) Length of street segment = 408.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of. half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown'(v /hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.103(CFS) Depth of flow = 0.396(Ft.), Average velocity = 2.111(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.478(Ft.) Flow velocity = 2.11(Ft /s) Travel time = 3.22 min. TC = 12.17 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.835 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 = 0.350; Impervious fraction = 0.650 Rainfall intensity= 4.035(In /Hr) for a 100.0 year storm Subarea runoff = 2.841(CFS) for , 0.843(Ac.) Total runoff = 5.483(CFS) Total area = 1.485(Ac.) Street flow at end of street = 5.483(CFS) Half_street flow at end of street = 5.483(CFS) Monroe St Depth of flow = 0.430(Ft.), Average velocity = 2.263(Ft/s) Flow -width (from curb towards crown)= 15.151(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6315.000(Ft.) to Point /Station6719.000(Ft.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 23.720(Ft.) End of street segment elevation = 21.610(Ft.) Length of street segment = 404.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on j1] side (s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter— 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.873(CFS) Depth of flow = 0.470(Ft.), Average velocity = 2.234(Ft/s) Stree_tflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.176(Ft.) Flow velocity = 2:23(Ft /s) Travel time = 3.01 min. TC = 15.19 min. Adding area flow to street CONDOMINIUM subarea type. Runoff Coefficient = 0.828 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 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.549(In /Hr) for a 100.0 year storm 'Subarea runoff = 2.693(CFS) for 0.916(Ac.) Total runoff = 8.176(CFS) Total area = 2.401(Ac.) Street flow at end of street = 8.176(CFS) Half street flow at end of street = 8.176(CFS) Ay:e 660 @: 'Comin'erc al ':Dr Depth of flow = 0.494(Ft.), Average velocity = 2.330(Ft /s) Flow -width (from curb towards crown)= 18.390(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6719.000(Ft.) to Point /Station 7325.000(Ft.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 21.610(Ft.) End of street segment elevation = 18.700(Ft.) Length of street segment = 606.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown), = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope-from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N.in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.876(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2.364(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.126(F.t.) Flow velocity = 2.36(Ft /s) Travel time = 4.27 min. TC = 19.46 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.820 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 = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.074(In /Hr) for a 100.0 year storm Subarea runoff = 3.327(CFS) for 1.320(Ac.) Total runoff = 11.503(CFS) Total area 3.721(Ac.) Street flow at end of street = 11 . 503 (CFS) Curb ;Inlet CB# 63 4�e's "t Side Half street flow at end of street 1:'503 (CFS Depth of flow Average velocity 2.455(Ft/s) Flow width (from curb towards crown)= 21.353�F � ( t -� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7325.000(Ft.) to Point /Station 7623.000(Ft.) . * * ** SUBAREA FLOW ADDITION * * ** CONDOMINIUM subarea type Runoff Coefficient = 0.820 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 = 0.350; Impervious fraction 0.650 Time of concentration = 19.46 min. _ Rainfall intensity = 3.074(In /Hr) for a 100.0 year storm ,CB# 63 East `Side' T Subarea runoff=1 649 (CFS) for 0. 654 (Ac. ) r otal CBS# Q100; _ Total runoff = X1.3:., 151(CF,Sj' Total area = 4.375 (Ac. ) End of computations, total study area = 4.38 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.353 Area averaged RI index number = 56.1 CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 02/16/06 File:63100SD9BR.out ------------------------------------------------------------------------ Tract 32398 - Mds 63100 - Storm; Drari`a''9B�`;�(Monroe N Bdry to RB 9 File 63100SD9BR 12 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (.in -lb) Units used in input data file Program License Serial Number 4082 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++.... ..+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3000.000(Ft.) to Point /Station 3050.000(Ft.) * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 50.000(Ft.) Top (of initial area) elevation = 430.700(Ft.) Bottom (of initial area) elevation = 429.700(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02000 s(percent)= 2.00 TC = k(0.530) *[(length"3) /(elevation change))"0.2 Initial area time of concentration = 5.542 min. Rainfall intensity = 6.370(In /Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.850 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) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.114(CFS) Total initial stream area = 0.021(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3050.000(Ft.) to Point /Station 3321.000(Ft.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 429.700(Ft.) End of street segment elevation = 428.030(Ft.) Length of street segment = 271.000(Ft.) Height of curb above gutter flowline = S.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter.to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property,line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.255(CFS) Depth of flow = 0.289(Ft.), Average velocity = 1.600(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.112(Ft.) Flow velocity = 1.60(Ft /s) Travel time = 2.82 min. TC = 8.36 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.846 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 = 0.350; Impervious fraction = 0.650 Rainfall intensity = 5.017(In /Hr) for a 100.0 year storm Subarea runoff 2.371(CFS) for 0.559(Ac.) Total runoff = 2.485(CFS). Total area 0.580(Ac.) Street flow at end of street = 2.485(CFS) Depth of flow = 0.346(Ft.), Average velocity = 1.866(Ft /s Flow width (from curb towards crown)= 10.978(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3321.000(Ft.) to Point /Station 2694.000(Ft.) * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 424.030(Ft.) Downstream point /station elevation = 422.150(Ft.) Pipe length = 627.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.485(CFS) Calculated individual pipe flow = 2.485(CFS) Normal flow depth in pipe = 8.27(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 7.16(In.) Pipe flow velocity = 3.14(Ft /s) Travel time through pipe = 3.33 min. Time of concentration (TC) = 11.70 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2694.000(Ft.) to Point /Station 2690.000(Ft.) I`J.S .for .CB# 6 5" * * SUBAREA FLOW ADDITION CONDOMINIUM subarea type Runoff Coefficient = 0.836 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 = 0.350; Impervious fraction = 0.650 Time of concentration = 11.70 min. Rainfall intensity = 4.130(In /Hr) for a 100.0 year storm Subarea runoff = 3.924(CFS) for 1.136(Ac.) Total runoff = 6.409(CFS) Total area = 1.716(Ac.) ..... t+++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2690.000(Ft.) to Point /Station 2215.000(Ft.) * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 422.150(Ft.) Downstream point /station elevation = 418.000(Ft.) Pipe length = 475.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.409(CFS) Calculated individual pipe flow = 6.409(CFS) Normal flow depth in pipe = 9.06(In.) Flow top width inside pipe = 23.27(In.) Critical Depth = 10.74(In.) Pipe flow velocity = 5.90(Ft /s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 13.04 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2215.000(Ft.) to Point /Station 2211.000(Ft.) � a °f;or 4 CB# SUBAREA FLOW ADDITION J .S CONDOMINIUM subarea type Runoff Coefficient = 0.833 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 = 0.350; Impervious fraction = 0.650 Time of concentration = 13.04 min. Rainfall intensity = 3.878(In /Hr) for a_ 100.0 year storm Subarea runoff = 1.903(CFS) for 0.589(Ac.) Total runoff = 8.311(CFS) Total area = 2.305(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2211.000(Ft.) to Point /Station 1985.000(Ft.) * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 418.000(Ft.) Downstream point /station elevation = 417.220(Ft.) Pipe length = 226.00(Ft.) Manning's N = 0.013 No. of pipes =.1 Required pipe flow = 8.311(CFS) Calculated individual pipe flow = 8.311(CFS) Normal flow depth in pipe = 13.76(In.) Flow top width inside.pipe = 23.74(In.) Critical Depth = 12.32(In.) Pipe flow velocity = 4.47(Ft /s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 13.88 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1985.000(Ft.) to Point /Station 1981.000(Ft.) ,Jf or, GCB# 6 7 * * * * SUBAREA FLOW ADDITION CONDOMINIUM subarea type Runoff Coefficient = 0.831 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 = 0.350; Impervious fraction = 0.650 Time of concentration = 13.88 min. Rainfall intensity = 3.740(In /Hr) for a 100.0 year storm Subarea runoff = 2.663(CFS) for 0.857(Ac.) Total runoff = 10.975(CFS)' Total area = 3.162(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1981.000(Ft.) to Point /Station 1941.000(Ft.) * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 417.220(Ft.) Downstream point /station elevation = 417.100(Ft.) .Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.975(CFS) Calculated individual pipe flow = 10.975(CFS) Normal flow depth in pipe = 17.58(In.) Flow top width inside pipe = 21.25(In.) Critical Depth = 14.25(In.) Pipe flow velocity = 4.45(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 14.03 min. End of computations, total study area = 3.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.354 Area averaged RI index number = 56.1 FILE• 32398 WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1790 WA'T'ER SURFACE PROFILE LISTING Date: 8 -16 -2005 Time: 2: 0:37 Tract 32398 - !Storm -Din n: _ V - 100yr Design Storm File- C:\WSPGW\63100\Hydro Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL jPrs /Pip L /Elem ICh Slope I I I SF Avel HF SSE DpthIFroude NiNorm Dp I "N ".'l X -Fall ZR IType Ch I I I I I I I I I I I I 110.000 408.000 8.870 ;41.6.:_87_U 22.80 3.23 .16 417.03 .00 1.54 .00 3.000 .000 .00 0 .0 WALL EXIT 110.000 408.000 8.871 416.871 22.80 3.23 .16 417.03 .00 1.54 .00 3.000 .000 .00 1 .0 29.000 .0345 .0012 .03 8.87 .00 .87 .013 .00 .00 PIPE 139.000 409.000 7.905 416.905 22.80 3.23 .16 417.07 .00 1.54 .00 3.000 .000 .00 1 .0 CURVE 35.000 .0345 .0012 .04 .00 .00 .87 .013 .00 .00 PIPE 174.000 410.207 6.771 416.978 22.80 3.23 .16 417.14 .00 1.54 .00 3.000 .000 .00 1 .0 a7LTN�CT `STI% 0147 .0010 01 6.77 .00 .013 .00 .00 PIPE CB�# , .55 %:5.6) 181.000 410.310 6.747 417.057 19.90 2.82 .12 417.18 .00 1.43 .00 3.000 .000 .00 1 .0 62.000 .0192 .0009 ' .06 6.75 .00 .95 .013 .00 .00 PIPE 243.000 411.500 5.612 417.112 19.90 2.82 .12 417.23 .00 1.43 .00 3.000 .000 .00 1 .0 CURVE 71.000 .0030 .0009 .06 .00 .00 1.59 .013 .00 .00 PIPE 314.000 411.710 5.490 417.200 19.90 2.82 .12 417.32 .00 1.43 .00 3.000- .000 .00 1 .0 147.000 .0030 .0009 .13 5.49 .00 1.58 .013 .00 .00 PIPE 461.000 412.150 5.180 417.330 19.90 2.82 .12 417.45 .00 1.43 .00 3.000 .000 .00 1 .0 c7UN� CT S R 0200 .0004 .00 5.18 .00 .013. .00 .00 PIPE CB #,53 /54? - -------------- - - - - -- WARNING - Junction Analysis - .Large Lateral Flow(s) ------------------ 466.000 412.250 5.298 ,437:.548! .10 .01 .00 417.55 .00 .10 .00 3.000 .000 .00 1 .0 END WATER SURFACE PROFILE LISTING Date: 3- 3 -2006 Time: 1:11 Tract 32398 - Mds 63100 - SD 8B HGL. - Rational 100 yr File 63100SD8BHGL Invert I Depth I Water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wt1 INo Station I Elev I (FT) I Elev I (CFS) 1 (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem. ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IT" I I 100.000 408.100 I 8.770 4141 I 20.80 I .60 I .01 I 416.88 .00 I .99 I 4.00 I 4.000 I I 4.000 .00 i 0 WALL-EXIT-Retention Basin -8 100.000 408.100 8.771 416.871 20.80 2.94 .13 417.01 .00 1.46 .00 3.000 .000 .00 1 -1 -. -1- 119.000 .0328 I -1- -1- -1_ -1- -1- .0010 -1- .12 -1- .00 -1- .00 _1- .84 -1-- .013 -1_ .00 .00 1- PIP I 219.000 412.000 I '5.006 I 417.006 I 20.80 2.94 I .13 I 417.14 I .00 I 1.46 .00 I I 3.000 I .000 .00 I 1 J�'� UN C .1000 .0013 .01 5.01 .013 .00 PIP CB,61 "/ �s-72 I I I I I I .00 I I I I I .00 I 224.000 412.500 4.515 417.015 16.80 3.42 .18 417.20 .00 1.39 .00 2.500 .000 .00 1 . _I_ _I_ 300.000 .0030 _I_ _I_ _I_ _I_ _1_ .0017 -1-' .50 4.51 _1_ .00 _1_ 1.61 _1- .013 _1_ .00 .00 1- PIP 524.000 413.400 4.118 417.518 16.80 3.42 .18 417.70 .00 1.39 .00 2.500 .000 .00 1 a9UNNCCTT 'ST .0030 .0013 .01 4.12 PIP CB -59 =` /, 60 I I I I I I .00 I I .013 I .00 I I .00 I 529.000 413.415 4.242 417.657 12.80 2.61 .11 417,.76 .00 1.20 .00 2.500 .000 .00 1 _I_ _I_ 95.000 .0030 _I_ _I_ _I_ _I_ _I_ .0010 _I_ .09 _1_ 4.24 _1_ .00 _1_ 1.35 _1_ .013 _1_ .00 .00 1- PIP I I 624.000 413.700 I 4.065 I 417.765 I 12.80 2.61 I .11 I 417.87 I .00 I 1.20 I .00 I 2.500 I .000 .00 I 1 JUNCT S_ 9.T-R; .0030 .0023 .00 00 PIP CB57.I 581 1 1 1 1 1 1 .00 I .00 I I .013 I I .00 I 625.000 413.703 4.007 417.710 6.40 3.62 .20 417.91 .00 .98 .00 1.500 .000 .00 1 19.000 .0988 I .0037 .07 4.01 .00 .45 .013 .00 .00 PIP I 644.000 415.580 I 2.261 I 417.841 I 6.40 3.62 I .20 I 418.04 I .00 I .98 I .00 I 1.500 I .000 .00 I 1 WALL ENTRANCE_ CB : "58 644.000 415.580 2.557 418.137 6.40 .64 .01 .418.14 .00 .47 4.00 3.500 4.000 .00 0 Freeboard` :1.44; ft FILE: 63100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1790 PAGE 1 w WATER SURFACE PROFILE LISTING Date:10- 4 -2005 Time: 3:38 Tract 32398 St orM Drain 100 yr - 1 Hr Design Storm y File G: \63100 \Hydro Invert Depth Water Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station Elev (FT) Elev (CFS) I (FPS) Head 1 Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs L /ElemICh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X -Fall ZR ITyp 100.000 408.400 8.470 ;4T6,::8,70i 26.00 3.68 .21 417.08 .00 1.65 .00 3.000 .000 .00 0 WALL EXIT 100.000 408.400 8.470 .416.870 26.00 3.68 .21 417.08 .00 1.65 .00 3.000 .000 .00 1 70.000 .0086 .0015 .11 8.47 .00 1.36 .013 .00 .00 PIP 170.000 409.000 7.976 416.976 26.00 3.68 .21 417.19 .00 1.65 .00 3.000 .000 .00 ." 1 JUNCT STR .0250 .0012 .00 7.98 .00 .013 .00 .00 PIP Conmer-cal Site; 174.000 409.100 8.053 417.153 20.00 2.83 .12 417.28 .00 1.44 .00 3.000 .000 .00 1 10.000 .0250 .0009 .01 8.05 ..00 .89 .013 .00 .00 PIP 184.000 409.350 7.812 t4YT16:2 20.00 2.83 .12 417.29 .00 1.44 .00 3.000 .000 .00 1 w WATER SURFACE PROFILE LISTING - -.. _ - ---- - - - - -- - - -- - - -- - - -- - -- --a ne -2 = r5-2-0-0-6---T e: 1:5 8-- - - Tract 32398 - Mds 63100 - Storm Drain 8D 100 yr HGL Calc File 63100SD8DHGL xxxx********* x** xxxxx***************** xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx: xxxxxx, rxxxxxxxxxxxxxxxxxxxx *xxxxxxxxxxxxxxxxxxxxxxxx xx+tx Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti Imo Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fal1I ZR ITyp xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxxx, rxxlxxxxxxxlxxxxxxxxl ,txxxxxxxlxxxxxxxlxxxxxxxlxxxxx Ixxx .00 416.56 .00 .74 4.00 4.000 4.000 .00 0 41f6 :560 13:15` ''_` 4'.0 TiV_A__�La: • - -_EXI_ -- 100.000 I 408.300 8.261 416.561 13.15 2.68 .11 416.67 .00 1.22 .00. 2:c50[0 .000 .00 1 28.638 I .2023 I I .0010 .03 8.26 .00 .45 .013 .00 .00 PIP 128.638 414.094 2.500 I 416.594 I 13.15 2.68 I 11 416.71 I .00 I 1.22 I .00 I 2.500 I I .000 .00 I 1 1.091 I .2023 I I I .0010 .00. 2.50 .00 .45 .013 .00 .00 PIP 129.729 414.315 2.268 416.583 I 13.15 2.81 I .12 I 416.71 I .00 1.22 I 1.45 I I 2.500 I .000 .00 I 1 .271 I .2023 I I .0009 .00 2.27 .28 .45 .013 .00 .00 PIP 130.000 414.370 2.209 i 416.579 I 13.15 2.87 I .13' I 416.71 I .00 1.22 I 1.60 I I. 2.500 .000 I .00 I 1 53.963 .0030 .0010 .05 2.21 .30 1.37 .013 .00 .00 1- PIP 183.963 414.532 2.086 416.618 13.15 3.01 .14 416.76 .00 1.22 1.86 2.500 .000 .00 1 46.412 I .0030 I I I .0010 .05 2.09 .35 1.37 .013 .00 .00 PIP 230.375 414.671 1.981 416.652 I 13.15 3.15 I .15 I 416.81 I .00 1.22 I I 2.03 2.500 I .000 I I .00 1 9.625 I .0030 I I I .00li O1 1.98 .39 1.37 .013 .00 .00 PIP 240.000 414.700 1.960 416.660 I 13.15 3.19 I .16 I 416.82 I .00 1.22 i I 2.06 I 2.500 I .000 i .00 1 �1ALL , 7sNT12`A_ NC' � 240 00`0 414 70-0 ;`� -2 .224 :4.16 9:24 1315: „`1 00 .02 416.94 .00 .57 6.00 3.500 6.000 .00 0 FILE: 32398SD9A.WSW W S P G W - CIVILDESIGN Version 14.06 150.000 PAGE 71.000 .0030 Program Package Serial Number: 1790 .00 .64 .013 .00 WATER SURFACE PROFILE LISTING Date:10- 6 -2005 Time: 1:40 424.115 2.20 Tract 32398 - Storm ,D'rain 9A -' CVWD "`Wellste 424.14 .00 .56 100 Yr - 1Hr Design Storm .000 .00 1 File G:\63100\Hydro\jcfinal hydroreport .0004 .03 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj lNo Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs L /Elem ICh Slope ( I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR ITyp *r * * * *,t *,t I ,r• * * * * * *,r I * * * * * * ** I * * * * * * * ** I r,r,r,r,r,r,e,►* I * *t * * *,r l *,r *,r * ** I * * * * * * * ** I * * * * * ** I * * * * * * ** I +r * * * * * ** I *r * * * *,r I * * * * * ** I *,rt *,r I * ** 100.000 418.110 5.980 424.090 2.20 .09 .00 424.09 .00 .22 4.00 6.000 4.000 .00 0 WALL EXIT .0004 .00 5.68 100.000 418.110 5.980 424.090 2.20 1.24 .02 424.11 .00 .56 .00 1.500 .000 .00 1 50.000 .0030 150.000 418.260 71.000 .0030 221.000 418.473 JUNCT STR . 0030 225.000 418.485 330.000 .0043 555.000 419.894 JUNCT STR .0030 C. Wells tel 560.000 419.909 T .0004 .02 .00 .00 .64 .013 .00 .00 PIP 5.855 424.115 2.20 1.24 .02 424.14 .00 .56 .00 1.500 .000 .00 1 .0004 .03 .00 .00 .64 .013 .00 .00 PIP 5.678 424.151 2.20 1.24 .02 424.17 .00 .56 .00 1.500 ..000 .00 1 .0004 .00 5.68 .00 .013 .00 .00 PIP 5.668 424.152 2.20 1.24 .02 424.18 .00 .56 .00 1.500 .000 .00 1 .0004 .14 5.67 .00 .58 .013 .00 .00 PIP 4.403 424.297 2.20 1.24 .02 424.32 .00 .56 .00 1.500 .000 .00 1 .0003 .00 4.40 .00 .013 .00 .00 PIP ------=------- - - - - -- WARNING - Junction Analysis - Large Lateral Flow(s) ------------------ 4.428 ;42,4..33.T 1.00 .57 .00 424.34 .00 .37 .00 1:.:500 .000 .00 1 T 7-x,6 / y Appendix C Catch Basin and Lateral Hydraulics Sketches Rational Method Hydrology (100 yr Storm) Catch Basins Catch Basin Laterals Tract No. 32,398 Tract 32398 - Drainage Areas 8 -1 thru 8 -6 Storm`� -Drain Band 'Catch� Basins 53 & 54' 100- yr / 1, hrp Design Storm File 32398SD8ACB5354 Project: 32396SD813.rry Study Date: 10/07/05 Moisture Condition-(AMC): 2 100.0 Year Storm 1 hour rainfall = 1.60 (In.) Intensity Slope = 0.580 Page 1 Calculated By: Checked By: O ;N Ar L ,H`-; Y DAR _I Station/ I Soil Type IDevel.1 Area I I I C IL Elev1 Q I Q 1S1opelSectionl V I L I T I Tc I Hydraulics 1 .1 I (Point No.1 A,B,C,D IType I(Acres)lin /hl I I(sub)lTotal Iv /hz I IFps I ft.lmin.l min.1 or notes I I I 1 0. 001 ---------------- I ------ I ------- I ---- I ------ I ------ I ----- 1 10.0111 1 1 1401 6.91 ----- 11NITIAL SUBAREA( 1 1 140.001 B- 100 %ISF 1/41 0.11 5.610.82911 426.51 0. 71 ------ I ----- I ------- I ---- I ---- I ---- 1 6.91---------- - - - - -I I I I --------- I ---------------- I ------ I ----- -- I - --- I ------ I ------ I - - -- - I 0.7010.006IStreet 1 1.41 5101 6.01 - - - - -I gavg= 4.45 1 1 1 1 32.0 wide street I I I I I I I I I I I I I do =0.4 Flow hw =15.41 I I I flow to pt.# I I I I I I I Wdth Ctr -Brk= 0.51 Ix -fall= 0.0200 Ox -fall= 0.0200 1 1 1 1 650.001 B- 100 %ISF 1/41 2.41 3.910.80481 423.51 7. 41 ------ I ----- I ------- I ---- I ---- I ---- 1 12.91 --------------- I I 1 1 650.001 B- 100 %1SF 1/41 0.61 3.910.80481 0.01 1. 91 ------ I ----- I ------- I ---- I ---- I ---- 1 12.91 --------------- I I I I--------- I---------------- I------ I------- I---- I- ---- -I------ I - - - - -1 9. 9610.009IStreet 1 2.21 1401 1.11 ----- I qavg= 11.66 I 1 1 1 32.0 wide street I I I I I I I I I I I I I do =0.4 Flow hw =16.01 I 11 flow to pt.# I I I I I I I Wdth Ctr -Brk= 0.51 Ix -fall= 0.0200 Ox -fall= 0.0200 1 1 1 1 790.001 B- 100 %ISF 1/41 1.11 3.710.80121 422.21 3. 31 ------ I ----- I ------- I ---- I ---- I ---- 1 14.01 ---------------- I I I I --------- I ---------------- I ------ I ------- I ---- I ---- -- I ------ I - - - - - I 13.2410.011IStreet 1 2.51 1201 0.81 ----- I qavg= 14.19 1 1 11 32.0 wide street I I I I I I I I I . I I I I do =0.4 Flow hw =16.01 I 11 flow to pt.# I I I I I I I Wdth Ctr -Brk= 0.51 Ix -fall= 0.0200 Ox -fall= 0.0200 1 1 I 1 910.001 B- 100 %ISF 1/41 0.61 3.610.79871 420.91 1. 71 ------ 1-- ---1 ------- I ---- I ---- I ---- 1 14.81 --------------- I I I --------- I ---------------- I ------ I --- ---- I ---- I ------ I ------ I - - - - - I 14.9710.007IStreet 1 2.21 1651 1.21 ----- I qavg= 16.29 1 1 1 1 32.0 wide street I I I I I I I I I I I I I do =0.5 Flow hw =16.01 I 1 I flow to pt.# I I I I I I I Wdth Ctr -Brk= 0.51 Ix -fall= 0.0200 Ox -fall= 0.0200 1 1 1 1 1075.001 B- 100 %ISF 1/41 0.91 3.410.79501 419.71 2. 51 ------ I ----- I ------- I ---- I ---- I ---- 1 16.01 --------------- I I CB T15'" 3 %5 41 I INo. Pipes = 1 Pipe flow travel time - -- 'N' = 0.013 ------ I - - - - -1 r17:...4110.0021d= 361 4.61 3101 1.11 17.1Ihgl= 1.60(Ft.) I I I 1 1385.001 B- 100 %ISF 1/41 0.91 3.310.79181 0.01 2. 41 ------ I ----- I ------- I ---- I ---- I ---- 1 17.11 --------------- I I JS for_ CB #_ 55/.56 I INo. Pipes = 1 Pipe flow travel time - -- 'N' = 0.013 ------ I - - - - -1 19.810.0011d= 361 2.81 551 0.31 17.51hgl= 0.19(Ft.) I I Total study area = 6.60 (Ac.) Peak flow rate = 19.791 (CFS) Catch'Bas!ns 53'& 54'-�QLW 8.7 cfs1each; Qcap = 9.7 cfs each \► I I Version 7.1 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2005 Tract 32398 - Drainage Area 8 -6 C Bas1- -n--s- '55 :5 _& 5> _ StormDraih' 0 100 yr / 1 hr Design Storm File 32398CB5556 II----------------------------------------------------------------------------------------------------------------------- - - - - -I I l I Project: 32398CB5556.rry Page 1 Calculated By: I (Study Date: 10/08/05 Moisture Condition(AMC): 2 Checked By: I I 1 100.0 Year Storm 1 hour rainfall = 1.60 (In.) Intensity. Slope = 0.580 I R A T I O N A L H Y D R O L O G Y - R I V E R S I D E CO I (Station/ I Soil Type IDevel.l Area I I I C IL Elevl Q I Q ISlopelsectionl V I L I T I Tc I Hydraulics 1 1 I (Point No.l A,B,C,D (Type I(Acres)lin /hl 1 I(sub)I.Total Iv /hz I (Fps I ft.lmin.l min.1 or notes I I 11 0. 001 ---------------- 1 ------ I ------- I ---- I ------ I ------ I ----- 1 10.0101 1 1 2401 8.71- - -- -(INITIAL SUBAREA( I 1 1 240.001 B- 100 %ISF 1 /41 0.91 4.910.82081 418.51 3. 61 ------ I ----- I ------- I ---- 1 ---- I ---- 1 8.71 --------------- I 1 II--------- I---------------- I------ I------- 1=--- I------ I------ 1----- 1------ I----- I------- I---- I- --- I- --- I----- I---------- - - - - -I I Total study area = 0.90 (Ac.) Peak flow rate = 3.622 (CFS) .5;61 .-Q10.0' 1:8 ", cfs each Qcap = 9.7 cfs l Version 7.1 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2005 1 I Tract 32398 - Drainage Areas 8 -7 thru 8 -12 Storm D -aim 8 Catch, Bas ns' 57 & 5 -& 100 yr / 1 hr Design Storm File 32398SD8BCB5758 Project: 32398SD8BCB5758.rry Page 1 Calculated By: Study Date: 10/08/05 Moisture Condition(AMC): 2 Checked By: 100.0 Year Storm 1 hour rainfall = 1.60 (In.) Intensity Slope = 0.580 R A T I O N A L H Y D R O L O G Y - R I V E R S I D E C O Station/ I Soil Type IDevel.1 Area I I I C IL ElevJ Q I Q ISlopelSectionj V 1 L I T I Tc I Hydraulics JPoint No.1 A,B,C,D IType 1(Acres)lin /hl I I(sub)lTotal Iv /hz I Irps I ft.Imin.1 min.1 or notes i 1 0. 001 --- * ------------- 1 ------ 1 ------- 1 ---- 1 ------ 1 ------ 1 ------ 1 10.0051 1. 1 560114.01 - - - -- INITIAL SUBAREAI 1 1 1 560.001 B- 100 %1SF 1/41 2.81 3.710.80131 419.61 8. 41 ------ 1 ----- 1 ------- 1-- '-1 ---- 1 ---- 1 14.01 --------------- 1 1 1 1 560.001 B- 100 %1SF 1/41 1.51 3.710.80131 0.01 4. 51 ------ 1 ----- 1 ------- 1 ---- 1 ---- 1 ---- 1 14.01 --------------- 1 i 1 1No. Pipes = 1 'Pipe flow travel time - -- `N' = 0.013 ------ 1 - - - - -1 12.810.0011d= 301 2.61 1251 0.81 14.81hgl= 0.20(Ft.) 1 1 1 1 685.001 B- 100 %1SF 1/4.1 1.41 3.610.79881 0.01 . 4. 01 ------ 1 ----- 1 ------- 1 ---- 1 ---- 1 ---- 1 14.81 --------------- 1 1 i ]NO. Pipes = 1 Pipe flow travel time - -- `N' = 0.013 ------ 1 - - - - -1 16.910.00Old= . 301 3.41 3051 1.51 16.21hgl= 0.69(Ft.) 1 1 1 1 995.001 B- 100 %1SF 1/41 1.51 3'.410.79441 0.01 4. 11 ----- - 1 ----- 1 ------- 1 ---- i ---- 1 ---- 1 16.21 --------------- 1 1 1 1No. Pipes = 1 Pipe flow travel time - -- `N' = 0.013 ------ 1 - - - - -1 20.910.0121d= 361 8.91 1251 0.21 16.51hgl= 1.10(Ft.) 1 1 Total study area =7.20 (Ac.), Peak flow rate = 20.950 (CFS) LCatch- .Basiis 57,'x: &_.58 ;•Q100 6 �4 cfs .'e•ach:.(32: `8cfs�- / 2:) • Qcap = 9.6 cfs each 1 1 Version 7.1 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2005 1 1 Tract 32398 - Drainage Area 8 -12 Catch `Bas ins .r 61 -&7-6--J--, S� � B 100 yr / 1 hr Design Storm File 32398A8CB6162 Project: 32398A812CB6162.rry Page 1 Calculated By: Study Date: 10/08/05 Moisture Condition(AMC): 2 Checked By: 100.0 Year Storm 1 hour rainfall = 1.60 (In.) Intensity Slope = 0.580 R A T I O N A L H Y D R O L O G Y R I V E R S I D E C 0 _I Station/ I Soil Type IDevel.1 Area I I I C JL ElevJ Q I Q ISlo elsectionj V I L I T Tc I Hydraulics JPoint No.1 A,B,C,D I Type I(Acres)lin /hl I I(sub)lTotal Iv /hz I JFps I ft.1min.1 min. 1 or notes 1 0. 001 ----------------- 1 ------ 1 ------- 1 ---- 1 ------ 1 ------ 1 ----- 1 10.0081 1 1 2601 9.41 ----- INITIAL SUBAREAI 1 1 1 260.001 B- 100 %1SF 1/41 1.51 4.710.81801 419.81 5.8I - -- - 1----- 1------ -1-- -- 1---- 1 - - - -1 9.41 --------------- 1 1 Total study area = 1.50 (Ac.) Peak flow rate = 5.764 (CFS) Catchh:: Bali ns ._61 & .:.6,2::_ Q1Q0 2.;9 _cf s each Qcap = 9.6 cfs each 1 1 Version 7.1 Copyright (c).CIVILCADD /CIVILDESIGN, 1989 - 2005 1 1 N WATER SURFACE PROFILE LISTING Date: 2 -17 -2006 Time:11:32 Tract 32398 - Mds 63100 - 5a'o- Dra ° %n, =-9 =B; - to N Bdry SD 9B & CB 67 File 63100SD9BHGLe Invert I Depth I Water I Q 1 Vel Vel I Energy I'super IcriticallFlow ToplHeight /IBase Wti INo Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs -I- -I- L /Elem ICh Slope -I- I -1- I -I- I -I- I -I- SF Avel -I- HF -I- ISE DpthlFroude -I- -I- NINorm Dp -I- 1 "N" 1 -i- R -Fa111 ZR -I ITyp 1941.000 417.100 6.670 423.770 10.97 .41 .00 423.77 .00 .66 4.00 3.400 4.000 .00 0 WALE - -: '��EXIT 1941.000 417.100 6.670 423.770 10.97 3.49 .19 423.96 .00 I 1.19 .00 2.000 .000 .00 1 44.000 .0030 .0024 ..10 6.67 .00 1.47• .013 .00 .00 PIP I I 1985.000 417.230 I 6.644 I 423.874 I 10.97 3.49 I 19 I 424.06 .00 I 1.19 I I .00 I 2.000 I .000 .00 I 1 CT; STR' 0025 0019 01 00 .00 013 .00 .00 PIP 1989.000 417.240 6.775 424.015 8.31 2.65 .11 424.12 .00 1.03 .00 2.000 .000 .00 1 226.000 .0030 -.0013 .30 .00 .00 1.20 .013 .00 .00 PIP i I 2215..000 417.920 I 6.421 I 424.341 I 8.31 2.65 I .11 I 424.45 I .00 1.03 I I .00 I 2.000 I .000 .00 I 1 0.030 0011 .00 6.42 00 013 .00 00 PIP 2219.000 417.932 6.487 424.419 6.41 2.04 .06 424.48 .00 .90 .00 2.000 .000 .00 1 475.000 .0078 .0008 .38 6.49 .00 .78 .013 .00 .00 PIP 2694.000 421.630 3.171 424.801 6.41 2.04 ..06 424.87 .00 .90 .00 2.000 .000 .00 1 ^,CTjuST_ .1250 .0007 .00 .00 .00 .013 .00 .00 PIP 4# ' = 5�^ I I I I I I I I I I I I 2698.000 422.130 2.717 424.847 2.49 1.41 .03 424.88 .00 .60 .00 1.500 .000 .00 1 497.561 .0030 - .0006 .28 ..00 .00 .69 .013 .00 .00 P.IP -I- - --- --- - - � .- .._ . .3195.561 423.628 _I_ _I_ 1.500 _I_. 425.128 _I_ 2.49 _I- 1.41 _I_ .03 _I_ 425.16 _I_ 1.50 _I_ .60 _I_ .00 _1- 1.500 _I_ .000 _I_ .00 I- 1 N Tract 32398 - Mds 63100 - Storm Drain 9B - to N Bdry page 2 Invert Depth Water Q Vel Vel I -Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Station I Elev (FT) Elev I (CFs) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR ITyp 54.206 .0030 .0005 .03 1.50 .00 .69 .013 .00 .00 PIP 3249.768 I I 423.792 ! 1.361 I 425.152 ! 2.49 1.48 I .03 I 425.19 .00 I ! .60 .87 I 1.5.00 ! I .000 .00 I 1 30.933 .0030 .0005 .02 1.36 .19 .69 .013 .00 .00 PIP 3280.701 I I 423.885 I 1.280 I 425.165 I 2.49 1.55 I .04 I 425.20 I .00 I .60 1.06 I I 1:500 i .000 .00 I 1 2.5.551 .0030 .0006 .01 1.28 .22 .69 .013 .00 .00 PIP I 3306:252 I 423.962 i 1.214 I 425.175 I 2.49 .1.63 I .04 I 425.22 I .00 I .60 1.18 I I 1.500 I .000 .00 I 1 12.748 .0030 .0006 .01 1.21 .25' .69. .013 .00 .00 PIP' I 3319.000 I 424.000 i 1.180 I 425.180 I 2.49 1.67 I .04 I 425.22 I .00 I .60 1.23 i I 1.500 I .000 .00 I 1 WALL 2 '`:ENTRANCE .00 425.26 .00 .27 4.00 3.500 4.000 .00 0 319 000 -, 424 "000 1.2x56 ;�i'25t2�6 ,. `= 2 49 `,., 51 WATER SURFACE PROFILE LISTING Date: 3- 3 -2006 Time: 3:41 Tract 32398 - Mds 63100 - Later_al 9 �2, CB b 5, HGL Rational 100 yr File 63100L92CB65 Invert I Depth 1 Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR ITyp *****#*** I* r, r* r* r** I******** I********* I* r******* I******* I******* I***,►**** rl*,***** I******** 1 * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * ** I I 100.000 422.130 I 2.720 I 42� 4.8501 7.99 I 2.54 I .10 424.95 I .00 I 1.01 I .00 I I 2.000 I .000 .00 I 1 !TWC-T S; R .0000 .0020 .00 .00 .00 .013 .00 .00 PIP �cs6.51 102.000 422.130 2.733 424.863 5.50 3.11 .15 425.01 .00 .90 .00 1.500 .000 .00 1 5.973 .2167 .0027 .02 2.73 .00 .34 .013 .00 .00 PIP I I 107.973 423.424 I 1.500 I 424.924 I 5.50 3.11 I .15 425.07 I .00 I .90 I .00 I I 1.500 I .000 .00 I 1 .550 .2167 .0025 .00 1.50 .00 .34 .013 .00 .00 PIP I I 108.523 423.543 I 1.361 I 424.904 I 5.50 3.26 I .17 425.07 I .00 I .90 I .87 I i 1.500 I .000 .00 I 1 HY_DR AUL I C aTOMP I I 108.523 423.543 I .578 I 424.121 I 5.50 8.77 I 1.19 425.31 I I .00 .90 I 1.46 I I 1.500 I .000 .00 i 1 .019 .2167 .0278 .00 .58. 2.36 .34 .013 .00 .00 I_ PIP I I 108.542 423.547 I .578 I 424.125 I 5.50 8.77 I 1.19 I 425.32 I .00 .90 I 1.46 I I 1.500 I .000 .00 I 1 .459 .2167 .0260 .01 .58 2.36 .34 .013 .00 .00 PIP 109.001 423.647 .599 424.246 5.50 8.36 1.08 425.33 .00 .90 1.47 1.500 .000 .00 1 .396 .2167 .0229 .01 .60 2.20 .34 .013 .00 .00 PIP I I 109.398 423.733 I .620 I 424.353 I 5.50 7.97 I .99 I 425.34 I .00 .90 I 1.48 I I 1.500 I .000 .00 I 1 .341 .2167 .0201 .01 .62 2.05 .34 .013 .00 .00 PIP I I 109.738 423.807 I .643 I 424.450 I 5.50 7.60 I .90 I 425.35 I .00 .90 I 1.48 I I 1.500 I .000 .00 I 1 .290 .2167 .0176 .01 .64 1.92 .34 .013 .00 .00 PIP WATER SURFACE PROFILE LISTING Date: 3- 3 -2006 Time: 3:41 Tract 32398 - Mds 63100 - Lateral 9 -2, CB 65 HGL File 63100L92CB65 Invert I .Depth i Water i I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station I Elev l (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I' "N" I X -Fall) ZR ITyp * *,r * * * * ** I,r * * * * * * ** l * *,t ,r *,r ** I * *r,r,r *,r ** I ,r * * * * *r ** I ,t * * * * ** l *w * *,r,r,r l * *,r * * *,t ,r,t I * * * * *,r ,t I ,r * *,r *•+r* I * *r * * * *,r I * * * *,►,r* I ,tr,r *,t,r* l # * * ** I *r* 110.029 I 423.870 I I .667 424.536 I 5.50 I 7.24 I .82 425.35 I .00 I I .90 1.49 I 1.500 I .000 I .00 I 1 .245 .2167 I I I .0155 .00 .67 1.79 .34 .013 .00 .00 PIP 110.273 423.922 .692 424.614 I I 5.50 6.91 I .74 425.36 I .00 I I .90 1.50 I I 1.500 I .000 .00 I 1 .204 .2167 .0136 .00 .69 1.67 .34 .013 .00 .00 PIP 110.477 423.967 .718 424.684 5.50 6.59 .67 425.36 .00 .90 1.50 1.500 .000 .00 1 .166 .2167 .0120 .00 .72 1.55 .34 .013 .00 .00 PIP 110.644 424.003 .745 424.748 5.50 6.28 .61 425.36 .00 .90 1.50 1.500 .000 .00 1 .132 I .2167 I .0106 .00 .74 1.45 .34 .013 .00 .00 PIP 110.775 424.031 I I .773 424.805 I 5.50 5.99 I .56 425.36 I I .00 I .90 1.50 I I 1.500 .000 I .00 I 1 .100 I .2167 I .0093 .00 .77 1.35 .34 .013. .00 .00 PIP 110.875 424.053 I I .803 424.856 I 5.50 5.71 I .51 I 425.36 I .00 I .90 I 1.50 I 1.500 I .000 .00 1 ,.070 I .2167 I I .0082 .00 .80 1.25 .34 .013 .00 .00 PIP 110.945 424.068 I .835 424.903 I 5.50 5.44 I .46 I 425.36 I .00 I .90 I 1.49 1.500 I I .000 .00 I 1 .041. I .2167 I I .0072 .00 .83 1.16 .34 .013 .00 .00 I_ PIP 110.986 424.077 I .868 424.945 I .5.50 5.19 I .42 I 425.36 I .00 I .90 1.48 I I 1.500 I .000 .00 I 1 .014 I .2167 I I .0064 .00 .87 1.08 .34 • .013 .00 .00 PIP 111.000 424.080 I .904 424.984 I 5.50 4.94 I .38 I 425.36 I .00 I .90 I 1.47 I 1.500 I .000 .00 I 1 ,WALL_ � -� �� FNTRA•NCB- � ;C•B�,6'5. 111.00 .4 .0 424.080 145 4�2 2 I r_5 5.50 .98 .01 425.54 .00 43 4.00 3.500 4.000 .00 0 _I_ _I_ _i_ _l_ v WATER SURFACE PROFILE - L- ISTING-- Date: 2 -14 -2006 Time:11:59 Tract 32398 - Mds 63100 - lateral 100 yr Rational- CB 661 File 63100CB65HGL Invert Depth Water Q Vel Vel Energy I super ICriticallFlow ToplHeight /IBase Wtl INo Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.l Elev. I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope SF Avel HF ISE DpthIFroude NINorni Dp I "N" I X -Fall ZR ITyp *******,* I*, �:****** I::* r***. I:#*, �***:* I, �***:#...* I.***:** I*****.: I*******, �* I:**,►*** I*:***«** I * * * * * * * *I * * * *x * *I * * * # * * *I * * * ** I * #* 100.000 I I 418.000 6.280 I 424.280 I 2.54 I I .81 .01 424.29 I .00 I I .55 .00 I 2.000 I I .000 .00 I 1 J�iJi�TCTSTR` 1250 .0004 .00 6.28 .00 .013 .00 .00 PIP 1 °.U'2OQ04:128250 601?0 42'4;60 2!5x4 1:244 .03 424.29 .00 .60 .00 1.500 .000 .00 1 7.690 .5878 I I I _I_ _I_ .0006 _I_ .00 _I_ 6.01 _I_ .00 _I_ .18 _I_ .013 _I_ .00 .00 I_ PIP 109.690 422.770 1.500 424.270 I - i 2.54 I 1.44 .03 424.30 I I .00 I .60 I .00 I 1.500 I .000 .00 I 1 .230 I .5878 I I .0005 .00 1.50 .00 .18 .013 .00 .00 I_ PIP 109.919 422.905 1.361 I 424.266 I 2.54 i 1.51 .04 424.30 I I .00 I .60 I .87 I 1.500 I .000 .00 I 1 132 I .5878 i I .0005 .00 1.36 .19 .18 .013 .00 .00 PIP 110.051 422 -982 1.280 I 424.262 I 2.54 I 1..58 .04 I 424.30 I .00 I .60 I 1.06 I 1.500 I .000 .00 I 1 .107 I .5878 I I .0006 .00 1.28 .23 .18 .013 .00 .00 PIP 110.158 423.045 1.214 I 424.258 I 2.54 I 1.66 .04 I 424.30 I .00 .60 I I 1.18 1.500, I .000 I .00 I 1 .092 I .5878 I I .0006 .00 1.21 .26 .18 .013 .00 .00 PIP 110.250 423.099 1.155 424.254 I 2.54 I l 1.74 .05 424.30 I .00 I .60 I I 1.26 I 1.500 ..o00 I .00 I 1 ..081 I .5878 I I .0007 .00 1.16 .28 .18 .013 .00 .00 PIP 110.331 _I_ 423.147 _I_ 1.103 _I_ I 424.250 I 2.54 I 1.82 .05 I 424.30 I .00 I .60 I 1.32 I 1.500 I .000 I .00 1 .073 I . .5878 I I _I_ _I_ _I_ _I_ .0008 _I_ .00 _I_ 1.10 _I_ .31 _I_ .18 _I_ .013 _I_ .00 I- .00 PIP 110.404 423.190 1.055 I 424.244 I 2.54 I 1.91 .06 • I 424.30 I .00 I .60 I 1.37 I 1.500 I. .000 I .00 1 .066 .5878 .0009 .00. 1.05 .34 .18 .013 .00 I_ .00 PIP - - -- WAT$R`- S-UR7FACB PPR4FI-IrE- 3- I-ST -I- TG-- --- .- ..._..- - ......._......._- ...... -... -- ..- .. - -... - -- - - Tract 32398 - Mds 63100.- CB 66 - Lateral '9 -3 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Station I Elev (FT) ;Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem ICh Slope I SF Avel HP ISE DpthIFroude NINorm Dp I "N" I R -Fall ZR ITyp 110.470 423.229 1.010 424.239 2.54 2.01 .06 424.30 .00 .60 1.41 1.500 .000 ..00 1 .060 .5878 .0010 .00 1.01 .37 .'18 .013 .00 .00 PIP - 7:10.530 423.264 .969 424.233 2.54 2.10 .07 424.30 .00 .60 1.43 1.500 .000 .00 1 .055 .5878 .0011 .00 .97 .40 .18 .013 .00 .00 PIP 110.585 423.296 .930 424.226 2.54 2.21 .08 424.30 .00 .60 1.46 1.500 .000 .00 1 .049 .5878 .0012 .00 .93 .44 .18 .013 .00 .00 PIP 110.634 423.325 .893 .' 424.218 2.54 2.31 .08 424.30 .00 .60 1.47 1:500 .000 .00 1 .045 .5878 .0014 .00 .89 .47 .18 .013 .00 .00 PIP 110.679 423.351 .859 424.210' 2.54 2.43 .09 424.30 .00 .60 1.48 1.500 .000 .00 1 .040 .5878 .0016 .00 .86 .51 .18 .013 .00 .00 PIP 110.719 423.375 .826 424.201 2.54 2.55 .10 424.30 .00 .60 1.49 1.500 .000 .00 1 .016 5878' .0018 .00 .83 .55 .18 .013 .00 .00 PIP 110.735 423.384 .795 424.179 2.54 2.67 .11 424.29 .00 .60 1.50 1.500 .000 .00 1 _ RALTI,IC JUMP 110.735 423.384 .425 423.810 2.54 6.16 .59 424.40 .00 .60 1.35 1.500 .000 .00 1 .011 .5878 .0178 .00 .43 1.97 .18 .013 .00 .00 PIP 110.747 423.391 .440 423.831 2.54 5.87 .54 '424.37 .00 .60 1.37 1.500 .000 .00 1 .058 .5878 .0156 .00 .44 1.84 .18 .013 .00 .00 PIP 110.805 423.425 .456 423.881 2.54 5.60 .49 424.37 .00 .60 1.38 1.500 .000 .00 1 .049 .5878 .0136 .00 .46 1:72 .18 .013 .00 .00 PIP WAT-E32- -SURFACE -RRO-F-ME-LfSifNG Tract 32398 - Mds 63100 - .__CB,.6:6 - Lateral; 9'-3. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Station I: Elev I (FT) I Elev i (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I- "N" I X -Fall ZR ITyp 110.854 I 423.454 I I .472 I 423.926 2:54 I 5.34' I .44 I 424.37 .00 I I .60 1.39 I I 1.500 I .000 .00 i 1 .041 .5878 .01-19 .00 .47 1.61 .18 .013 .00 .00 i_ PIP 110.895 423.478 .488 423.966 2.54 5.09 .40 424.37 .00 .60 1.41 1.500 .000 .00 1 .034 I .5878 i .0105 .00 .49 1.51 .18 013 .00 .00 PIP 110.929 423.498 I .505 I 424.003 I 2.54 4.85 I .37 I 424.37 I .00 I .60 1.42 I 1.500 I I .000 .00 I 1 .026 .5878 .0092 .00 .51 1.41 .18 .013 .00 .00 PIP 116.955 423.514 .523 424.037 2.54• 4.63 .33 424:37 .00 .60 1.43 1.500 .000 .00 1 .020 I .5878 I I .0080 .00 .52 .1.32 .18 .013 .00 .00 PIP 110..975 423.525 .542 I 424.067 i 2.54 4.41 I .30 I 424.37 I .00 I .60 I 1.44 I 1.500 I .000 .00 I 1 .014 I .5878 I I .0070 .00 .54 1.23 18 .013 .00. .00 PIP 110.989 423.534 .561 I 424.095 I 2.54 4.21 I .27 I 424.37 i .00 I .60 I 1.45 I 1.500 I .000 .00 I 1 .008 I .5878 I I .0062 .00 .56 1.15 .18 .013 .00 .00 PIP. 110.997 423.538 .582 I 424.120 I 2.54 4.01 I .25 I 424.37 I .00 I .60 I 1.46 I I .000 I .00 1 .003 I .5878 I I .0054 .00 .58 1.07 .18 .013 .00 .00 PIP 111.000 423.540 .604 6 I 424.144 I 2.54 3.82 I .23 I 424.37 I .00 I .60 I 1.47 I 1.500 I .000 I .00 1 ALL ENTRANtiCE CP 72 01 424.47 00 .27 4.00 3.500 4.000 .00 0 44-41V �K000�,,K, -J 237'540 g 91k9 t42 =4_.�459sN `a_ °' 2 54'; FILE,: 63_1007B66HGL..W9.W.._ - -P G- W- CI- V- ILDESIGN.�7.ers- ion -- 14..,_0.6_.... ._....... _---- -.._..._........ --. -- -.. .. _. .. ....._ .... -. PAGE- - Program Package Serial Number: 1790 WATER SURFACE PROFILE LISTING Date: 2 -14 -2006 Time:10:54 Tract 32398 - Mds 63100 - Curbxnl *e = L:a194 100 yr.Rational File 63100CB66HGL Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station I Elev (FT) �. Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.- F.TIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N° I x -Fa11I ZR ITyp I I 100.000 417.560 6.440 I 424.000 I 4.08 . I I I I I 1.30 .03 424.03 .00 .71 .00 I I I 2.000 .000 .00 I 1 „CTST'. .0000 I I .0009 .00 .00 .00 .013 .00 .00 PIP I 102.000 417.560 6.390 423.950 I 4.08 I I I I I 2.31 .08 424.03 .00 .77 .00 I I I 1.500 .000 .00 I 1 38.000 .1234 I I .0015 .06 .00 .00 .34 .013 .00 .00 PIP I 140.000 422.250 1.769 424.019 I I 4.08 I I I I I 2.31 .08 424.10 .00 .77 .00 i I 1.500 .000 .00 1 bum EATri2�NCT�CB 6�6' .55. .00 424.14 .00 .36 4.00 3.500 4.000 .00 0 ]#40!?OU10 4':22250 l.g85 4'241 35` 4Ou8 •�Tn1C5B °6�7 4'2�47.E -5; -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2/22/2006 Appendix D Street Hydraulics Sketches Rational Method Hydrology Street Capacity Check Tract No. 32398 2/22/2006 Appendix F Design Reference Documents' 7'a,h z n GeoTechnical and Percolation test reports SCS Soil Map, & Soil Group Table 12 NOAAPoint Precipitation Storm Volume Table (All storms) Initial Subarea, Time of Concentration Nomograph, (Plate D -3) Rainfall Patterns in % of Storm Volume (Plate E -5.9) Rational Rainfall Intensity Table l Oyr & 100 yr (Plate D -4.1) Rational Runoff Index Numbers (PlatesD -5.5 &5.6) Runoff Coefficient Curve (Soil Group B, AMC II) (Plate D -5.2, 5.7) 32 ft cf / cf Street.- Velocity /Discharge Nomograph (Plate D -7.7) 34 ft cf / cf Half Street - Vel /Disch Nomograph (Plate D -7.8) Curb Inlet Capacity @ Street Low Pt (Sag) (BPR #1073.03) Curb Inlet Capacity on Continuous Street Slope (LA Co Plate D -10 Reinforced Concrete Pipe D -Load Table LACFCD Dwg D -213.1 Misc Verification Correspondence Tract No,.32398 3/3/2006 Appendix G Drainage Area Map Exhibits Exhibit I - Predevelopment Topography & Drainage Map Exhibit II —Retention Basin Unit Hydrology - Drainage Area Map Exhibit III -Storm Drain & Catch Basin Rational Method Hydrology Drainage Area Map Tract No. 32398 0 7 L P C V 0 CURVE TABLE # A R L T A 9'11'21" 1000.09 160.38 80.36 B 630'00" 3000.00 340.34 170.35 C 1905'00" 600.00 105.59 52.93 D 21'35'00" 450.00 169.51 85.77 E 4950'00" 330.00 281.26 149.81 F 4629'59" 300.00 243.47 128.89 G 1 13'45'00" 800.00 191.98 96.46 H 1715'00" 230.00 69.25 34.89 I 720'00" 1000.00 127.99 64.08 J 6'20'00" 2000.00 221.07 110.65 K 1713'54" 2000.00 426.96 1 214.29 L 9553'54" 41.00 68.62 45.45 M 93'50'40" 41.00 67.15 43.85 N 900'40" 300.00 41.95 21.01 0 4'10'00" 2272.00 165.22 82.65 P 506'23" 2136.00 302.21 151.36 Q 4'10'00" 436.00 31.71 1 15.86 FIRST SUBSTITUTE MYLAR THIS MYLAR IS IDENTICAL TO THE MYLAR APPROVED BY THE CITY ENGINEER ON 11/8/05 EXCEPT FOR THE REVISIONS NOTE HEREON. 01 Q�pf ESS �C rn � Z; n No. 20596 STANLEY C. MORSE ' Exp. 9-30-07 R.C.E. 20596 CIVIL DATE: 9rF 110' R/W- 3 0 55' PER TRACT 31681 T 425 5' ASPHALT CONIC. PAVEMENT OVER g' CONC. -J 15 CRUSHED ROCK BASE CURB do GUTTER 35' 6. LOT N ►N 2' MAX. 166 PAD = 427.7 FL HP = 427.4 10' MULTI- PURPOSE TRAIL, LQ STD. 280 PER SEPARATE PLAN SECTION R - R T 1 00. GROUND SECTION Q N.T.S. N.T.S. -Q UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIA1311JTY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT ON THE REPORTED TO EXAMINED. THE THE UNDERSIGN, QUIRED TOT TAKE DUE° RECAUTIONARY CORDS MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. 1 SEE SHEET 3 Q� SEE SHEET 3 ! 1. 60. 1LS _ A ; ...._. .•_ I: _ f _.4_1....t _ _ _ SAN JOSE MONROE STREET 92 93 94 95 l.sl a ^, a Y T 46 - - Jou.0 0.5X 34' CIV W 0.5X 05% 0.5% 9.5X LANDSCAPE L T 0 0 UNDSCPE Do- V% 65. a 60.00' F • - 5 ! n N LANDSCAPE , st•• u•, .. i ....a�•. � , �,•,`4. + --•rC' u�. / �� 422..' c� / ?e, >I �' ? 1._ .... .. ..... .... .. _..._.._ - .......- ..........__ - ��a`- W rc �c, � G 17 - -.... ...... -. _ .._...�,yt.•,�� I ati � :� / N 4$' 2 , . ,. 12.00' -� r�,'�t� _ . _ .- ..._TIC - r� 1 8 _ .. > �' 979% 3 ;° r �� U 79 6 X2.93. ! �.; 4 �-- ! 1 " - ..._ ........ "._ �ti l� c ..ati tom. D T�? .7 4 C +~ 11 ' i. 98 ?> 07_ 8 r a o T ?�� ^ ITC . 1 1.2895 �n A 'J•W % fia RAC �' - W / - 1 i _ .... /422 1 1 - ----_ 11 �_ c � .49 L i 42.0'I : ii 0.50% ,, 1 TC lc j lC LANDSCAPE i 11 , ® o.9ox W 1 ti6 1 LOT M X ' a. N 89' 6'21" 'E 40. 2.00X - 1� °` - lC a „c, ;. _ ... - ._... r . •~ *,; - � f TC RETENTION BA __.. .� 0.5%.... -...- - - . .._ .. -.. _... _ . _ _.. _. -... �n - - '. OVERFLOW 42 W48 i*t, t? �v ?� j / - t' , WS 100 41 .i _ _ - _ - . - -- _ - - ..... _ . I BOTTOM 41 w �, _ - - _ ....... _. + t NWDS \� Tc Nw _ � . _. - - -- _ _ . . i - ~" - -_ 60.00._ r� +. - - -- - -- Q i l : , - �-- -• _ �` �" _ _... _ - _ _ - - - - - - - . - -- 0.04 -- - SF 2 5 11.50 0 __ - - -• �-- - - - __ _ 00 \ 3 I �- !._- --- - -- �160.100"-- iLi 5X 0.5% 75 LF. ..._ _ _ 0.59: 0�5% 0.579 X r 000`- 0.5% 1 __ __...-- - - - - -- .- � 0. ^ I I 2 PVG, 0 2.00 �. . , . � - �, j 5q5 _ _ -- - -- - E'. N 4446'21'E T f - - -- 0.59: � 0,59; 0.5% 0.5% 32.53' _ _ -, :.- -` - - X 0.5X a �`O �, a�, '* 1 LOT -. x, ,j :;f h L N \\ LL RETENTION BASIN E' - - - -rrw-oS t' £ o 155 154 I " �..• } OVERFLOW 421.8 - - - vO }! - 1 61 160 159 158 157 �, 156 0. -;., = °:� 1 41 1 DB ;• I : o , \ WS 100 418.9 �' a � - 0 , d rye. 425.6 I : :.i _ BOTTOM 415.0 i a �c, 423.7 4 ' ' 4 I F` •r ° O 425.3 425.0 4 X75 L F� PVC' 426.5 426.2 n Q I • °�$� , 427.2 0 426.8 425.9 ry , \ � I f c� I � � � ��•�` "�`I ? Yom, O I " I' •'{I -'- �_s..r .. `� , O r �� 1N `� 9 I`i •►: I R TIOWVA5' I N 108.51' I t "' •,-' I OW 424.5 Ifi. �•} z z " se - - - - -- - ' - r ' t 424.1 ;; } z o 0 0 VIA a �DIAMANTE° ° - ° ° :-w © ��°` 0.5 MIN }� 422 0 .n a • I in a 0 � o Ln 0 , T- .-W ti c+ 241 - 8 > �� p`o in 011L. soh 0 1 .� �v/ +n 1G �� 216 0. W% �4 423.8 � E 1' � 40' 00• E 3 : • _ _.... _ = r 437 _ �,. ... - - - � 1. ;•, - - - -- �- .; I yti"i a'�� a tip' - ti `- - 109. 0.5% MIN I '0.50tX �, �; a ~ • p:5 MIN i � o '� ;:. - As I h� .- ...��. • - a �� :, - ' - - - •� g �- 0. % MIN o ti ~` 0.5 •% MIN 0 ..._ --� ,� b .5% MI ati g, 14 Fa t 0 2� . z z 15.71' ,L•, T ati 2X i A 6.. - - � 188 195 zyo \ 3� 0 0 1' 1,� ?) Ln u�i o o IW. 425.3 C42 o K o o �� r . ? 4 '- z Ln t o o P E ` 9 E� 11 0.5% I � 0 10 10' o y� a 1 1;6 } , ; - s4 182 183 184 1 185 �, 186 0 187 108.50 0.5% MIN �G ?r� 0.5% MIN 108.50 , 16 1 0.5% MIN I 9 .n 53 1 4 1 C " ,n - \ 1 0.5% MIN 1 I `' " 0.5% MIN r 1 0 "' 426.2 425.6 M 0.5% MIN -T _ r 194 ' C 0.5 MIN 1P E E 427.3 427.0 w 426.6 0 ° 425.9 2.02 . • ii O 171.5' 71.5 o ~ d . 163 �-� n N � 0 189 : 5i IN PLACE MIN. Lq \ , o 42 & -1 1 16' 1.6' 1 ry�1 ary 0 59' _ a'L • ati • i.- d d n ,� I O _ r o-r� %_.__ -_. - 1 J CRUSH TILE DRAIN o ^� �^ 42 k 0,59'. 0.595 -- -- 0.59�� gj�60 6ir - - 1 �1 16 1.6 ( ( IN PLACE TYP. Y H __ _ • • t 0.57: MIN•- ' } p 5% zj0.591 z 0.5% o0 \424.80 424.47 T 108.50' 0.51: MIN °`1 tG 5% MI 108.50' Y I - -- ttr49`--- - ----- �, _ - 0.596 !�I 't"- 60:1541- N - --- 28p1p M"47. 0. x 425.52 TC 4 5.16 T _. I ! 0.5% MIN I= 2. 3 1� 1 428.18 TC 4 • 9 TC _ Z I o 0.59 MIN .. ��4 W I 00-1. T� 0.5% MIN : �...... ' ! 0 59' MIN • 3 � 0• 48.7TC 4 T �G 26 9 , T - rn oo a �C C 426.18 71C 425.89 T t' X5.56' - - 0 4 _ 425. 1, � `- N � , r•. :1 1 - 7 T 426.5 7 4 TC o Q, 1 ^ �i 190- �B I 193 ° 4Zr ^ ' T, 29: ° A 164 I 42 . TC 4 6. 69.05 iS 3 0.5% 0.57: 4r') 5% 0.51. 0.5% a� I $ Z A2A5 C , ? C 3 7'35 40' r 36.36- 0.5% ti t� MIN I Po' c� MIN. 428.1 I 6� C 0.5X �'� 0.5% h lutd. N 425.0 13 I I `'- �'� 'h 0.57' I 424.8 I z 'ti �c a, 0.5% 0.5X �o a a`LQ .I `* z o1 '� o I C42. i 1= 77.14' a _ o �'\ a a r I 112.65' 0.5% MIN tied 'S.o r o p6 M`�� M 0.5% MIN -' ; 10.5% MIN 108.50' - "� - -- 0.5% MIN _ I 181 180 179 178 0 177 0 176 t 08.50 __;__._ MIN I 1 N 0 ^ 0.5% MIN e,'�� 0.5% MIN I , 1 I 0.5 °o , I 427.5 0 427.6 426.6 426.2 425.9 425.5 I - _� o �; 0.5 MIN �, I ' �� 3 � 40 165 � N : z � � �2�. 191 192 0 � r _4 !: MIN. I se `',a 424.6 aZA� C? I 427.8 I o I z z u? 424.6 ti I 42. :. z z o Ln 1.111 kill i ; ^I: ° 0� o st sE �o Co �0 0 0 16.33' kti - - -- -- ` i : b ` I 1 1 • 0.5% MIN -_' sLn o 0 0.5% MIN N z T f I - w ,+� `i ! �G 000 / oti�G 0.59: 1 - . - - 0 5% MIN sA w ~. o J 0 0 - ji= 513'00' 42 17 ~ {" 160 L =73 96 166 L .� O •-•p' a 1 0.50i 0 Mim 272' 7.7 E 1.00 X n - . �1• �E, . ?> _ �& lr ? o 's,O - l�, : -t��i' tip' a a -- •- -- ____ -, i 173 46' 0.59 MIN z z -- , I W ^ ' z z '� r� re cc rE st st z z_ z w 411 CRUSH TILE NS c� ° 174 ° Lq ° 0 IN PLACE (/ I \� r t . _ - LO`T 172 - - ____..... ... _ . . ;, I � • 1 � ' �� N 171 � -o - - - - -- N 169 170 _ _ o . 424.1 167 168_ _ -- -__ -- _ -� CVWD 423.5 _. - - - - - -._.. -.._._ - _.. _o _._." _. -- - -- - --- -- 425.3 425.0 0 424.6 Q I N 1 0 57 MIN t o- - -- -- 96 426:6 426.3 426.0 425.6 O O ,��, JJ �� e'� 0.5% MIN _ WELL SITE 426.8 T $ 204600 -- MONROE STREET ` SE SHEET 5 od N $ I TW 434 00 t PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OR CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND. INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABIUTY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. TRW 428.00 FG 428.2 TF 426.00 3:1 SLOPE It 434. TRW 428.00 FG 427.0 IF 426.00 t'J CONSTRUCT PERIMETER WAIL (MAX. HEIGHT = 8') BY SEPARATE PERMIT 02 CONSTRUCT RETAINING WALL PER CITY STANDARD PLAN - BUILDING AND SAFETY DEPARTMENT (REQUIRES SEPARATE PERMIT) 3 -9-06 1 REV. OFF SITE STREET ELEVATIONS AND GRADES INCLUDES ENTRY WAY FOR AVE LINDA 8 RET. BASIN NO. 7/9 DESIGNED BY: DRAWN BY: ti 0.5% , .0.5% - -I N 013'39' Il 834.�43333 TW 433.3,7 TRW 427.33 � 1 FG 426.3 FG 426.3 IF 425.33 TF 425'33 , - 1 1\• CHECKED BY: F 0.5% �0.5% i� 0.5% S j(6[0.00' 3:1 SLOPE II 1W 432.66 TRW 42i6.i 6 l TRW 426.66 0_)w__ FG 425.7 1 FG 425.7 TF 424.66 TF 424.66 SHEET 5 UNDER c� LEY C. MQ " No. 2059 R.C. . 20596 d* Exp. 9 -30 -07 * c AP RPV,E D BY: Civil- �Q I " r / F CF CA0 Q TI THY I I ENGI E R SCALE 1"=40' DIRECTION OF• DATE: WPft /GGG ir EXP. DATE 9/30/07 DATE: -1 I� 0 EXP. DATE 12 31 05 R.C.E. 45843 0.5% 0.5% 0.5% 0.5% 0.5% r `I 0.5% 0.5% 0.5% ©.5% 0.5% 65.00' 65.00' 45.02. 171.5' 7!.5' 3 60.8 60.00' - - - - -- - - - - -- ---- - - - - -I -- 1 1.6' 16' 1 5'I W 4 60.00- - -- -- - - - - -- - ---- --- - - - - -- I I II SLOPE TW 430.66 TW X24.0 SAN JOSE TW 432.00 TW 431.33 TRW 424.66 1 TRW 424.00 Q TW TRW 432.00 6 1 TRW 426.00 TRW 425.33 1 FG 423.7 1 FG 423.0 SHEET 5 1 FG 425.0 FG 424.4 TW 431.33 TF 422.00 FG 425.0 TF 424.00 TF 423.33 TRW 425.33 TF 422.66 TF 424.000 1 FG 424.0 Tr e9z zz Q GRAPHIC SCALE - -- w 0 2a 4o so 160 C I'iY of LA QUINTA i _11111 Plan Set No. ( IN FEET ) V ✓ jq-��_ -=- 1 inch = 40 it. i M 0 R S E 78 -900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA Suite 208 V' • D 0 K I C H La Quinta, CA 92253 TRACT NO. 32398 C4 SHT. Voice: 760 - 771 -4013 ROUGH GRADING PLANS S C H U L T Z FAX: 760- 771 -4073 • Z OF�� SHTS. P LA N N E R S E N G I N E E R S S U R V E Y O R S 1"' SCALE: SEE ABOVE B E N C H M A R K. PD- 103 -3 -70 FD. 1 114' O.D.I.P. FlLLED W/ CONC. IN 5 (� O.D. CONC. COLLAR ON. 0.6'1 330' NORTH OF C.L. INT. OF POR. OF THE SW 1/4 & NW 1/4 OF SEC. 26, T.6S., R.7E., S.B.M. DATE: SEPT. 6, 2006 p�NTOUR °DATUM IS SEASLEVEL PLUS 500 FEET TO O PPI FOR: SCHUMACHER INTERESTS W.O. No: I : \63100\RG\DELTA- 1 \RGO4.DWG 3/09/2006 eke I : -•; - -\ X12,3 '`- _ + +.: a24 2 x215 .t•'- ,1.1.1 ) / I ? 3 4.; , -� X 123.3 Y, x45.4 126.3 r / � �` x x l --_-' _ � / ) • lr --__ -- z +z za _ . f. iN i c - - --- 1 127 9 tz-. % 4-2 y^\ r\ ,23.2 f ` x <° zX r f- f1 (r�� -, /`)` �}){ ((( , I �V 1 �% J uxz .i \. r J\ s J J - i J U J .42 \a�a�\�, T \,�,1\J, �:J `f ��:J -() _. t-- ..•.: 6:/ ! r M1 .< _; /.J A r+.e �_ \ ' i,.4 +212 422'1 <2/.t •,l�- x .6.9 •. a': 3 <1 _ _ _ -- _._ AT� \\. \\ X A 1,7 / 417.5. x X __ oX _ -____ ___- _ _ _ _ _ __ - - ___ _ --._ _ __ _ _ z-� -- I �' -- _ - t / r •715 n `A X •w = a..< -- N - - _ - 2�sF �s s2 9 _. :c _ _. -r � 43 - :�` __ ��. ^: < c t. _ .ta• _ _.. - _: _ - X10 qF7�1 lR�,- bE 2--- - � -1--�• 1� � � _- -� -• F��.O'R - ,_� '_r 't' %'' :s.<K`r: "= Ii1,1... 'F� `.., �. ,.5.x51 - _ -' _ �_ `y -�;._ -�. 'I I `' 'Z. 123 ,. . _� - - SUBSTANTIAL CONFORMANCE � - } - ""MM g; r �! , -YW7 .SF 6212 l \ \ ,z 2.t F 638 S 681717 7310SF�- ,7,P x SF ) 62�'f 3s 1235 6952 SF ' i .211 , i44 t125 X j -��J 'f. 41�, Z ! S' ..� T s��y `L -\ r V_-� 1 s5 -3 _ t� TENTATIVE TRACT 32398 HAS NOW BEEN PHASED INTO 2 PARTS, fO AC ,:, 42X: to I y i j14 l j �� 3 r/i'�` .:5 -, L .2 - - - -�`3 -- - '�,'\ti� ^ __ _W;+ - -- ! b; t�5:( THEREFORE RENUMBERING AND LETTERING THE LOTS ACCORDING + 92 ' 1I - j' - I +:• j 1�_,f i T�` ' t' l` rte\ J. t ` X\ -YY �) k - - - --1 -fig -i :» - 2s.2 tp ... / 1 r -�- w`\ wz.6 rs ,. X , 11 i . I - , ■ ' I 42 <. . 1.=5.+ , (VT.7 \ - _ _. __ __ _ -" _ o x_- t t x �� f-- <- \ SF , i TO THEIR PHASE z -`i t - - -- - a y x a .... q 85 ;, THE PADS HAD TO BE •'['� 120 6 � +- x , ', � � � 2e RASED DUE TO SEWER CLEARANCE 1* AY 111 ! +7 1fx ,Q z 421: •+s W` ias4�sF.2 �s9s4 f 1 c3 COVER ISSUES. WE RAN THE SEWER AT MIN. GRADES AND f _ _ 4:�8 �` - `t_ �_x �`a5!b K oY36 85 I 8.1� 4:11.5 F LA U� TA $TA TE _ �F CAL��O�RN�A . I , ! a, 1215 n�8 0 < _- n FOUND THAT WE HAD. TO RAISE THE STREET AND PAD GRADES `` -f H CITW O I < I , , . 7.? - - - - - - - - ' 1211 <2>., �T[ i-; i '' �i�}- I �t D , 65 - s� Jr •$ � 1�6 75 \4 zs�3 t0 `tX °� ' ;i�� I � s6 tNOZ .\ - �) 2 x37806- s� sF TO ACGODOM{DTE THE MIN. CLEARANCE -t1 "[? 27 •. I Y X425. X<I e.a x \� , , t 1 rJ t , 117 66 i �� -� +�' X+16.2 - - - J\ xX 4a x ' }26� ( c� I i ! 8 - -- - - - - - -- - _, tf - ------------- - - - - -- - -- - - -- - - . , i - t_, <xs --- i 11 I �2 ��6� \, 879t= i '� 6006 SF 6186; SF 422.2 7`x7.422 ••�� >� < 1 < u.s P F x <:,� , t! 1 T ,' 8784 SF I �^ 5x5:3_ - 135 ( be " � IDENTIFIED 60 INCH IRRIGATION MAIN AN HAVE REALIGNED TO . ! 123.1 y J3 841- 6 145 94 �X t4$ I 04 6092 sF,\ ' x THE STREET. 7a a i -� r 128 X 3o'I t �' f <2: < ti re 1 - I I SF 7 e0 , <.3 x I g' J r?� `� ;6. - - -- .za.a t ''rte t 6540 S 6540 SF � r � , � � X ��2 ._ t S � Ly' ' 2i3 x ; :111.1 I 125 74 20 X 1• 6. u<,. ,1 ,: d' SF 1 i 15 20 1 t 8 67 ( 3 -� z SF 70� 6419 SF 1 XI I s.21_� I z. ,J2sX I 2.s .zta 83 3 F IDENTIFIED 12 INCH IRRIGATION MAIN AN4 HAVE REALIGNED TO THE STREET • tV. 4 4212 (7).9 <•,.7 ;'X- t 2. X Iu. 2.3 f � X I ` L :s 3 1 2x 163ti1 SF 83 SF , i ( ( 6360 SF 8360 SF I 5096 SF jQ„ 35 _ ? 0' 673 SF X �X (f 6 "• 2 2S. t 7 _su. , 1 s 3J. , !4-, 2,1 : I,` � K X a il,;�t09 60 I 10' 35 ssls fJ•E 1 134 &:" 73 SF � 144 93 14 u`>s1, ;I \+, 1 I .. - 2 Y < X, 139 P•U.E-p I .U.ES ", 1 i �' ':a, fi c I _' 1 '' ` x I I I X _4.6 26 24. 24 C A<5 r t / - +z<, I t I �' + , 6540 SF P.U,E, 1'"78 X I � I ( X222: � REALLOCATED ORIGINAL LOT NUMBER 87 TO PHASE 2 LOT AA, � 86 _ I 2s (, '1 AND ORIGINAL LOT 105 SE 2 LOT BB TO ACCOMMODATE i I 63 1D6 TO PHA , a2 : ' }� - - - - - - - - - - - - - ,• . \ <:s.a I �i � (-� r - . a I • �f"' 19 68 .rt 24 .� 4. x � � '� \ � 6798 sF422.7 ,,I a •/ x !� ,�, '/' 1\1. 7J �1e- �� J J J I1 •.r =xa , ' 1 14 <7�? m I I 1 c� + .z (� - a ° ` x660 I , 63�o -sF/ 6145 sF THE IRRIGATION MAIN EASEMENT. DUE TO THESES 2 LOTS NOT I q i ar' - x17s.4 xa7e ( :'s.s c x / +za,z 82 i At I- . .K .r* 4 t' ��.23. ( 4iG 13 6S6Q + - I x10.2 E } - 2,. i 649.00 7. 35 x1215 - Eq,- -- - -- - --- A �3+s --' +.1a SF'' I 63 - i3 /, _ _ �_� - - _ _ _ _ _ _ _ _ !- _ _ - - - - - - - - - - I r f 0 I 1 SF I ,24.9 - X 1 S3' 82 I ,72 3 X43 t 50 99 -{ 26 i ' x BEING USED AS RESIDENTIAL LOTS WE CREATED PHASE 1 LOTS BOULEVARD . -.. _ . _ -� _ _ _ _ _ _ . 1sT. r20� - - - - - - x,23.2 x.15�A.t,211 ► � I 6471 < 53 ` ' f 89 1 112` x _ 1� +2X 8590 , a 54 & 55 WHICH REQUIRED RESIZING RETENTION BASIN PHASE 1 - < l'� K<2 x4253 +z ( I t ��j Y 6547 Sr X / 23,. i \ 'o !i - \ A / 8304 SF oli ' 6344 SF - ; 8037 SF 9743 SF +" , } I I \ �l 2 1 ( 4 s�� , : �\ I 24 Y � 4 SF I 2 4 ` I \ LOT W. PROJECT SiTE t� ! I -- �.�: -' ,---- >• -- --�- -- - - -�___ � i2os sF ', 1 I 123 ' � �• �. 87'57 SF 6417 SF �30 A 7C �xp azs.t { 1 r4?fi. r 6 8380 SF 6330 J 7F �JJ:t x'9.4 41 TRACT 32398 8539 SF 8674 SF ,1992 SF F 7692 � 703 SF 77554�$F 7247 SF 6895 SF 664.^„5{ i649T SF 6458 ° 6458 SF 7 255 8304 SF 8765 SF"� <z +� i � 1p1 � I 26 2S. 1 J 6. 2 ( � �- f ` I 3 j x ss7�s1°X< , A 7467 SF 7010 $F 7220 sF 261: 260 259 258 5 256 2�4 253 - __ I 141, o sF23,1 s9a s 0 6 sF� ( k,1'063.40 °� l !� RESIZED ORIGINAL LOTS 105 -109 AND REMOVED LOT 110 THUS I +30s 7136 SF 29 x 2 &4 - -- -`2632 _ -- r +2�.2 .1 E p` ' x�3gp J x < <_, '� a 81 '' +?/ t C 1g'1 tQZ, t{ RENUMBERING THEM PHASE 2 LOTS 57 -60 AND LOT BB. t: 824. _ ;3 - 14.3' - X+: 423. T 1 90 ' z 425 425 - -, _ - -- -- 1 I l 267 26 265 -i� 4- 91 I 1 IV A`Z�Si6•. , <. - - - - ..426. - 8 ' c 3.+ _ _ °6 z6 t' 24. ! {�. 4 - - ( I ,1Td97 Sf (z< C E , ;� a X J ' - - -.425: <�• � � \ �t ( -�� -,u, ` zs a �4� , 24 t6 0 ; i7"' �^-• - ® yi -s a2 7 t f. +?5:7' 2a. ` ` 7 sF i•, y x19.9 < 3 SF Z' `� + ` � 12.2 . 24. \�t .22.112d7 2 2a. 26. - 1" *< 1 .- _19�� 191 192 10358 SF I X t12 61 �� 1 7tL I x`_. +273 1D81 J k X ORIGINAL LOT 197 HAS BEEN CONVERTED TO LANDSCAPE LOT. - 71 N 70 N 69 ;6$ 67 �r' 1241 , �, SF I <J3 - I 24.. 6 x s 108.7 7. �- 42. 80 i I i I 7 x_423- 252 Y 0 a I FS z4. + �` . -�� ' `�-- -� -- I + TO MAKE UP FOR THIS LOSS OF A LOT WE CREATED PHASE 1 11 W r ` 6466 sf ,� 4_ . _ I 1' t I sF� _ I .22.1 424. 4y 3' z? �t I LOT 175 AND RESIZED ORIGINAL LANDSCAPE LOT C AND 6602 SF � I - �•.. - o ; ' + _// ••- � --/�.� �" -+° ,� 41 !{2r>.-'� ,� t x C` 7 � � .s 1 � t ( � ( �z \ i ! i4 269 77 .-<zJ <, 4: , <. MIS � 73� s� ! 1, I '.2 8.4- J ?< J a � X 34x , 8m i ,'• i CREATING A SMALLER PHASE 1 LOT JJ I I I- 2 x1752 v . ,� ' :< x z 1885 SF``xt i I �� o - s` 05% 117 ; i X _ ?�j �_ 1 „9.9 n- 3.48 0@62 193 , ; -� _ i ,216 0. % z `js us x r ! �I , r_ 0 x 1 194 251 1 o x •� I , ; j 1 f I N 3.3 0. 7 .2 f ,, \ �� ORIGINAL LOTS 351 do 352 WERE RELOCATED TO PHASE 1 LOTS ` ! 1 0 % 0 % t 0. .- X �:z --i 2 6818 SF 4 \ 79 32 I . ; �I 1 , �� 1 x 60r E' 160 & 161 T _ 6 �,�'I -Q '1 - X 152 4� ` ` �7j (/r f 0 CREATE PHASE 1 RETENTION BASIN LL. ORIGINAL 1.54 �' _ _ _ I . vF <Yl:`•- 'i 41 W t 61 SF 21 5 66'♦1.� .SF a2S +224 is �.-<SCJ• / . 419.8 419.3 '124- \�- z4.t sz�2 - is SF 6 1SF �5�0 SF � Ot0 SF x '- 3• _ o i x X - =142s.a loss sF 1423. 76 2 .sa ._ `22� x Q�_��99 RETENTION BASIN LOT Q HAS BEEN RELABELED AS LOT NN AND 5F 7700 SF I ! \ ' f. \ 8178E 6622 ( i SF b583 SF /x:` r ' ♦ _, 4` x 213 212. -I4 sF! (� RESIZED. AVENUE 61 Sf 7 24. 2 3 2 7031 SF - i 34� _.:.34$' 1 347 �i81 SF 6600 slfl �' q 7 S 219 �, 25. X 25 ' "'l a x f 135 327 2� - X28 ' o n `} 42 223 o Y (25� `13 x129/ 6596 SF ° /O ✓ 4X.3 419.4 f 25 ' 25 7847 SF \`{ +^ / 820 , <` x x zKa 7 23. `2Xe a s • 6719 3 x 24. 153 1w� 4 4 /` 42365 I __ -- 8844 SF! 1 1% 77E2 SF+ Q 4,K, z,.�/ / �q�. 4, 1 878 �i2& 2S: t z 1 659 - 73- ,; _ -' < +13 183, b4,$ 7647 sF �\ / ( , \� 225 173 .2 167. 427., ,1' �c 111.1,, ✓ X34® 6657• AVEt 62 6903 SF \ ,, . f `236 15' 6 LOTS ADDED < 8510 SF ! < 7551 SF /, z 421 X 8311 SF J \ } ' 6s2s SF ! 1`52 3 3 , $ -L- �I} n �' .(f 8149 z : 1 1 i 0 u4.a 1215 _ _ i I , f } is ^f. �3�J- -_'^.� •1} t , sz3i ( <2.+�9 474.s -\ X x _ - _..__Y �- . --^ < .�F t � 4t9.s g r• +2 ` I 24: -425:, 4t i +` ' I ' 3a 424.98242 \ K.., _ -X -- 1 X - -- - - - - ~_ - - _ - 5a ro3 0 2s. 2 s.t ` Ib � �- --r -•-- -_ �_ - - - � x' - - - �� -nc� 446-x= ` I X 226 7'�6 c az�.e _ _ - _ "` - -Tz- a � ' ,- - I 752 Sf1 � x 3 LOTS DELETED 1 SF /l - x \ - a6 ! �, I °'s0 I -- 2 4 9.a �1 •• r�--l- i _ �- Q84fSF i7' �?`/ '� 181 3 S 163 �/ x -- „�7 -SPACE + o r I iF,i X , � <dq RE ALLOCATED - �� 1 1 s le.g46g SF z ( •-�,. I 6641 SF 1' 1641 $F 41'.x9 ( I' I Gi SF x ENTRY DRIVE & CURER 0.54% I I 8310 SA21 6 - -6y7 - - - 60•' -- -J A 100 STORM EVENT. 35' � � e I 27d 78 ; 8732 SF� 7320 SF f 1 ?UO2 SF 32.3 7008 SF 324 I : }27.� i 2 •420. - � h Ii 1 ' 654b SF 271 9 7 �'' T ; :;a., • INTERIOR STREET CURB ; I I (PRIVATE STREET) TOTAL AREA: 99.1 ACRES , !' OPEN SPACE: 16.5 ACRES RETENTION AREA: 15.1 ACRES s,c 6461 SF _ 6 �,�'I -Q '1 - X 152 4� ` ` �7j (/r f 0 CREATE PHASE 1 RETENTION BASIN LL. ORIGINAL 1.54 �' _ _ _ I . vF <Yl:`•- 'i 41 W t 61 SF 21 5 66'♦1.� .SF a2S +224 is �.-<SCJ• / . 419.8 419.3 '124- \�- z4.t sz�2 - is SF 6 1SF �5�0 SF � Ot0 SF x '- 3• _ o i x X - =142s.a loss sF 1423. 76 2 .sa ._ `22� x Q�_��99 RETENTION BASIN LOT Q HAS BEEN RELABELED AS LOT NN AND 5F 7700 SF I ! \ ' f. \ 8178E 6622 ( i SF b583 SF /x:` r ' ♦ _, 4` x 213 212. -I4 sF! (� RESIZED. AVENUE 61 Sf 7 24. 2 3 2 7031 SF - i 34� _.:.34$' 1 347 �i81 SF 6600 slfl �' q 7 S 219 �, 25. X 25 ' "'l a x f 135 327 2� - X28 ' o n `} 42 223 o Y (25� `13 x129/ 6596 SF ° /O ✓ 4X.3 419.4 f 25 ' 25 7847 SF \`{ +^ / 820 , <` x x zKa 7 23. `2Xe a s • 6719 3 x 24. 153 1w� 4 4 /` 42365 I __ -- 8844 SF! 1 1% 77E2 SF+ Q 4,K, z,.�/ / �q�. 4, 1 878 �i2& 2S: t z 1 659 - 73- ,; _ -' < +13 183, b4,$ 7647 sF �\ / ( , \� 225 173 .2 167. 427., ,1' �c 111.1,, ✓ X34® 6657• AVEt 62 6903 SF \ ,, . f `236 15' 6 LOTS ADDED < 8510 SF ! < 7551 SF /, z 421 X 8311 SF J \ } ' 6s2s SF ! 1`52 3 3 , $ -L- �I} n �' .(f 8149 z : 1 1 i 0 u4.a 1215 _ _ i I , f } is ^f. �3�J- -_'^.� •1} t , sz3i ( <2.+�9 474.s -\ X x _ - _..__Y �- . --^ < .�F t � 4t9.s g r• +2 ` I 24: -425:, 4t i +` ' I ' 3a 424.98242 \ K.., _ -X -- 1 X - -- - - - - ~_ - - _ - 5a ro3 0 2s. 2 s.t ` Ib � �- --r -•-- -_ �_ - - - � x' - - - �� -nc� 446-x= ` I X 226 7'�6 c az�.e _ _ - _ "` - -Tz- a � ' ,- - I 752 Sf1 � x 3 LOTS DELETED 1 SF /l - x \ - a6 ! �, I °'s0 I -- 2 4 9.a �1 •• r�--l- i _ �- Q84fSF i7' �?`/ '� 181 3 S 163 �/ x -- „�7 -SPACE + o r I iF,i X , � <dq RE ALLOCATED - �� 1 1 s le.g46g SF z ( •-�,. I 6641 SF 1' 1641 $F 41'.x9 ( I' I Gi SF x ENTRY DRIVE & CURER 0.54% 12 SF 7364 8310 SA21 6 - -6y7 - - - 60•' -- -J A 100 STORM EVENT. 35' � � 320 7108 �� 8732 SF� 7320 SF 1b57 SF 32° 1 ?UO2 SF 32.3 7008 SF 324 6607 SF 7136 SF 325 326 27. i 2 •420. - � 423' 1 IJ 1 i J4 INTERIOR STREET CURB _ 6 �,�'I -Q '1 - X 152 4� ` ` �7j (/r f 0 CREATE PHASE 1 RETENTION BASIN LL. ORIGINAL 1.54 �' _ _ _ I . vF <Yl:`•- 'i 41 W t 61 SF 21 5 66'♦1.� .SF a2S +224 is �.-<SCJ• / . 419.8 419.3 '124- \�- z4.t sz�2 - is SF 6 1SF �5�0 SF � Ot0 SF x '- 3• _ o i x X - =142s.a loss sF 1423. 76 2 .sa ._ `22� x Q�_��99 RETENTION BASIN LOT Q HAS BEEN RELABELED AS LOT NN AND 5F 7700 SF I ! \ ' f. \ 8178E 6622 ( i SF b583 SF /x:` r ' ♦ _, 4` x 213 212. -I4 sF! (� RESIZED. AVENUE 61 Sf 7 24. 2 3 2 7031 SF - i 34� _.:.34$' 1 347 �i81 SF 6600 slfl �' q 7 S 219 �, 25. X 25 ' "'l a x f 135 327 2� - X28 ' o n `} 42 223 o Y (25� `13 x129/ 6596 SF ° /O ✓ 4X.3 419.4 f 25 ' 25 7847 SF \`{ +^ / 820 , <` x x zKa 7 23. `2Xe a s • 6719 3 x 24. 153 1w� 4 4 /` 42365 I __ -- 8844 SF! 1 1% 77E2 SF+ Q 4,K, z,.�/ / �q�. 4, 1 878 �i2& 2S: t z 1 659 - 73- ,; _ -' < +13 183, b4,$ 7647 sF �\ / ( , \� 225 173 .2 167. 427., ,1' �c 111.1,, ✓ X34® 6657• AVEt 62 6903 SF \ ,, . f `236 15' 6 LOTS ADDED < 8510 SF ! < 7551 SF /, z 421 X 8311 SF J \ } ' 6s2s SF ! 1`52 3 3 , $ -L- �I} n �' .(f 8149 z : 1 1 i 0 u4.a 1215 _ _ i I , f } is ^f. �3�J- -_'^.� •1} t , sz3i ( <2.+�9 474.s -\ X x _ - _..__Y �- . --^ < .�F t � 4t9.s g r• +2 ` I 24: -425:, 4t i +` ' I ' 3a 424.98242 \ K.., _ -X -- 1 X - -- - - - - ~_ - - _ - 5a ro3 0 2s. 2 s.t ` Ib � �- --r -•-- -_ �_ - - - � x' - - - �� -nc� 446-x= ` I X 226 7'�6 c az�.e _ _ - _ "` - -Tz- a � ' ,- - I 752 Sf1 � x 3 LOTS DELETED 1 SF /l - x \ - a6 ! �, I °'s0 I -- 2 4 9.a �1 •• r�--l- i _ �- Q84fSF i7' �?`/ '� 181 3 S 163 �/ x -- „�7 -SPACE + o r I iF,i X , � <dq RE ALLOCATED - �� 1 1 s le.g46g SF z ( •-�,. I 6641 SF 1' 1641 $F 41'.x9 ( I' I Gi SF x sF a :1 6897 Sr ,, 27 000 9F 2. RES _,� x 2X5 I W2 SF 1 151 342 , , : .a . 7Xe \ aaa -� g 137 329 �1 .23 a `\'� / v < ' X 7, `4 2.9 421 x x s-C X f 4:29 x 4,. \ I I X w = 4 .1 ,� \ �V 1 ,24.9 0'i 7. � .•.. f. (• /` \ � % 3 S \ 42 \ �'♦d = Al 4• 'f. r �•-1�3�+ Vj 23.,1 6844 Sf \ V_ ,S 6510 SF i1 6822 SF c �� 42xe 423.5 Lai ! \\ �` ♦` x - _ x _ _ _ tom' If -- -- -4 s 75F _ _ - ' � r -- , ��, f•4 I � - -- _- _ j_�_ - � ~+4217 X 17X2 `4:4.2 53,(X&F.it6 t ACRES / , , 1• 2x7 4. _ 6580 SF �6 SF >, ---�. x2 2 x issb95 .z L01F � 1 L I 6600 SF I Q� SF $F qj- S c<�6t 2 4 a7 3 I 20' 101 ► 3 LOTS - • <22.aLdT• p i,3.3 } 27 6511 sR.U. P.0 -x 21 a � - � 4 �• VICINITY 8873 SF N.T.S. z 68 EA 141x5 I i7A8 SF 71 SF 818 SF �F 156 105 2 F- r 626 47 Sf 720727 SF fi� I 4' ll ' x°.4 LEG END: I, I 4 82 274.81 0.87% , ; ' 0. 422 �• 6736 SF ' 1 `� 8844 SF C , / , 4 / 248 0.7 1 0 SF S7 _ x 20 ` x ` i� 4v-s 9 16510 1 8887 SF , 4 a1 68b9, S� 6911 SF + + R aaT x121 I I 4 4 425. 1391331 F i, �` \\ ' X +23.d 423 �� I ` �, 4 <2X ,72; z 7 237 ` X` 156 x r^ 1 73os sf x' 1 "X FINAL ORIGINAL 1 1 , 149 �34�0 1 \ 423.9 X i/ .�? � � , / ;>^• 2 5 20d s ¢= yr' <v� ' zxz \ , 8600 SF ,2s.a* / ` \ A s 23 23. 4 2z. 4 .4 2 23. 15.� 7 1 x 157 1 I x 1 4tr &S �. 16466 SF 7 2, 1 �\\ 124.5 x1 \ 247 6t 1 f 4. X / 42 . XXXX SF XXXX SF LOT AREA I 1 I 424.7 i X I ��,� }2 4 1 1 , / , 3.e / � 1 761 ! II 1 6924 SF 1 0 zsa 1 h 6844 I Fr / �{ j // \` o �,J 153 X I + .t° 6510 $F I 4z t \ \ 8881 v• r t \ 23.3 .4227 , 42V.3 1 I' 275 83 �10SF ' j ' , 6600 SF �� +z 4 x S^ ,z+.a s t MOWA x 70 8510.5E 7003 SF I 1 , ; , ; / .� 4 Q... _ x _t - k I , XX XX "'-LOT NUMBER ASSESSORS PARCEL NUMBER 7070E 6603 F 6612 SF 660 SF 8173 SF I 7172 SF ' , \ ' t 140 332 l 148 339 0 .2aa 23 / ' • 1 I /! 2g 1 6 \ 1 ,$ } .2,.5 >'b s ( �-j 313 14 3� 3t6 ' ' ' 4. `` x Tax / / ! / ` Qi 42_ t 734 } -+. •' <z x ' 7 (\ t V�/y �/ 31 42 1 O { 1 \ X / X2a6 4 1f 41 ► ,2 4 0.'14 21.1 0. X 4 4145 \ /`/`/` /` le Q4?5 1 ! 1 42,. X \ �`{'y`� =� I +1 t -� % F5 _ 4 \ � Q90 \PAD ELEVATION I I l l !8451 SF ?. 2. 2s. 1 �'-' I' \ , 4 s I / .zs.a x x ! x _ 1 1 !, 28 23. 24 I 1 t 8880 SF / { tae J k 6 27fi 84 � 3 2e, c 88�'F SF / ! .. � t t 311 SF 1 x 4'X3 APN: 764 - 240 -002 THRU 764 - 240 -005 S.2 ! i' �� i I 1 4 24. Ix 11 L\ 6921 SF a'ifl� 4 8793 SF ,e ♦ 42 g z' _ :c - ( X 1 01 `2,. RMr _° x,_47 J x 1 1�' \ VV /�/ I 245 62 I f13.a X 4 42 11 r ` SF .1 410.8 i ,1 cgs 28 •S - I 7x03 sF 1 147 338 \ / > . I , / Q 5853 a 78 7271 sF� 4 4 7 17 sF c , CENTERLINE ^ z,., u I I 4 4 1 4 51 0 *i 7221 sd 1 2, I x29 1' 87 16 , 177 116 - 6 :1) 15gj P �\� , \ I I - HP 11443�33 4' '�iF ' �7a39178 7 8291 SF ---� � + � 1 . � . 7X a TRACT BOUNDARY �J- i- i(�I7 -IES 6487 SF 1 8842 �a \ � 7088 SF ' / ,LOT zXa / x 1 �� 1 � 4 - 4x26 � 20.e x I ! 424.9 , X { 1 6552 SF 244 G1 7158 I 7560 SF x 420.4 i 277 85 M3' 65 0 SF 7.&M 24 7 , 1 Q� / ! / / 70 x 4 a z . 7 sF 66511181 SF 64 F X o .� 1 4 set o s9�' 1 1 59 2 ,2f 1 7 2 sF LOT LINE , sF SF , 73 7003 5F � ,i 46 337 � � / �► 0 / � , 1, / + �� 1 �- 7 '' z ,z .�47 0' . 1 41 p 427' • \ .v , , ' • 7p� ♦ 421. X �, I 3t 1 4 0 bs§ SF 308 07 L 710 sF �• 4 Zs. SF k4L SF � 1 4,y s 42. , r J�9 142 314 E _ \ 6820 Sf '' /` 71011 s t 423 4 4 7 128 i 1 I 71 241X6 , E . , x 1 6o3sF to 35 !0 I 4 -{pj 2430 Ott sal 701 i i - - - - - - - - - _ _ PROPOSED P.U.E. ' , � 4 � � , 1^ � � ,2 T � � +' � WATER SEWER AND IRRIGATION: 42 7 x P a 2s - �a2X' ' \ ' •' "� ,23.' 4 , r; , ,74.X 7 SF - x7 , X += I ,_, ' COACHELLA VALLEY WATER DISTRICT .......................... pt i u x UPU. { ` , Lq% \ % I 6 66x3 sF472., `, I 5 0 J 1 „7 (760) 398 -2651 278 88 . 185 1 \ 7039 sF J j �� . .s--- .- ACE �`''' -"1� 0 801 6917 sF. 70 1 , i 876 7 ! x X PROPOSED RIGHT -OF -WAY ' `' 1 - - '1143335 SF'/ - -- -lose sF -- -- , ! _ - z3218Q I 7 I 129 t0 4 Z 24 20 ,t0;I 3 114 I � ( „9. •tt.jM ! , 1 r ELECTRIC: 0, ' _ -- -- _ _ -- ` -- -- -- 0.63%- + - --- 242 59 -- / -, / 1 I ✓ 6592 SF 1 a I i X 6509 SF -LIE 24 x o 7 r, , '1X2 IMPERIAL IRRIGATION DISTRICT _ 6212 SF _{ .< 8270 SF - 1 1 FS ` - - - ELEt/. =1 i / 6'" 195 .a C X s 6720 SF 2 .19 i - '��1 427 { > 6213 x,73.3 3 _ _X174! - - - - _ _ _ - - - - - - 1 } (6) 398 5811 J � � � EXISTING MINOR CONTOUR 7 0 23� 223 I > sF 13 sF +2X 63 SF Q 4 7 TELEPHONE: x ------ - x ,z3 - / 69 1 f .z1.a 8910 ' - I 7003 SF E 703950 SF / // 233 48 42S.2N / 1 I 4 CV 421.4 ' 2 417. 21424.6 t r 6997 SF / C14 x 1 r c x @ I 1 8774.40 SF 7304 SF ° x423 42 s' 184 17 1Z3 1 120 S ( jO ,1 e x' x 420 EXISTING MAJOR CONTOUR 6949. sF / . 431. I t 1 �42, VERIZON ....................................... ............................... I , 7225.40 SF , r I 42+.5 7048E SF '0' I I 6842 6637 SF 144 336 j \ 0 241 58 r , , t I i 9213 , , I X19 22 x, { ) sax �1t 1, ;Isf 305 306 �� r • 6600 sF t I 9s 6 i i 800 483 -5000 I' 64880 SF 42N , ) '1 1 I ? V / / 6534 SF / t l 42X5 z 7004 8558 SF 0 ret ' I 2 I I ! 280 88 3 _ 1X x` ,..\ // 7 1t 7162cSF; 71 X' 7213.81 x 7. k l � 302 r � L �- R�66.70 47 . 234 49 ( 2 2 29 - SF o I 417.7 GAS: �: 1 ii THE GAS COMPANY (800) 427 -2200 .3 I , I , X` ; 47 4 z4. g7XS \ ! '� b 240 5 �a a2 .43 z2$ 4229 2 14 4 8 t 2 2X° 1 I 4 .21 2 162 t 6983 1 .................... ............. <................. ' 1 CABLE: 7 SF , �, ' � � � 1 + 419., 1 cC ' � J , i ' I 8480 SF �...II7 ' ' I` 1 �0'- - �' 424 4i 87 g': • ' ` %' 422e i 7 .. C" 1 71St , ' -�� J � 4 • x r 1 1 Q 8 X TIME WARNER X4 7.9 281 89 41X5 �4 255 m 1 , , o .� � 8873.20 SF , ! � � � , o � � t •-.,_ r sF r J/ � 20' � ............................. ............................... (760) 340 -1312 j X I 4245 21.5 1• t 9R t �` / !' ; 8838 SF�a�.1 / !/ 8673 $F O 6510 4z2s Q t 42+.2 X , - 239 7d /� ! ' XSt12 SF 680, d1X x ix ° 1 0.�% 472 I 4 r , 67 �p � nJl.� 1 � 881 !` 236 ! 4g I - r 421 el% + 4 t 4,7.s 10 10 7048 SF I ,g��404SFs 1 4;13 5 7 \ ✓ D ! 43 102x + ' 2 0% ��,�SF 300 �. i 651550 SF 6601 SR 295 294 ! ► ' - 470.3 + .� 2.0� . 0 6602 298 8 ` ! i 6 2299 bF o x° / ,t0 ! % ,u 6528 SC 4 tJ _ ,. 4 X x 5 x 4 _ ° f % L82 96x 4.7 i 28. Ir i 2$ i •4 X = 4' m s$F i % ` j SF ° a 1 �tzS€ '� q 60 t 6006 sF1 ' :, ` 1 ' ; /. -s % \'' i A + •• / 6484 SF , 4 , \" ,\ _ LAND USE/ ZONING k 4 1 t , X 4. 4 / 237 1 4 +. , , ' ! a '4 b0 ` 6592 SF 8151 SF e..ff(( 9t{ Mf1L \` \ 10 I 1 28. 1 I , 7 O' "'�.�`� '!! ,! 4 a8 � � 71 SF O 5 � 6743 SF r�4� � 6J SF �� - XJg � ,� 20.6 � 3 4 420.^ 3 � 64 '�� , ' \�\.,• FLU�iH TT 3 �_`jQ 6 �j EXISTING LAND USE: VACANT , 3 try C' - 4203 W c 4173 417.4 7y ! 1 0 4 x^ ^ r 4 o g X CONCRETE PROPOSED I t L83 1�1 1 ,2Z 'O ,� 65y 424.4 L•M Fjp 423. ' / ., � / - x �t2XZ 414 �'1 W �+ '�� ' ' 4 1 4 sF •2 3 7es4 `� CONCRETE CURB P OSED LAND USE: SINGLE FAMILY DETACHED RESDENTAAi. I VALLEY GUTTER a Oi0x1 t l 0.80% OA87� � >• \ .S. �• z �� ' 2 i ♦ � x x B �� n, 41x.1 ,pp EXISTING ZONE: MDR (MEDUIM DENSITY RESIDENTIAL) - NC (NEIGHBORHOOD COMMERCIAL) I 4� t { �,��.•. T 71 - 421.7 0. , I I x + 4tae �2ae 42x5 s EL ��*t + i2 4 I. 410.1• 40. 424.2 474.3 X X ` �4, / -7 7 421.9 X420.6 ----a_ 4m--- --- 47X3 �\ / x 1 PROPOSED ZONE: MDR (MEDUIM DENSITY RESIDENTIAL) - NC (NEIGHBORHOOD COMMERCIAL) Ia i ,24.a �. , \ 1 4, 794SF iOV `- _ /J / - z<.a 60' 60 Lam_.,. 60 8s,7 sF a � \ - . -• 2i ; 109 47as . 4,9.7 6g.4,b4zX2 1 0 SF 0 �y \ \ �_ x / �i "� ; �' -rte eras sF 6598 SF 6594 sF: 98 292 - 2 = , ` X r ; \, ACREAGE CAPPROX , ,6 \ a „4., 414.3 ate., {PRIVATE STREET) . TOTAL. 110.9 ACRES, GROSS 4143 I 42x1 °I X•65 SFsS. 6395�5, 28 s - , ° - o � _`. _ 1 i� AA � _._..�� x x / ,x,.e , r N.T.S. • i x zs 299 \ ° `4 0 ! 1 4.� �� ti i2ic/ 4zos / - -�' ! 1 2, _ .' 24, `124 1241 7 ' , X / ! ! TOTAL RESIDENTIAL 99.1 ACRES, GROSS e X'V41.19 /� 7�' �{' X ► V `4T \ / 41x.9 I i 94.6 ACRES, NET I 7 ,.a � 423.3 , (� X 2X2 a 215 ! 0. Jeaws,L _ _ x7 6 z 7 I ! TOTAL COMMERCIAL 11.8 ACRES, GROSS I I ,23 - 41X !; - ,2 4�c729 \ X 12s 21x6 f4i 10.0 ACRES, NET `42 n` - X 472.1 a 15.4 l - •� 1 2 , cA"x /�^Z;T:y� //1i�f, W I 42x2X"' 23.7 , - - . x ^ 27 .6 23. \ X , . _'i2 1 lx R" I R/ •' . . • ► 4 _ - - 10 20 10 20 10 THOMAS GUIDE COORDINATES 21.5 �. x' A i� AVENUE 60 55 4 1 1 4.41 \ /. ' # P.U.E. P.U.E. 5 i RIVERSIDE COUNTY MAP 5590 GRID F -1 ,2x1 X I 1 yw b ' ! • - 4t I 9 tA0sm x ' 1 '" J ' 4 _ •s 4 L41' m. ,•, a I i 1 N+o wmrrto+m 4X4 1 ,/9 .,. -T-... 1 , FOT -�- T\`♦ '� •x 4 I y ' EAMW '4'�a3 a x 7 7 10 7239.00 SF € 71u' -W OF OLL I }-. 4 x - • 4 17 17 7238.58 SF �. 1 . ` X4 A. U,E 10' 14 14 f !, ! 2 xr �r 11tx I�t w SF 1 6510 7 5 F 866586 SF T42. M. t ; I 42 .� ��ii �� I 1 rll �TGP Ci YKL i -V 4 2 ... 66756 P L', 423. I x� i 4.3e1' ( s , SF -0.7 , I 2 47 .1 355 354 SP 472 7351 I 7142 SF 42x7 I I w-sr ' 1 596.00 ! I AOP R" SCRE7l1 %QL 160? �; A2 ° 2x3. \ x a Io dt - 18 18 7 sF22T , iI 1 `o I I M N 4 1 156 '� ? 24:.4 13 1 x X71-• SF /1.6 1 2,2 42 1 a' � ELEV.= 421. ! ;"?xt 4y -� I nq I u s1 �' �• - 62' �5 4za r . - 652260.2 652870 SF 24' 1 1426 7 b y b 2x3 = �'_. _ ; `'r' " -� 8764 SF 2 ' 6612 SF 42k x 1790 xl "1 AID A411 -7tIP Of RELIMC AptL A11nlM! OWWI WMIPE 714lY -7W CIF Ri7"IW1t l x 42X5 423.a� - - 423. 4 050% 4 I X 'C4 ' 12 12 I ! i Pm PGW tr s m PLAN 40 40 k _ 423.3 o.5ox % ! 0 Sox 17 X °-1 K 8925 SFSF 10 pp g 18' ! ! sY,aw w Pitt a7r $m ! 7658 E . 4 -` i -- �' 60' 6804 SF 7325 SF 1 � [/4 40 �F ton) 6874 SF 6791.00 SF ! d o �! 42k Z i 359'1 2 423.9 25 7176 SF SF 1 007$ SF Zul ' � 4 SF I ( „ ' ,/- 6' PfRF1 lr I�PE 105W wow - * x o 6515` 8609 SF + %536 SF 7055 SF 85 188 389 195 20 20 17,.9 , 11 1142,.7 i'� ii �' UY4t tr { 24 2 7 a- 681 SF 88031 SF 6600 SF 38as z I z 42X 133 477 ' x ( 1 M x ss16 SF 381 , 383. Vx 1 20: 422 x I 1 _- 7,_ _AN7CA�- OF ROCI( WR1{ FlliiR F/�RlC ( 382 23.7 X X 8530��p �4F: ( iF�a]� Qf' ji7on�a ( I I A 42XAb00 _ I3 379 0, 380 4zX e. 2 ' 28 I 6�iQ _SF� 652 1 3 ' '� 6817 SF' 6fi0 �5 x 8520.70 SF t4z1.e IF TAP Ci AaD7ik1 RR FiLW 360163 I 185 2 1 t4i34zga 6 189 j 390 194 38 21 21 1 p. t 0' s53o t ! III Ft" 11111E 7'Bt sa�w4� PrTll� 4'1 I I 27• �` I (}g} P 1 r 0 E t o 1 t7 1 I SEANIiE PF1iYl 1 8724 SF ' 422,3 x i 8540.00 SF tU73 WALL (8' /r></�X) AAM WALL (W U4V I I < 19 3SF 42XQ1 4Z.78' _ ._. -e - �3 I 391 1 sus z s 7 ( 6831 . I 6a�96)SF I 1 Txw Is i k 6 361 164 4D) , OSiS sF �g�q 7018 SF 7 c� , a �e t- � 10' 1 P.U.E. 8526 SF 6612 SF 6509 SF 6600 SF 7056 SF 190 P u `9 3 {� I 1 �� II 1: 9 73 8 ) I ss69 8377 376 426x775 374 373 x ! . ' 42X5 o� 2t ,.2 1 I z. 7951 X37 gp F ! l 6600 26. to 29 I 4 . K 7259 -- 1_ 6970 SF 421.4 6985 SF t 40 1z P. 1 g5 I 7. 4 1 X 8 191 3 192 �t 36 30- 1 23 23 4 1 s 110' 1 1 ti0' Q�0= 65' J 24 , 8 ! j .73 2 60 110 4., _ l 60, X 422.6 72� (j "� x x 0'% - 423 0 8pX 050% 0.95X 70 116 6953 SF s �,2X ' X1 363166 --§ tz'? I 4 1,00% 1.9 1 050% 4 biel 1 7 7 60' x 4 70N SF 4 870 1 SF 4 6839 421) 6l - SF 6912 SF I ��692 F 4219 41 114 20 21 Xa ( ` �� 0 364 8956 SF 7033 SF o- 6536 sE 372. 6966 35 SF 24 24 X. 684s SF i �) Z x 33:4 F0s ` 6 366 - 367 _ $ - 371 119 ® i I �� I I 6x26 SF ! } A 21823 SF 0 3 5 `' 9X 4 6 6 ! i 71 s2C �,7s.s tI I WE ITfr2196 CVWO a 1 e 1 c4 171 172 173 ' 4 A JJ I 610 F2� I I 6801 SF l i > T E 0.5 Ac LL SITE , 422, 4 ' 9 A 17170 2t 4 ` '' + 9 ' I� 34 04 25 25 $ I 6760 SF f X, 1 A X 422 >i 421.5 j 42X, j I �5saas SF i {141 L, 0 50 100 200 A 42j�i t ' 421.5 1p 5 4x7 4zta ,m.e 4 X° x I 8607 SF 687 SF K 423 I wX�� x x 33 33 I I 26 26. I 6716 SF ll X I <2,`8J/ 1 r I t 2t. 4 .43 6664 SF :! 4 1 . � x 4v.9 421.0 , , 42,.7 42,.7 41 67 23-0® I i 4 4 M I I 42, III., 42Xa< X9 x212.9 X x 421.a 4 x*1, x y x 6510 g 8 21.s 1 1 6601 SF ( $F X I , 4 1 42t.3 42X5 LOT R4s,.s ' I 32 32 I I 27 27 t0, 3 10' 6650 SF I I 421., X scale 1 - 100 i { x x +2Xt8UdpM PAD commERO& t X421.5 5 I 10 2t t ,I•�U E 3 3 1 ` (ZONE NC) / '--fit) 1 I 1 65,0 SF I � 421.4 'r 42X7 x 52X5 A �t � � �,., 20' 6600_% 28 I 21 I 4za7 LX13 X 421.5 <•' ! 1 �' 10,0 AM , J A its j x VVV 421.3 421.7 < / P 31 1 '4 6564 tiF A 4' ( 42 . + •7 1X7 42X9 x +2%5 x 1 ., t 42, 2t. 42 FXi:,• k , VC �} 42X} 2 1L 1 y x 421, /�\ 117` �111R`" • Qn. 3 0. - �.++y��►��t��yv,,� 4213 A V77 \ I 420,8_ 1 1, 1 � t L ; = i ' ill: �i/ �� > >�p ♦ * 1 - a;. i►� TYPICAL SECTION 421 4712 2 iL X421.1 x ♦ +� I I 1 �/! \i' %\ ;♦1/ ( 1 11111 /'.F,�AIr'Mliwl�� r'�: .,I.• " ' j %Ir y lit ' 4.-� s�..�� -a+- -�IyJ' 1 �� 1 t DEVELOPER \t/ ' (t�i„� -LA'S' r"ar""" =y� /1 \. / \ / \ \1/ • 7'42 2' 1 �I I \I� \ i1 _._: --- �-- �` %!/,ti°'� IliC�1� 4�tC -��'� .��.�� _� ---• - �""'*�.. -.., esr � � j� � � � it ilia Se - , SCHUMACHER 60TH & MONROE PARTNERS. LL •_ -.. ... _.. - .tsl 1rT�� ;78 r v>•'� _�►�tis7Cf�t � � - ��/57�� /.. \�if1- vr_...i.. .�.�F++. C}��i/•i!w Vii!• /I� \•Va✓ / /••.�- �..wV��4fa4f� - 1 , - _.- aw , r R/W EXIST. IMPROVEMENTS 43' SECURITY ALL 2.0X -,0 .U% AVENUE 60 �-& CONCRETE CURB (PUBLIC STREET) N.T.S. MON E ST. 55' EXIST. IMPROVEMENTS r 32' R/W /� 1 40' CONCRETE CURB MONROE SREET GUM (PUBLIC STREET) N.T.S. WIDTH VARIES - SEE PLAN 5 TYPICAL 1 FLOOD ZONE CONC. CURB-' ZONE DESIGNATION D ENTRY DRIVE & CURER 12 SF 7364 8310 SA21 6 N 5510 SF �' 1 SF 1 77��770(y�Dx1�4•�• 4.7584 E <z A 100 STORM EVENT. 35' � � 320 12712 S 3 t x 317 E7.28� - 7 a1X 26. La P64 23.3 1a P.U.E. 32' - AERIAL MAPPING, 1' CONTOURS 2.0% 2.OX� CONCRETE WEDGE DENSITY sF a :1 6897 Sr ,, 27 000 9F 2. RES _,� x 2X5 I W2 SF 1 151 342 , , : .a . 7Xe \ aaa -� g 137 329 �1 .23 a `\'� / v < ' X 7, `4 2.9 421 x x s-C X f 4:29 x 4,. \ I I X w = 4 .1 ,� \ �V 1 ,24.9 0'i 7. � .•.. f. (• /` \ � % 3 S \ 42 \ �'♦d = Al 4• 'f. r �•-1�3�+ Vj 23.,1 6844 Sf \ V_ ,S 6510 SF i1 6822 SF c �� 42xe 423.5 Lai ! \\ �` ♦` x - _ x _ _ _ tom' If -- -- -4 s 75F _ _ - ' � r -- , ��, f•4 I � - -- _- _ j_�_ - � ~+4217 X 17X2 `4:4.2 53,(X&F.it6 t ACRES / , , 1• 2x7 4. _ 6580 SF �6 SF >, ---�. x2 2 x issb95 .z L01F � 1 L I 6600 SF I Q� SF $F qj- S c<�6t 2 4 a7 3 I 20' 101 ► 3 LOTS - • <22.aLdT• p i,3.3 } 27 6511 sR.U. P.0 -x 21 a � - � 4 �• VICINITY 8873 SF N.T.S. z 68 EA 141x5 I i7A8 SF 71 SF 818 SF �F 156 105 2 F- r 626 47 Sf 720727 SF fi� I 4' ll ' x°.4 LEG END: I, I 4 82 274.81 0.87% , ; ' 0. 422 �• 6736 SF ' 1 `� 8844 SF C , / , 4 / 248 0.7 1 0 SF S7 _ x 20 ` x ` i� 4v-s 9 16510 1 8887 SF , 4 a1 68b9, S� 6911 SF + + R aaT x121 I I 4 4 425. 1391331 F i, �` \\ ' X +23.d 423 �� I ` �, 4 <2X ,72; z 7 237 ` X` 156 x r^ 1 73os sf x' 1 "X FINAL ORIGINAL 1 1 , 149 �34�0 1 \ 423.9 X i/ .�? � � , / ;>^• 2 5 20d s ¢= yr' <v� ' zxz \ , 8600 SF ,2s.a* / ` \ A s 23 23. 4 2z. 4 .4 2 23. 15.� 7 1 x 157 1 I x 1 4tr &S �. 16466 SF 7 2, 1 �\\ 124.5 x1 \ 247 6t 1 f 4. X / 42 . XXXX SF XXXX SF LOT AREA I 1 I 424.7 i X I ��,� }2 4 1 1 , / , 3.e / � 1 761 ! II 1 6924 SF 1 0 zsa 1 h 6844 I Fr / �{ j // \` o �,J 153 X I + .t° 6510 $F I 4z t \ \ 8881 v• r t \ 23.3 .4227 , 42V.3 1 I' 275 83 �10SF ' j ' , 6600 SF �� +z 4 x S^ ,z+.a s t MOWA x 70 8510.5E 7003 SF I 1 , ; , ; / .� 4 Q... _ x _t - k I , XX XX "'-LOT NUMBER ASSESSORS PARCEL NUMBER 7070E 6603 F 6612 SF 660 SF 8173 SF I 7172 SF ' , \ ' t 140 332 l 148 339 0 .2aa 23 / ' • 1 I /! 2g 1 6 \ 1 ,$ } .2,.5 >'b s ( �-j 313 14 3� 3t6 ' ' ' 4. `` x Tax / / ! / ` Qi 42_ t 734 } -+. •' <z x ' 7 (\ t V�/y �/ 31 42 1 O { 1 \ X / X2a6 4 1f 41 ► ,2 4 0.'14 21.1 0. X 4 4145 \ /`/`/` /` le Q4?5 1 ! 1 42,. X \ �`{'y`� =� I +1 t -� % F5 _ 4 \ � Q90 \PAD ELEVATION I I l l !8451 SF ?. 2. 2s. 1 �'-' I' \ , 4 s I / .zs.a x x ! x _ 1 1 !, 28 23. 24 I 1 t 8880 SF / { tae J k 6 27fi 84 � 3 2e, c 88�'F SF / ! .. � t t 311 SF 1 x 4'X3 APN: 764 - 240 -002 THRU 764 - 240 -005 S.2 ! i' �� i I 1 4 24. Ix 11 L\ 6921 SF a'ifl� 4 8793 SF ,e ♦ 42 g z' _ :c - ( X 1 01 `2,. RMr _° x,_47 J x 1 1�' \ VV /�/ I 245 62 I f13.a X 4 42 11 r ` SF .1 410.8 i ,1 cgs 28 •S - I 7x03 sF 1 147 338 \ / > . I , / Q 5853 a 78 7271 sF� 4 4 7 17 sF c , CENTERLINE ^ z,., u I I 4 4 1 4 51 0 *i 7221 sd 1 2, I x29 1' 87 16 , 177 116 - 6 :1) 15gj P �\� , \ I I - HP 11443�33 4' '�iF ' �7a39178 7 8291 SF ---� � + � 1 . � . 7X a TRACT BOUNDARY �J- i- i(�I7 -IES 6487 SF 1 8842 �a \ � 7088 SF ' / ,LOT zXa / x 1 �� 1 � 4 - 4x26 � 20.e x I ! 424.9 , X { 1 6552 SF 244 G1 7158 I 7560 SF x 420.4 i 277 85 M3' 65 0 SF 7.&M 24 7 , 1 Q� / ! / / 70 x 4 a z . 7 sF 66511181 SF 64 F X o .� 1 4 set o s9�' 1 1 59 2 ,2f 1 7 2 sF LOT LINE , sF SF , 73 7003 5F � ,i 46 337 � � / �► 0 / � , 1, / + �� 1 �- 7 '' z ,z .�47 0' . 1 41 p 427' • \ .v , , ' • 7p� ♦ 421. X �, I 3t 1 4 0 bs§ SF 308 07 L 710 sF �• 4 Zs. SF k4L SF � 1 4,y s 42. , r J�9 142 314 E _ \ 6820 Sf '' /` 71011 s t 423 4 4 7 128 i 1 I 71 241X6 , E . , x 1 6o3sF to 35 !0 I 4 -{pj 2430 Ott sal 701 i i - - - - - - - - - _ _ PROPOSED P.U.E. ' , � 4 � � , 1^ � � ,2 T � � +' � WATER SEWER AND IRRIGATION: 42 7 x P a 2s - �a2X' ' \ ' •' "� ,23.' 4 , r; , ,74.X 7 SF - x7 , X += I ,_, ' COACHELLA VALLEY WATER DISTRICT .......................... pt i u x UPU. { ` , Lq% \ % I 6 66x3 sF472., `, I 5 0 J 1 „7 (760) 398 -2651 278 88 . 185 1 \ 7039 sF J j �� . .s--- .- ACE �`''' -"1� 0 801 6917 sF. 70 1 , i 876 7 ! x X PROPOSED RIGHT -OF -WAY ' `' 1 - - '1143335 SF'/ - -- -lose sF -- -- , ! _ - z3218Q I 7 I 129 t0 4 Z 24 20 ,t0;I 3 114 I � ( „9. •tt.jM ! , 1 r ELECTRIC: 0, ' _ -- -- _ _ -- ` -- -- -- 0.63%- + - --- 242 59 -- / -, / 1 I ✓ 6592 SF 1 a I i X 6509 SF -LIE 24 x o 7 r, , '1X2 IMPERIAL IRRIGATION DISTRICT _ 6212 SF _{ .< 8270 SF - 1 1 FS ` - - - ELEt/. =1 i / 6'" 195 .a C X s 6720 SF 2 .19 i - '��1 427 { > 6213 x,73.3 3 _ _X174! - - - - _ _ _ - - - - - - 1 } (6) 398 5811 J � � � EXISTING MINOR CONTOUR 7 0 23� 223 I > sF 13 sF +2X 63 SF Q 4 7 TELEPHONE: x ------ - x ,z3 - / 69 1 f .z1.a 8910 ' - I 7003 SF E 703950 SF / // 233 48 42S.2N / 1 I 4 CV 421.4 ' 2 417. 21424.6 t r 6997 SF / C14 x 1 r c x @ I 1 8774.40 SF 7304 SF ° x423 42 s' 184 17 1Z3 1 120 S ( jO ,1 e x' x 420 EXISTING MAJOR CONTOUR 6949. sF / . 431. I t 1 �42, VERIZON ....................................... ............................... I , 7225.40 SF , r I 42+.5 7048E SF '0' I I 6842 6637 SF 144 336 j \ 0 241 58 r , , t I i 9213 , , I X19 22 x, { ) sax �1t 1, ;Isf 305 306 �� r • 6600 sF t I 9s 6 i i 800 483 -5000 I' 64880 SF 42N , ) '1 1 I ? V / / 6534 SF / t l 42X5 z 7004 8558 SF 0 ret ' I 2 I I ! 280 88 3 _ 1X x` ,..\ // 7 1t 7162cSF; 71 X' 7213.81 x 7. k l � 302 r � L �- R�66.70 47 . 234 49 ( 2 2 29 - SF o I 417.7 GAS: �: 1 ii THE GAS COMPANY (800) 427 -2200 .3 I , I , X` ; 47 4 z4. g7XS \ ! '� b 240 5 �a a2 .43 z2$ 4229 2 14 4 8 t 2 2X° 1 I 4 .21 2 162 t 6983 1 .................... ............. <................. ' 1 CABLE: 7 SF , �, ' � � � 1 + 419., 1 cC ' � J , i ' I 8480 SF �...II7 ' ' I` 1 �0'- - �' 424 4i 87 g': • ' ` %' 422e i 7 .. C" 1 71St , ' -�� J � 4 • x r 1 1 Q 8 X TIME WARNER X4 7.9 281 89 41X5 �4 255 m 1 , , o .� � 8873.20 SF , ! � � � , o � � t •-.,_ r sF r J/ � 20' � ............................. ............................... (760) 340 -1312 j X I 4245 21.5 1• t 9R t �` / !' ; 8838 SF�a�.1 / !/ 8673 $F O 6510 4z2s Q t 42+.2 X , - 239 7d /� ! ' XSt12 SF 680, d1X x ix ° 1 0.�% 472 I 4 r , 67 �p � nJl.� 1 � 881 !` 236 ! 4g I - r 421 el% + 4 t 4,7.s 10 10 7048 SF I ,g��404SFs 1 4;13 5 7 \ ✓ D ! 43 102x + ' 2 0% ��,�SF 300 �. i 651550 SF 6601 SR 295 294 ! ► ' - 470.3 + .� 2.0� . 0 6602 298 8 ` ! i 6 2299 bF o x° / ,t0 ! % ,u 6528 SC 4 tJ _ ,. 4 X x 5 x 4 _ ° f % L82 96x 4.7 i 28. Ir i 2$ i •4 X = 4' m s$F i % ` j SF ° a 1 �tzS€ '� q 60 t 6006 sF1 ' :, ` 1 ' ; /. -s % \'' i A + •• / 6484 SF , 4 , \" ,\ _ LAND USE/ ZONING k 4 1 t , X 4. 4 / 237 1 4 +. , , ' ! a '4 b0 ` 6592 SF 8151 SF e..ff(( 9t{ Mf1L \` \ 10 I 1 28. 1 I , 7 O' "'�.�`� '!! ,! 4 a8 � � 71 SF O 5 � 6743 SF r�4� � 6J SF �� - XJg � ,� 20.6 � 3 4 420.^ 3 � 64 '�� , ' \�\.,• FLU�iH TT 3 �_`jQ 6 �j EXISTING LAND USE: VACANT , 3 try C' - 4203 W c 4173 417.4 7y ! 1 0 4 x^ ^ r 4 o g X CONCRETE PROPOSED I t L83 1�1 1 ,2Z 'O ,� 65y 424.4 L•M Fjp 423. ' / ., � / - x �t2XZ 414 �'1 W �+ '�� ' ' 4 1 4 sF •2 3 7es4 `� CONCRETE CURB P OSED LAND USE: SINGLE FAMILY DETACHED RESDENTAAi. I VALLEY GUTTER a Oi0x1 t l 0.80% OA87� � >• \ .S. �• z �� ' 2 i ♦ � x x B �� n, 41x.1 ,pp EXISTING ZONE: MDR (MEDUIM DENSITY RESIDENTIAL) - NC (NEIGHBORHOOD COMMERCIAL) I 4� t { �,��.•. T 71 - 421.7 0. , I I x + 4tae �2ae 42x5 s EL ��*t + i2 4 I. 410.1• 40. 424.2 474.3 X X ` �4, / -7 7 421.9 X420.6 ----a_ 4m--- --- 47X3 �\ / x 1 PROPOSED ZONE: MDR (MEDUIM DENSITY RESIDENTIAL) - NC (NEIGHBORHOOD COMMERCIAL) Ia i ,24.a �. , \ 1 4, 794SF iOV `- _ /J / - z<.a 60' 60 Lam_.,. 60 8s,7 sF a � \ - . -• 2i ; 109 47as . 4,9.7 6g.4,b4zX2 1 0 SF 0 �y \ \ �_ x / �i "� ; �' -rte eras sF 6598 SF 6594 sF: 98 292 - 2 = , ` X r ; \, ACREAGE CAPPROX , ,6 \ a „4., 414.3 ate., {PRIVATE STREET) . TOTAL. 110.9 ACRES, GROSS 4143 I 42x1 °I X•65 SFsS. 6395�5, 28 s - , ° - o � _`. _ 1 i� AA � _._..�� x x / ,x,.e , r N.T.S. • i x zs 299 \ ° `4 0 ! 1 4.� �� ti i2ic/ 4zos / - -�' ! 1 2, _ .' 24, `124 1241 7 ' , X / ! ! TOTAL RESIDENTIAL 99.1 ACRES, GROSS e X'V41.19 /� 7�' �{' X ► V `4T \ / 41x.9 I i 94.6 ACRES, NET I 7 ,.a � 423.3 , (� X 2X2 a 215 ! 0. Jeaws,L _ _ x7 6 z 7 I ! TOTAL COMMERCIAL 11.8 ACRES, GROSS I I ,23 - 41X !; - ,2 4�c729 \ X 12s 21x6 f4i 10.0 ACRES, NET `42 n` - X 472.1 a 15.4 l - •� 1 2 , cA"x /�^Z;T:y� //1i�f, W I 42x2X"' 23.7 , - - . x ^ 27 .6 23. \ X , . _'i2 1 lx R" I R/ •' . . • ► 4 _ - - 10 20 10 20 10 THOMAS GUIDE COORDINATES 21.5 �. x' A i� AVENUE 60 55 4 1 1 4.41 \ /. ' # P.U.E. P.U.E. 5 i RIVERSIDE COUNTY MAP 5590 GRID F -1 ,2x1 X I 1 yw b ' ! • - 4t I 9 tA0sm x ' 1 '" J ' 4 _ •s 4 L41' m. ,•, a I i 1 N+o wmrrto+m 4X4 1 ,/9 .,. -T-... 1 , FOT -�- T\`♦ '� •x 4 I y ' EAMW '4'�a3 a x 7 7 10 7239.00 SF € 71u' -W OF OLL I }-. 4 x - • 4 17 17 7238.58 SF �. 1 . ` X4 A. U,E 10' 14 14 f !, ! 2 xr �r 11tx I�t w SF 1 6510 7 5 F 866586 SF T42. M. t ; I 42 .� ��ii �� I 1 rll �TGP Ci YKL i -V 4 2 ... 66756 P L', 423. I x� i 4.3e1' ( s , SF -0.7 , I 2 47 .1 355 354 SP 472 7351 I 7142 SF 42x7 I I w-sr ' 1 596.00 ! I AOP R" SCRE7l1 %QL 160? �; A2 ° 2x3. \ x a Io dt - 18 18 7 sF22T , iI 1 `o I I M N 4 1 156 '� ? 24:.4 13 1 x X71-• SF /1.6 1 2,2 42 1 a' � ELEV.= 421. ! ;"?xt 4y -� I nq I u s1 �' �• - 62' �5 4za r . - 652260.2 652870 SF 24' 1 1426 7 b y b 2x3 = �'_. _ ; `'r' " -� 8764 SF 2 ' 6612 SF 42k x 1790 xl "1 AID A411 -7tIP Of RELIMC AptL A11nlM! OWWI WMIPE 714lY -7W CIF Ri7"IW1t l x 42X5 423.a� - - 423. 4 050% 4 I X 'C4 ' 12 12 I ! i Pm PGW tr s m PLAN 40 40 k _ 423.3 o.5ox % ! 0 Sox 17 X °-1 K 8925 SFSF 10 pp g 18' ! ! sY,aw w Pitt a7r $m ! 7658 E . 4 -` i -- �' 60' 6804 SF 7325 SF 1 � [/4 40 �F ton) 6874 SF 6791.00 SF ! d o �! 42k Z i 359'1 2 423.9 25 7176 SF SF 1 007$ SF Zul ' � 4 SF I ( „ ' ,/- 6' PfRF1 lr I�PE 105W wow - * x o 6515` 8609 SF + %536 SF 7055 SF 85 188 389 195 20 20 17,.9 , 11 1142,.7 i'� ii �' UY4t tr { 24 2 7 a- 681 SF 88031 SF 6600 SF 38as z I z 42X 133 477 ' x ( 1 M x ss16 SF 381 , 383. Vx 1 20: 422 x I 1 _- 7,_ _AN7CA�- OF ROCI( WR1{ FlliiR F/�RlC ( 382 23.7 X X 8530��p �4F: ( iF�a]� Qf' ji7on�a ( I I A 42XAb00 _ I3 379 0, 380 4zX e. 2 ' 28 I 6�iQ _SF� 652 1 3 ' '� 6817 SF' 6fi0 �5 x 8520.70 SF t4z1.e IF TAP Ci AaD7ik1 RR FiLW 360163 I 185 2 1 t4i34zga 6 189 j 390 194 38 21 21 1 p. t 0' s53o t ! III Ft" 11111E 7'Bt sa�w4� PrTll� 4'1 I I 27• �` I (}g} P 1 r 0 E t o 1 t7 1 I SEANIiE PF1iYl 1 8724 SF ' 422,3 x i 8540.00 SF tU73 WALL (8' /r></�X) AAM WALL (W U4V I I < 19 3SF 42XQ1 4Z.78' _ ._. -e - �3 I 391 1 sus z s 7 ( 6831 . I 6a�96)SF I 1 Txw Is i k 6 361 164 4D) , OSiS sF �g�q 7018 SF 7 c� , a �e t- � 10' 1 P.U.E. 8526 SF 6612 SF 6509 SF 6600 SF 7056 SF 190 P u `9 3 {� I 1 �� II 1: 9 73 8 ) I ss69 8377 376 426x775 374 373 x ! . ' 42X5 o� 2t ,.2 1 I z. 7951 X37 gp F ! l 6600 26. to 29 I 4 . K 7259 -- 1_ 6970 SF 421.4 6985 SF t 40 1z P. 1 g5 I 7. 4 1 X 8 191 3 192 �t 36 30- 1 23 23 4 1 s 110' 1 1 ti0' Q�0= 65' J 24 , 8 ! j .73 2 60 110 4., _ l 60, X 422.6 72� (j "� x x 0'% - 423 0 8pX 050% 0.95X 70 116 6953 SF s �,2X ' X1 363166 --§ tz'? I 4 1,00% 1.9 1 050% 4 biel 1 7 7 60' x 4 70N SF 4 870 1 SF 4 6839 421) 6l - SF 6912 SF I ��692 F 4219 41 114 20 21 Xa ( ` �� 0 364 8956 SF 7033 SF o- 6536 sE 372. 6966 35 SF 24 24 X. 684s SF i �) Z x 33:4 F0s ` 6 366 - 367 _ $ - 371 119 ® i I �� I I 6x26 SF ! } A 21823 SF 0 3 5 `' 9X 4 6 6 ! i 71 s2C �,7s.s tI I WE ITfr2196 CVWO a 1 e 1 c4 171 172 173 ' 4 A JJ I 610 F2� I I 6801 SF l i > T E 0.5 Ac LL SITE , 422, 4 ' 9 A 17170 2t 4 ` '' + 9 ' I� 34 04 25 25 $ I 6760 SF f X, 1 A X 422 >i 421.5 j 42X, j I �5saas SF i {141 L, 0 50 100 200 A 42j�i t ' 421.5 1p 5 4x7 4zta ,m.e 4 X° x I 8607 SF 687 SF K 423 I wX�� x x 33 33 I I 26 26. I 6716 SF ll X I <2,`8J/ 1 r I t 2t. 4 .43 6664 SF :! 4 1 . � x 4v.9 421.0 , , 42,.7 42,.7 41 67 23-0® I i 4 4 M I I 42, III., 42Xa< X9 x212.9 X x 421.a 4 x*1, x y x 6510 g 8 21.s 1 1 6601 SF ( $F X I , 4 1 42t.3 42X5 LOT R4s,.s ' I 32 32 I I 27 27 t0, 3 10' 6650 SF I I 421., X scale 1 - 100 i { x x +2Xt8UdpM PAD commERO& t X421.5 5 I 10 2t t ,I•�U E 3 3 1 ` (ZONE NC) / '--fit) 1 I 1 65,0 SF I � 421.4 'r 42X7 x 52X5 A �t � � �,., 20' 6600_% 28 I 21 I 4za7 LX13 X 421.5 <•' ! 1 �' 10,0 AM , J A its j x VVV 421.3 421.7 < / P 31 1 '4 6564 tiF A 4' ( 42 . + •7 1X7 42X9 x +2%5 x 1 ., t 42, 2t. 42 FXi:,• k , VC �} 42X} 2 1L 1 y x 421, /�\ 117` �111R`" • Qn. 3 0. - �.++y��►��t��yv,,� 4213 A V77 \ I 420,8_ 1 1, 1 � t L ; = i ' ill: �i/ �� > >�p ♦ * 1 - a;. i►� TYPICAL SECTION 421 4712 2 iL X421.1 x ♦ +� I I 1 �/! \i' %\ ;♦1/ ( 1 11111 /'.F,�AIr'Mliwl�� r'�: .,I.• " ' j %Ir y lit ' 4.-� s�..�� -a+- -�IyJ' 1 �� 1 t DEVELOPER \t/ ' (t�i„� -LA'S' r"ar""" =y� /1 \. / \ / \ \1/ • 7'42 2' 1 �I I \I� \ i1 _._: --- �-- �` %!/,ti°'� IliC�1� 4�tC -��'� .��.�� _� ---• - �""'*�.. -.., esr � � j� � � � it ilia Se - , SCHUMACHER 60TH & MONROE PARTNERS. LL •_ -.. ... _.. - .tsl 1rT�� ;78 r v>•'� _�►�tis7Cf�t � � - ��/57�� /.. \�if1- vr_...i.. .�.�F++. C}��i/•i!w Vii!• /I� \•Va✓ / /••.�- �..wV��4fa4f� - 1 , - _.- aw , r R/W EXIST. IMPROVEMENTS 43' SECURITY ALL 2.0X -,0 .U% AVENUE 60 �-& CONCRETE CURB (PUBLIC STREET) N.T.S. MON E ST. 55' EXIST. IMPROVEMENTS r 32' R/W /� 1 40' CONCRETE CURB MONROE SREET GUM (PUBLIC STREET) N.T.S. WIDTH VARIES - SEE PLAN 5 TYPICAL 1 FLOOD ZONE CONC. CURB-' ZONE DESIGNATION D ENTRY DRIVE & CURER ( PRIVATE STREET) N.T.S. FLOOD /EROSION CONTROL 100% RETAINAGE OF THE STORM WATERS GENERATED FROM A 100 STORM EVENT. 35' � � 10' 5, SIDEWALK TOPOGRAPHY I.E. 17.5 17.5 P.U.E. 32' - AERIAL MAPPING, 1' CONTOURS 2.0% 2.OX� CONCRETE WEDGE DENSITY INTERIOR STREET CURB (PRIVATE STREET) TOTAL AREA: 99.1 ACRES N.T.S. RECREATIONAL AREA: 1.2 ACRES OPEN SPACE: 16.5 ACRES RETENTION AREA: 15.1 ACRES COMMERCIAL AREA: 10.0 ACRES TOTAL NUMBER OF LOTS: 392 MINIMUM LOT SIZE: 16000 SQUARE FEET MAXIMUM LOT SIZE: ±10,300 SQUARE FEET AVERAGE LOT SIZE:. ±6,600 SQUARE FEET DENSITY: 3.9 DU /ACRE LEGAL DESCRIPTION: PARCEL A. SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26.... PARCEL 8: SOUTH HALF OF THE NORTH "HALF OF THE NORTHWEST QUARTER OF -THE SOUTHWEST QUARTER OF SECTION 26.... PARCEL C; SOUTH HALF OF THE NORTH HALF OF THE NORTHWEST QUARTER OF SECTION 26.... PARCEL D; NORTHWEST QUARTER OF THE" - SOUTHWEST QUARTER OF SECTION 26.... T6S, RX, SAN BERNARDINO BASE do MERIDIAN, ACCORDING TO THE OFFICIAL PLAT THEROF. SUBSTANTIAL CONFORMANCE 48/05/2005 REVISED 9/23/05 - ADDED SECTION A -A k SECTION B -B Go TENTATIVE TRACT MAP N M 0 z ENGINEER CONSULTANT EREVISED o�P1� LA Np 8/24/04 - WIDENED STREET TO 35' FOR PARKING E.. Q LS. 6588 CHRIS J. BE H - P 6588 DATE * Exp. 12 -31-05 'k P 9TF � CAL1F�� W Q SHEET 1 OF 1 0 received ,1 10 / �'^ NOV 142007 ( �s �p ° tt 4 ,IOCcS ti J- �o ��1.,•�� cc� S �2�.4.� I � S GENERAL NOTES 1. W W I H DY x .YYl4Ma Mo M 9M)YW N.Y6 6 M Ox R 4 DPY 9pNx101m 9K6GIds IP RPU[ .ddb 61610.CIR urz51 0101 W M an a u supra n.1¢ wrz Ya9 )�, ml, a wm mml �n 9H2M�OY6oRYUn 6 M B60dVw»u 6 mmx:WR m m 9aY ro M ppH111O11 Rt M HCf4HY IYA05 W H ILK [ 1C. b]e1KWn LLgW2 .IM Ill 40911 OnWxOM1» I®IAO6 �5 �416�msISO1P .rnna roY n6 wo¢,..mmw maa HWP 41104 awxlm 6 aYVaD.ndRQ RVpdt4nlxw M (wl1RYy im xl pCmN.pll xAn ML WrrRC Od »Y dl dwRr Yo wW Z O m6r0n6 9 (n11 nr -AA MO N 46510® [Yl dG1a5 Y0R w 4C0 xRm1 HIP b,Pe4 416 tm® Pm 9x004 SYII YMYI 6 uY1IIG 906 tOls x0 HY0 9 Va w M iWO01YR a nd0 R[ . YWR 6 100n DOD I,6, M a9IOru1m H11016 Bello (f5nD1} NOM[ Smix Wq IGI4111 ROM4 M AIfW) YD Io11dM 1Ln19 M 9H M ,OI11111Y1 pfOYR P10111P T5011 s . ,AO14� ¢ ¢HR °' -KMI fdrii 10UIIW115 G51®rt Smb YxRIL 1nIHxNm 1,0 Ofo00 R M 511rz »6D11®5au m4P0. l9Yn u M frt 4n15 M Imo W 46x¢ 11.4 4 \7�4 .S ItllanY. 91®A. m RM m rme m mr5na16 M 1a°ualrs 9Dw P ne nxn r Hr n _ Ir[ Ha xslNlm n M mY a . Mm r1Yrc cool M sawn 6 ni rnwclons wo9n n Ms wrc au .vKr M amt NrtwN 6 1m ulnn WW amt +d Nrsaom ®5 Ndwmru . 4na1 a aml 4�e sYa H lOd[ R M 1aW.OHYf 90®5 16 M9. NN6 1H wL IP .10® YW W [® OD6m1 11 IRw Oo0 a M6mlc�u.�W ®1 m :aav�im � �HInYMa M an w Doo1 a' +Wmrcws9 mrwa¢ 4.clm�a .c6® n OI ma6n 4e n6w(YH mR -mW um4 n mYN1L fLMIr - ; ® U xa- 1mU � .4P�"�'c Y6 wa'r"6r mvxial m� 9m�1r 'wu v NOTE 0M-SIR STORY OR.01 9W SM115 NS KP41E SpSR MO xARR SYSRK .RC PI.®1C LEGEND ic o6oA R oY4 M1 M1PIr 4 I9 OOPm r6 6 xxl 9 6 Y6RS .0 16 6 rm19 o _ dwi Im1P� Iawm m¢14 mID1 K Ipm41q 0x1[05 d m•M Kn LES SCR mKHr GRADING NOTES In the City of La Quinta, County of Riverside, State of California Hx,oS 4wMDOm ®OYwO RplOpl6 6 M leOWl 9Ce0 OmL 4161 tdlC•. I,O TQS RD•x® m: H1o01 /.l•LDY aDRDIr/t ' Rough Grading ms« b m1) nwx5 M e0x M xNS 906GIO4 x0 dff Ye11M MP Nmin. 1 M ®, M OmiA m 0665[ 9A5L4 WI^41 4/OG 110LWR x. ®[ le0»1 M Illrt . Tentative Tract No. 32398 [•pulps YD ROY A 016rM1ICr01 6 ,p,Y,M [NYl•LT 5654'!!1!4 0)1nYNY mYIQ [MY6 9rll H II65c0 W 80011 ,d4K wNll ILO OOxR W M,KM xYHRn. NiaG H%dl1C ®10 9W1 H 9Mrm W . YY•YW a L d C[ 004 9S P 4 1OPiCOro rt M Say IWO. L M Y9,x C6.nD ILL 966 9Wl H LI. H �ro W. Yr1Y 6 mi 6 D�f1.M W Hd q LLrx 9�Glos YOM .�[ IOImfD 9)6 Y6iIi. '" SEE .$NAT S S _ P11a2 _ _ _ x Y !KCMG 1.•D 6YI T 96[ ./P i4Y YD[ 91Y1 H S R T IAA M 16' YNUI 6 6.T ®YO H HraroLlm • H � m .14»1r 6 xxm 6LI r6mn � 2 \ ��._�� \ _ I j _ _ _ • .. ° f6H mm»rd x .®mva ela M u»aY anc CDOI N11001 P iawM. A fOEID.m n M OR OOmC Mi f1Y0 faros Mf mrtOH. M Y,YY SOlo1 6 J K Le6a1 ( 1 - I I � no w� P A 1' � g 3 � ! s C T f• a4K m 0�t14[ NL'I�SHIO1�41mH.4� M Or).0 9MC 4.Na(M 1,10 TIRE SOOYi M on Df �I Yu 4YLtl mY xs•Wa M nYC nleII � 1 i � � ynD �' ° 'nl v n ' d ffi451N6 4810rx 6 "L •aW0 RSIi 9 logaY 9IDH. 0601 lOUJOS 6Ii]D mHlr 164 9N1 H amxlm F M m P nS1o.ID 0A .ml Yo vxu H vlmn x mn � (, 1 1 9 W • . •- - . -•••.•f •.µ - m la@PfY YO NSTiI NmP W riaei m1�uM r66c a ru n.m rant x NLR 6. wlr.4 K1nR a 9mY ORx 9WC H Y.VA[M W M x]YC 0Y®,LG( SMI6 M fYln (OIItI -IO1 IOae YNa% rbl M 95 ': ,) ' .y o � � a 1T, Ix m ,11°v u 60aA 9YLL 01GM M r115 6 IOD 10K gmd00 46I r61 ODInm n011 M HIIm 6 CBDMC M M.1a rDHn, w(l1a SYd m(P dM[ sc xn 9wt H m HYm IP Ga1 _ I ; 5 � i.l ; . e, ,• . ,�w f •.5� s e»� 051. 9!9> �Yw,x a1HIY aroe.wlw 0HC H R4dem W 1 4mma•D n5u14 wa ulmYt 9vu a x ruH YD u� SLVIX moWFR�66 PICK � 6i G Y0r WI6 m M NIORC ti I i p ' M N1¢ SLILY u4 Bra6u Y6'aar NmK M w[s m4 OP01 9114 IoaL H IAIO[4 nROOIr 010 M Bmla s O Q • •• � I ` 1 i1 9 .nas x¢ »n vH16 M avac 1mn. San la 7 1P t 9N»U[ eamc wHRS) M m6YC1r11 D ISO ®[ m RLVDII SV ro10N4wm16 t eii � I ' � : m M n ""T _ Y m Slde%IIII MlIY11p TWOS DI54 OG,6ID.CmY 6 9>BPOa .wasd®r M arroddt aR91m. Ra W rw rmw¢ 4+6DDVYLKr4DW1 r,an¢ M emPK9 Sna n M RaOQ 6 M an ea410. . nAHMR - ; S. I • „e, •. • � • i • 9FE 9)ffT B \°'yy o 1H9dm m CLY6) mam4rz M ItH55w4 m.Yn 6 M 1656 mrtP.ltidl 9.6ln)H0 PO 01®» NO dm mnv6 H bra Y @x®n M M1.o1H dEl [d11R M YaNwm NI � � I 1 IS {C 1 I � � br 1° - m � .•� __ h � �\ 0..60 9AOn 06066 9HL H 60ex9A W . aax pf' E� ®OY O°IK PYG d,. w,Y 60010 ®PM HY1«Y6 IDY6) M alOOL.m1919aN 6100 °1 F � iy SI p G n � 59.540 H16 �� Io®: ra mmR�imL0001R ril [ I _ � � P _ UPDERGROWD UTLITES b n 46x15 OrAY vvdmY N4 »DO ro man Omwr9x 191IV . 4ao1I4 I9DICa9Y 15X101 9 UATr na 8161 ro DOOdDSN MD. L R161I41 M LISA ro H oa016m 9500 a mALNm 5a1G19x 1u49R LLL a awl IPO1 SIAI 191RIdJ9x ro 0 v dYA6 nx]I An Rmli a ale64c 6v19 Y056 9YN1 a xvNa vOI1ru9Y r4 ®6 WTS N x N GYS IOt B6f mMKAaI IO6tM f08D4MC pI.6'AOdI 9RMD Y0 M MM Calxla N M � SOE 108 HIS IPoWI9W YOU 621 m2111ICi M 20UL Rm6Y4 ILUlIVOI mrtm IA90O01D0 SpMLE NfOr ]610 5511.Rx 9162 SMEU SIRE 100 BHSA G 1 1 (600) 301 -Z6m I INDEX MAP �.. SG F -2m SHEET INDEX: SHEET 1 _ COVER SHEET SHEET 2 _ ROUGH GRAGM PLANS SHEET S _ ROUGH GRADING PLANS SHEET ♦ _ ROUGH GRADING PENS STET 5 ROUGH GRADING PINS SHEET 9 ROUGH GRADING PINS SHEET 7 ROUGH GRADING PLANS SHEET B ROUGH GAMING PINS SHEET 9 ROUGH GRADING PLANS SHEET TO ROUGH GRADING PLANS SHEET 11 ROUGH GRAM PLANS SHEET 12 ROUGH GRADING PLANS SHEET 13 ROUGH GRADING PLANS SHEET 14 DETAIL SHEET SOL'S ENCNEEi CERTFICATE 115 ICIOCRm!® 5045 FMOMiIH 6RRIE$ II4i � x6 RaDKD 116 rAN1NG RN! Nm room R ro a SUB - STYII4LL COYPWxCE YIIN TINE RFLOaaMl015 COH)HCD M QDROIRI:IL 61WlmWIG RFIgRr BY YElON! IRINIH OSOIECMNLII 6LY16i6. Rm[R N0. .W6- - li -A01 IlPOn[p UIiOH JWT 29, 1065 c�vNl 86511 HFIEVARD IA96GE G Ri`U1 4'�K (61) P6 -ON5 /O -jI-OS L eRMIIH GH OWNER / DEVELOPER SCHMACd ER INTERESTS, INC. .Da6sa 4YO,P9lH .P .oms6c u Oml N1-dtb ASSESSORS PARCEL NUMBER rPri )6. -2W-W1 SITE ADDRESS NORM f/51 COICQft P apYlT 60 ! 516rWZ STRar BASIS OF BEARING a.RRIC xosa .Ia IKFD a OS 5aulx IM P rlc swlH.ssr at -aw2rw a sa:rWrl Ja r6s RlG 59Y. aA16 N50 M 1Y1I1Q61K Or ar141C O M M 115COIStlW1m 1E4016N (0 na calxln a Game SwE a GIfH065 amt 110Rix 691695 E/SI 6 519x4 OM . YW RfD R BOOK M. F1C6 r16OIId1 ! a RrDgOS 6 SLIMY DL YID CpN6. EARTHWOM OUANM ESTIMATE a 1AL I14S5 ESGMTIwI 516216 OT 599,6H R 596NKNi (16t) 163Y6 CY O CY SIIBAOf196 (D.xT 1 ,6ze n 141u n rofN. e).,60 CY 615.10) C . 1e6y26 r DI9Rr UTLRY AGENCES: �mua4nub 4 ®mDa- Ss -1W1 wYY 4HwRiP mr9d _ b5 - >H t4 ¢HWx rO ->m0 FLOOD ZONE DESIGNATION 20xE 06GNI91H D RETENTION BASIN DATA sQ axsrz sr6RY rn6x RNrs CITY Df LA OUINTA Rv15a No. oS 1vz UNDERGROUND UR mF5 ATy�ENGIIEERING NOTE NRty wD1R iM IwECIOx Or: e . e G n w nE Grr ar u alRrr� Sure 6. uradldw "°`b i G e�r!/fL , , w TRACT NO. 32398 vn 1 N 5"° �4 �Gn6 uPn mH"x ° o'F`4 n °` p A' dd�4a o:'4.d�d.W'min4"'�: « `°°I°'•' 6r ... 1®In .n M.. 114 4d:YHN1 6. 6- s�' wNRwcDRer: N 4 x ...... - + ROUGFI CiiADIK' PLANS O' ..r_. x B R .`: : c 1 n R c R v L r a s COVER SHEET orl4 s,ns ,C. R u J oyll° SGtC LSCE NWh 5Y 0°Y. 1400 ne4 PoR R M SI Ike ! M 1 e 6 SM M 7M, R1L S W �N,�° n »,» YD. Ht _I rnt5•YCO RY04 9xm9 YW1d. > M ul W P STCIU� RP n4 saC x[6Lfxa w OPGx O0Y 014 R R.C.[.. w2 wY 11 104 iDR: SCHU141GNER INTERESTS ti 2 8 .(:4:T7-6 I .1sa 4 1 2 789 8 1 ^47^8^ 8 re � Y ..... . ,.. x. � .. .. :. r .._ . a:}.,.,a m ,m. >..P- .r ,.. .. -. �" .. - - -" - -.. , w .ter - :,.�... ~r•••..,- x� �.� E� 1 i r • , . ... ... ..... ..far .,'v ,,::. .<... . .,,.. ..? .. n,._.,.,. .. :.. .. ,. .,..:. ,. Y . v „ „ rc t^ r• x r x r i Ilk T" ..�:.__ OVERFLOW -9ETEVTJ0UAI4,SW HYDROLOGY S� IOOLI ]!Ab(n1�S s m � mMO6mm � 1 7MG�1Co75}�1 ZJLInH3s ctw l d -nt .1mo 9 dam' itt-WI MMOA b U• lopm gn . 09 Noon$ m $ n ® w b00Z `LZ SUCH ,L2IOd�2I *sailflvHCIAH (INN A2I�I�III�IIrI�2id 86£ZC "ON ,LDVH L TRACT No. 32398 HYDROLOGY AND HYDRAULICS REPORT May 28, 2004 Q�OFESS /pN C. No. 20596 r" m Exp. 9 -30 -05 J'jgl CI V 11. F OF CAOO� Tract 32398 TABLE OF CONTENTS • Vicinity May . Summary • Appendices Appendix A: Hydrology Calculation 1. Unit Hydrograph Calculations 2. Figure No. 1. - Unit Hydrograph Map 3. Off -Site Rational Method Calculations 4. Figure No. 2 — Off -Site Rational Method Map Appendix B: Reference 1. Precipitation Table 2. Plate D-4.3, 2 Year — 1 Hour Precipitation 3. Plate D-4.4,100 Year — 1 Hour Precipitation 4. Plate D -5.1, 2 Year — 3 Hour Precipitation 5. Plate D -5.2, 100 Year — 3 Hour Precipitation 6. Plate D -5:3, 2 Year — 6 Hour Precipitation . 7.. Plate D =5.4, 100 Year — 6 Hour Precipitation 8. Plate D -5.5, 2 Year — 24 Hour Precipitation 9. Plate D -5.6, 100 Year — 24 Hour Precipitation 10. ' Plate D4.6, Slope of Intensity Duration Curve 11: Plate E- 6:1,Runoff Index Numbers for Pervious Area 12. Plate E -6.3, Impervious Cover for Developed Ares PROJECT LOCATION 10 tz .W V) W W 85 z AIRPORT BOULEVARD 0 Q PROJECT SITE TRACT 32398 W AVENUE 60 1' z 0 cn AVENUE 61 = AVENUE 62 VICINITY MAP NOT TO SCALE PREPARED.BY: 194M a a - g o n e! 1� Oir� ai►NlO Qii7w mM ICHULT: tL'A'NM7li lNOINiilf sumviyOlf SUMMARY- 323 analysis identifies the 100 -year storm runoff volumes generated within the boundary of Tentative Tract Map No. 98. The site is located northeast of the intersection of Monroe Street and Avenue 60 within the City of La Quinta, unty" of Riverside, California. Monroe Street borders the project along the westerly property line, Avenue 60 along southerly property line and vacant land to the north and east. The site was currently used as agricultural land and nerally slope down from the northwest to the northeast. e proposed subdivision will be designed to retain all of the on -site runoff generated by a 100 -year storm. The off i runoff generated from the north will be collected and conveyed along the north and east property line and owed to pass through into the historic downstream drainage relief route. This on -site detention will be achieved by llecting the surface runoff by subsurface drainage system and conveyed into the various detention basins located on en space areas throughout the project, (see Figure No. 1). e method used to estimate the storm runoff volumes is the Riverside County Synthetic Unit Hydrograph Method. ch area was evaluated at the maximum rainfall intensity for a 100 -yr storm at 24 hour duration which yields the ghest runoff peak flow rates and volumes. The runoff computations are attached in the appendix of.this report. This a Co the ge Th o all co op Th Ea hi 1 i runoff generated from the north will be collected and conveyed along the north and east property line and owed to pass through into the historic downstream drainage relief route. This on -site detention will be achieved by llecting the surface runoff by subsurface drainage system and conveyed into the various detention basins located on en space areas throughout the project, (see Figure No. 1). e method used to estimate the storm runoff volumes is the Riverside County Synthetic Unit Hydrograph Method. ch area was evaluated at the maximum rainfall intensity for a 100 -yr storm at 24 hour duration which yields the ghest runoff peak flow rates and volumes. The runoff computations are attached in the appendix of.this report. APPENDIX A -1 UNIT HYDROGRAPH CALCULATIONS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631001UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - --=- - - - - - - - - - - - - - - - - - - - - - - -. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 ------------------------------------•-----------------=--------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format TRACT 32398 AREA 1 100- YR /24 -HR STORM ANALYSIS -------------------------------------- Drainage Area = 32.60(Ac.) = 0.051 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 32.60(Ac.) 0.051 sq. Mi. Length along longest watercourse = 1281.00(Ft.) Length along longest watercourse measured to centroid = 900.00(Ft.) Length along.longest watercourse = 0.243 Mi. Length.along longest watercourse measured to centroid = 0.170 Mi. Difference in elevation = 4.00(Ft.) slope along watercourse = 16.4871 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time '= 0.063 Hr. Lag time = .3.78 Min. . 2596 of lag time = 0.94 Min. 40% of lag time 1.51 Min. Unit time = 15 :00'Min. Duration of storm 24 Hour(s) User Entered'Ease Flow 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac..) [1] Rainfall(In) [2] 32.60 1.40 100 YEAR Area rainfall data: weighting[1 *2j 45.64 Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 32.60 4.50 146.70 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 32.600 32.00 0.600 1 Total Area.Entered = 32.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 .Sum (F) =. 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.420 -----------------------------------------------=--------------------- U n i t H y d r o g r a p h DESERT S -Curve ------------ -------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.250 .2 0.500 396.840 793.681 64.747 35.253 21.272 11.582 ----------------------------------------------------------------------- Sum = 100.000 Sum= 32.855 -Unit' Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low. (In /Hr) 1 0.25 0.20 0.036 0.448 0.015 0.02 2 0.50 0.30 0.054 0.443 0.023 .0. 03 3 .0.75 0.30 0.054 0.438 0.023 -0.03 4 1.00 0.40, 0.072 0.4.33 0.030 0:0'4 5 1.25 0.30 0.054 0.427 0.023 0.03 6 1.50 0.30 0.054 0.422 0.023 0.03 7 1.75 0.30 0.054 0.417 0.023 0.03 8 2.00 0.40 0.072 0.412 0.030 0.04 9 2.25 0.40 0. 072 0.407 0.030 0.04 10 2.50 .0.40 0.072 0.402 0.030 0.04 11. 2.75 0.50 0.090 0.397 0.038 0.05 12 3.00 0.50 0.090 0.393 0.038 0.05 13 3.25 0.50 0.090 0.388 0.038 0.05 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 0.05 16 4.00 0.60 0.108 0.373 0.045 0.06 17 4.25 0.60 0.108 0.369 0.045 0.06 18 4.50 0.70 0.126 0.364 0.053 0.07 19 4.75 0.70 0.126 0.359 0.053 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 •25 6.25 0.90 0.162 0.332 0.068 0.09 26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 8.25 1.50 0.270 0.298 0.113 0.16 .34 8.50 1.50 0.270 0.293 0.113 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 .0.306 0.285 - -- 0.02 37 9.25 1.90 0.342 0.281 - -- 0.06 38 9.50 2.00 0.360 0.277 - -- 0.08 .39 9.75 2.10 0.378 0.273 - -- 0.10 40 10.00 2.20 '0.396 0.269 - -- 0.13 41'. 10.25 .1.50 0.270 0.265 - -- 0:00 '42 .10.50 1.50 0.270 0.262 - -- 0.01 43 10.75 2.00 0.360 0.258 - -- 0.10 44 11.00 2.00 0 .'360 0.254 - -- 0.11. 45 11.25 1.90 0.342 0.250 - -- 0.09 46 11.50 1.90 0.342 0.247 - -- .0.10. 47 11.75 .1.70 0.306. 0.243 - -- 0.06 48 12.00 1.80 0.324 0.239 - -- 0.08 49 12.25 2.50 0.450 0.236 - -- 0.21 50 12.50 2'.60 0.468 0.232 - -- 0.24 51 12.75 2.80• 0.504 0.229 - -- 0.28 52 13.00 2.90 0.522 0.225 - -- 0.30 53 13.25 3.40 0.612 0.222 - -- 0.39 54 '13.50 3.40. 0.612 0.218 - -- 0.39 .'55 13.75 2.30 0.414 0.215 - -- 0.20 X56 14.00 2.30 .0.414 0.212 - -. -. 0.:20 :51 14.25 2.70 0.486 0.209 - -- 0:28 '58' 14.50 2.60 0.468 0.205 - -- 0.26 59 •14.75 2.60 0.468 0.202 - -- 0.27 60 15.00 2.50 0.450 0.199 - -- 0 .' 25 61 15.25 2.40 0.432 0.196 - -- -0.24 .62 15.50.. 2.30 0.414 0.193 - -- 0.22 63 15.75 1.90.' ,.0.342 64 16.00 1.90 0:342' 0.187 - -- 0;15 65 16.25 0.40 0.072 0.184 0.030 0.04 66 16.50 0.40 .:0.072 0.182 0.030 A.04 67 16.75 0:30 0.054 0.179 0.023 0.03 68 17.00 0.30 0.054 0.176 0.023 :0.03 69 17.25 0.50 0.090 0.174 0.038 0.05 70 17.50 0.50 0:090 0.171 0.038 0.05 71 17.75 0.50 0.090 0.168 0.038 0.05 72 18.00 0.40 0.072 0.166 0.030 0.04 t iI � i � I i I � I l I � I � I � i 1 73 18.25 0.40 0.072 0.163 0.030 0.04 74 18.50 0.40 0.072 0.161 0.030 0.04 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 77 19.25 0.30 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 20.50 0.30 0.054 0.144 0.023 0.03 83 20.75 0.30 0.054 0.142 0.023 0.03 84 21.00 0.20 0.036 0.141 0.015 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 '89 22.25 0.30 0.054 0.133 0.023 0.03 90 22.50 0.20 0.036 0.132 0.015 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 Sum = 100.0 Sum = 8.6 Flood volume = Effective rainfall 2.15(In) times area 32.6(Ac.) /[(In) /(Ft.)] = 5.8(Ac.Ft) ..Total soil loss = 2.35(In) Total soil loss = 6.382(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 254466.5 Cubic Feet Total soil loss = 278020.6 Cubic Feet Peak -------------------------------------------------------------------- flow rate of.this hydrograph = 12.897(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) .Iime.(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0 +15 0.0092 0.44 Q .0 +30 0.0280. 0.91 VQ 0 +45 0:0492 .1.03 V Q 1+ 0 0.0751 1.25 V Q .1 +15 0.0989 1.15 V Q 1 +30 0.1201 1.03 V Q 1 +45 0.1414 1.03 V Q 2+ 0 0.1673 1.25 IVQ 2 +15 0.1956 1.37 IVQ 2 +30. 0.2240 1.37 IVQ 2 +45 0.2569 1.59 IV Q 3+ 0 0.2924 1.72 I VQ 3 +15 0.3278 1.72 I VQ 3 +30 0.3633 3 +45 0.3987 4+ 0 0.4388 4 +15 0.4813 4 +30 0.5284 4 +45 0.5781 5+ 0 0.6323 5 +15 0.6798 5 +30 0.7270 5 +45 0.7812 6+ 0 0.8379 6 +15 0.8992 6 +30 0.9630 6 +45 1.0314 7+ 0 1.1023 7 +15 1.1732 7 +30 1.2487 7 +45 1.3313 8+ 0 1.4210 8 +15 1.5223 8 +30 1.6287 8 +45 1.7396 9+ 0 1.7888 9 +15 1.8205 9 +30 1.8715 9 +45 1.9374 10+ 0 2.0182 10 +15. 2.0506 10 +30 2.0554 10 +45 2.1024 11+ 0 2.1736 11 +15 2.2393 11 +30 2.3033 11 +45 2.3539 12+ 0 2.4063 12 +15 2.5208 .12 +30 2.6758 12 +45 2.8533 13+ 0 3.0498 13 +15. 3.2924 13 +30 3.5588 • 13 +45' 3.7405 14+ 0 3.8770 14 +15 4.0473 .14 +30 4..2292 14 +45 4.4089 15+ 0' 4.5828 15 +15 4.7465 15 +30 4.9001 15 +45 5.0197 16+ 0 5.1241 16 +15 5.1795 16 +30 5.2078 16 ±45 5.2316 17+ 0 5.2529 17 +15 5.2833 17 +30 5.3188 1.72 VQ 1.72 I VQ 1.94 I Q 2.06 VQ 2.28 VQ 2.40 VQ 2.62 I VQ 2.30 Q 2.28 Q 2.62 I Q 2.75 Q 2.97 QV 3.09 Q 3.31 QV 3.43 QV 3.43 Q V 3.65 QV 4.00 I Q VI 4.34 I QVI 4.91 I QV 5.15 I QV 5.37 I QV 2.38' I Q I V 1.54 I Q I V 2.47 I Q I V I I' 3..19 I Q I V 3.91 I Q I V i 1.57 I Q I V 0.23 Q I V 2.27 I Q I V 3.44 I Q I V 3.18 I Q I V 3.10 I Q I V 2.45 I Q I V 2.54 I Q I V 5.54 I IQ V 7.50 I I Q V 8.59 I I Q VI 9.51 I I QV 11.74 I I 1 V 12.90 I I I VQ 8..79 I I Q I V 6.61 I I Q I v 8:25 I I Q I V 8.80 I I Q I V '8.70 I I Q I v 8.42 I ( Q 7.93 I I Q I (.V 7.43 I I Q I I V 5.79 I IQ I I v 5.05 I Q I I V 2.68 I Q I I I V 1.37 I Q I I I V 1.15 I Q I I I V 1.03 I Q I I i V 1.47 I Q' I I I V 1.72 I Q I I I V 17 +45 5.3542 1.72 I Q I I V 18+ 0 5.3851 1.49 I Q I I V 18 +15 5.4134 1.37 I Q I I I V 18 +30 5.4418 1.37 I Q I I V 18 +45 5.4656 1.15 I Q I I V 19+ 0 5.4822 0.81 IQ V 19 +15 5.5010 0.91 IQ I V 19 +30 5.5269 1.25 I Q I V 19 +45 5.5506 1.15 I Q I I I V 20+ 0 5.5673 0.81 IQ I I I V 20 +15 5.5861 0.91 IQ I I I V 20 +30 5.6074 1.03 I Q I I I V I 20 +45 5.6286 1.03 I Q I I V 21+ 0 5.6453 0.81 IQ I I I V 21 +15 5.6641 0.91 IQ I I I. V 21 +30 5.6808 0.81 IQ I I I V 21 +45 5.6995 0.91 Q I I I VI 22+ 0 5.7162 0.81 Q I I I VI .22 +15 5.7350 0.91 Q I I I VI 22 +30 5.7517 0.81 Q i I I VI 22 +45 5.7658 0.69 Q I I I VI 23+ 0 5.7800 0.69 IQ I I I VI 23 +15 5.7942 0.69 IQ. 23 +30 5.8084 0.69 i I I VI 23 +45 5.8226 0.69 IQ I I I VI 24+ 0 5.8367 0.69 IQ I I I VI 24 +15 5.8417 0.24 Q: I I I v U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631002UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 --------------------------------------------------------------------- English (in -lb) Input Units Used ' English Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------------------------------- - - - - -= TRACT 32398 AREA 2 100- YR /24 -HR STORM ANALYSIS ---------------------------=------------------------=--=---------='- j Drainage Area = 12.90(Ac.) = 0.020 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 12.90(Ac.) _ 020 'Sq-. Mi. Length along longest watercourse = 1379.00(Ft.) Length along longest watercourse measured to centroid = 930.00(Ft.) 'Length along longest watercourse = 0.261 Mi. Length along longest watercourse measured to centroid = 0.176 Mi. Difference in elevation = 6.20(Ft.) Slope along.watercourse 23.7389 Ft. /Mi. Average Manning's 'N' =.6.015 Lag time = 0.061 Hr. Lag time ,= 3.67 Min.. ..2596 of lag tithe = 0.92 Min. .40$ of lag time = 1.47 Min. Unit time = 15.00 Min. Duration-of storm = 24 Hour(s) User Entered Base Flow 0.00(CFS) 2 YEAR Area rainfall data: .::Area (Ac.) [1] Rainfall (Zn) [2] 12.90 1.40 100 YEAR Area rainfall data: Weighting [i *2] 18.06 Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 12.90 4.50 58.05 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 12.900 32.00 0.600 Total Area Entered = 12.90(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.420 ---- ---- ----- ----- ---------- -- -------- - ---------------------=-------- U n i.t H y d r o g r a p h DESERT SCurve ------------------ -= -------- Unit Hydrograph Data - - - - -- --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs). --=------------------------------------------------------------------ Graph % (CFS) 1 2 0.250 0.500 408.431 816.863 65.577 34.423 8.525 4.475 Sum = 100.000 Sum= 13.001 ------------------------=---------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 _0.25 0.20 0.036 0.448 0.015 0.02 2. 0:50 0.30 0.054 0.443 0.023 0.03 3 •0.75 0.30 0.054 0.438 0.023 0.03. 4 1.00 0:40. 0:072 0.433 0.030 0.04 . 1:25 0.30 0.054 0.427 0.023• 0•.03 6 1.50 0.30 0.054 0.422 0:023 .. 0.03 7 1.75 0.30. 0.054 0.417 0.023 0.03. 8 2.00 0.40 0.072 0.412 0.030 0.04 9 2.25 0.40 0.072 0.407 0.030 0.04 10 2.50 0.40 0.072 0:402 0.030 0.04 11 2.75 0.50 0:090 0.397 0.038 0.05 . �. 12 3.00 0.50 0.090 0.393 0.038 0.05 13 3.25 0.50 0.090 0.388 0.038 0.05 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 .0.05 16 4.00 0.60 0.108 0.373 0.045 0.06 17 4.25 0.60 0.108 0.369 0.045 0.06 18 4.50 0.70 0.126 0.364 0.053 0.07 19 4.75 0.70 0.126 0.359 0.053 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25 6.25 0.90 .0.162 0.332 0.068 0.09 '26 .6.50 0.90 0.162 0.328' 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 8.25 1.50 0.270 0.298 0.113 0.16 34 8.50 1.50 0.270 0.293 0.113 0.16 35- 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1:70 0.306 0.285 - -- 0.02 37 9.25 1.90 0.342 0.281 - -- 0.06 38 '9.50 2.00 0.360 0.277 - -- ,0.08 39 9.75' 2.10 0.378 0.273 - -- 0.10 40 10.00 2.20 0.396 0.269 - -- 0.13 41 10.25 1.50 0.270 0.265 - -- 0.00 42 10.50 1.50 0.270 0.262 - -- 0:01 43 10.75 2.00 0.360 0.258 - -- 0.10 44 11.00 2.00 0.360 0.254 - -- 0.11 45 11.25 1.90 0.342 0.250 - -- 0.09 46 11.50 1.90 .0.342 0.'247 - -- 0.10 47 11.75 1.70 .0.306 0.243 - -- 0.06 .48 12.00 1.80 ..0.324 0.239 - -- 0:08 49 12.25 2.50 0.450 0.236 - -- 0.21 50 .12.50 2.60 0.468 0.232 - -- 0.24 51 12.75 2.80 0.504 0.229 - -- 0.28 '52 13.00 2.90. 0.522 0.225 - -- 0.30 53 13.25 3.40 0.612 .0.222 - -- 0.39 54 13.50 3.40 0.6'12 0.218 - -- 0.39 :55 •13.75 2.30 0.414 0.215 - -- 0.20 56 14.00 2.30 0.414 0.212 - -- 0.20• 57 14.25 2.70 0:486 0.209 - -- 0.28 `58 14.50 2.60 0.468 0.205 - -- 0.26 59. 14.75 2.60 0.468 0.202 - -- .0.27 60 15.00 2.50 0.450 0.199 - -- 0.25 61 15.25 2.40 0.432 0.196 - -- •0.24 '62 15.50 2.30 .0.414 0.193 - -- 0.22 63. 15.75 1.90 0.342 0:1'90 - - -. 0.15 :64 16.00 1 :90 0.342 0.187 - -- 0.15 65 16.25 0.40 0.072 0.184 0.:030 0.04 66 16.50 0.40 0.072 0.182 0.030 0.04 •67 16.75 0.30 0.054 0.179 0.023 0:03 68 17.00 0.30 .0.054 0.176 0.023 0.03 69 17.25 0.50 0:090 0.174 0.038 0.05 70 17.50 0.50 0.090 0.171 0.038 0.05 71 17.75 0.50 0.090 0.168 0.038 0.05 72 18.00 0.40 0.072 0.166 0.030 0.04 1 73 18.25 0.40 0.072 0.163 0.030 0.04 74 18.50 0.40 0.072 0.161 0.030 0.04 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 77 19.25 0.30 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 1 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 83 20:50 20.75 0.30 0.30 0.054 0.054 0.144 0.142 0.023 0.023 0.03 0.03 84 21.00 0.20 0.036 0.141 0.015 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 87 21.75 0.30 .0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 22.25 0.30 0.054. 0.133 0.023 0.03 90 22.50 0.20 0.036 0.132 0.015 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 Sum = 100.0 Sum = 8.6 Flood volume = Effective rainfall 2.15(In) times area 12.9(Ac.) /[(In) /(Ft.)] = 2.3(Ac.Ft) Total soil loss = 2.35(In) Total soil loss = 2.526(Ac.Ft) Total rainfall '_ 4.50 (In) Flood volume = 100700.7 Cubic Feet Total soil loss = 110015.5 Cubic Feet Peak flow rate of this hydrograph 5.104(CPS) +.. ++++++++++++++±++++++++++++++++++++++ + + + + + + + + + + + + + + + + +•+ + + + + + + + + + + ++ 24 H 0 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 15 Minute intervals =----------------- ((CFS)) Time'(h +m)- Volume- Ac- Ft CFS)-- 0-------- 2- 5------- 5- 0------- 7- 5 0 +15. 0.0037 - - -Q( 0.18 Q - - - -- -1010 0 +30 0.0111 0.36 VQ .0 +45 0.0195 0.41 VQ 1+ '0 0.0298 0.50 VQ 1 +15 0.0392 0.45 VQ 1 +30 0.0476 0.41 VQ 1 +45 0.0560 0.41 VQ 2+ 0 0.0663 0.50 IQ 2 +15 2• +30 0.0775 0.0887 0.54 IVQ 0.54 IVQ 2 +45 0.1018 0.63 IVQ 3+ 0 0.1158 0.68 I Q 3 +15 0.1298 0.68 Q 1 � 'I 3 +30 0.1439 0.68 I Q 3 +45 0.1579 •0.68 I Q 4+ 0 0.1738 0.77 4 +15 0.1906 0.81 I Q 4 +30 0.2093 0.90 I Q 4 +45 0.2289 0.95 I Q 5+ 0 0.2504 1.04 Q 5 +15 0.2692 0.91 QV 5 +30 0.2878 0.90 QV 5 +45 0.3093 1.04 QV 6+ 0 0.3318 1.09 QV 6 +15 0.3560 1.18 Q V 6 +30 0.3813 1.22 Q V 6 +45 0.4084 1.31 7+ 0 0.4364 1.36 I Q V 7 +15 0.4645 1.36 I Q V 7 +30 0.4944 1.45 Q V 7 +45 0.5271 1.58 Q VI I 8+ 0 0.5626 1.72 I Q VI I 8 +15 0.6028 1.94 I Q V I 8 +30 0.6448 2.04 8 +45 0.6888 2.13 I Q IV I 9 +'0 0.7079 0.93 I Q I V 9 +15 0.7205 0.61 I Q I V 9 +30 0.7408 0.98 I Q I V 9 +45 0.7669 1.27 I Q I V 10+ 0 0.7990 1.55 I Q I V 10 +15 0.8115 0.61 I Q I V 10 +30 0.8134 0.09 Q I V 10 +45 0.8322 0.91 I Q I V 11+ 0. 0.8604 1.36 I Q I V 11 +15 0.8864 •1.26 I Q I V 11 +30 0.9117 1.23 I Q I V 11 +45 0.9317 0.97 I Q I V 12+ 0 0.9524 1.01 I Q I V 12 +15 0.9980 2.21 I Q I V 12 +30 1.0594 2.97 I IQ V I: i 12 +45 1.1298 3.40 I 1 Q VI 13+.0 1.2076 3.76 I I Q. V 1.3 +15 1.3038 4.66 I I Q I V :13 +30 1.4092 5.10 I I Q V .'13 +45 1.4807 3.46 I I Q I V 14+ 0 1.5347 2.61 I. Q I V I I. 14 +15 1.6023 3.27 I I Q I V 14 +30. 1:6742 3.48 I I Q 1'4 +45 1:7453 3.44 I I Q i V 15+ 0 1.8141 3:.33 I i Q I V I :. 15 +15 1.8789 3.13 I I Q I I V .15 +30 1.9396 2.94 I IQ I I V 15 +45 1.9868 2.28 I QI I I V. .16+ 0 2.0281 2.00 I Q I I I V 16 +15 2.0498 1.05 I Q I I. I V .16 +30 16 +45 2.0610 2.0704 0.54 0.45 I Q I I IQ I I I V I V 17+ 0 2.0788 0.41 IQ I I I V 17 +15 2.0909 0.59 I Q I I. I V 17 +30 2.1049 0.68 I Q I I I V � 'I 17 +45 2.1190 0.68 I Q I I I V 18+ 0 2.1311 0.59 I Q I I I V 18 +15 2.1424 0.54 I Q I I I V 18 +30 2.1536 0.54 I Q I I I V 18 +45 2.1630 0.45 IQ I I I V I 19+ 0 2.1696 0.32 IQ I I I V I 19 +15 2.1770 0.36 IQ I I I V I 19 +30 2.1873 0.50 IQ I I I V I 19 +45 2.1966 0.45 IQ I I I V I 20+ 0 2.2032 0.32 IQ I I I V I 20 +15 2.2107 0.36 IQ I I I V I 20 +30 2.2191 0.41 IQ I I I V I 20 +45 2.2275 0.41 IQ I I I V I 21+ 0 2.2341 0.32 IQ I I I V I 21 +15 2.2415 0.36 IQ I I I V 21 +30 2.2481 0.32 IQ I I' I V 21 +45 2.2556 0.36 IQ I I I VI 22+ 0 2.' 2621 0.32 IQ I I I VI 22 +15 2.2696 0.36 IQ I I I VI 22 +30 2.2762 0.32 IQ I I I VI 22 +45 2.2818 0.27 IQ I I I VI 23+ 0 2.2874 0.27 IQ I I I VI 23 +15 2.2930 0.27 IQ I I I VI 23 +30 2.2986 0.27 IQ I I I VI 23 +45 2.3042 :0.21 IQ I I I VI 24+ 0 2.3098 0.27 IQ I I I VI 24 +15 ----------------------------------------------------------------- 2.3118 :0.09 Q I I I VI - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631003UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ -Riverside County Synthetic Unit Hydrology Method. RCFC & WCD Manual date - April 1978 ' MDS Consulting, La Quinta, CA - SIN 841 --------------------------------------------------------------------- English (in -lb) Input Units Used ' English Rainfall Data (Inches),Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 32398 AREA 3 100YR /24 HOUR --------------------------------------------------------- =---------- Drainage Area = 18.40(Ac.) = 0.029 Sq. Mi. Drainage Area for Depth =Area .Areal Adjustment = 18.40(Ac.) _ 0.029 :Sq. Mi. Length along longest watercourse = 1268.00(Ft.) Length along longest watercourse measured to centroid = 975.00(Ft.) Length along longest watercourse = 0.240 Mi. Length along longest watercourse measured to centroid'= 0.185 Mi. Difference in elevation = 5.00(Ft.) Slope along watercourse = 20.8202 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0 '.062 Hr. Lag time = 3.71 Min. 25.E of lag time = 0.93 Min. 40% of lag time 1.49 Min. .Unit time = 15.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CF$) .YEAR'Area'raii'fall data: Area (Ac:) [i] Rainfall (In) [2] Wei htiri [1 *2] g 9 18.40 1.40 25.76. ' 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] t 18.40 4.50 82.80 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = .1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 18.400 32.00 0.600 Total Area Entered = 18.40(Ac.) . �� I RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.420. I--------------------------------------------------------------------- U n i t H y d r o g r a p h - -- -------------- DESERT - Curve --- Unit Hydrograph Data - - - -- --------------------------- Unit time period --------- Time ,% of lag ---p----------------------------- Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 2 0.250 0.500 403.966 807.931 65.261 34.739 12.102 6.442 Sum = 100.000 Sum= 18.544 ----=------------------------------------------=----------------------- Unit Time Pattern Storm Rain Loss . rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1" 0.25 0.20 0.036 0.448 0.015 0.02 2 0.50 0.30 0.054 0.443 0.023 0.03 3 0.15 0.30 0.054 0.438 0.023 0.03 4 1.00 0.40 0:072 0.433 . 0.030 0.04 5. 1.25 0:30 0.054 0.427 0:023 0.03 6` 1.50 0..30 0.054 0.422 0.023.- 0:03 •7 1.75 0.30 .0.054 0.023 0.'03 ' 8 2.00 0.40 0:072 .0.417 0.412 0.030 0.04. 9_ 2.25 0.40 0.072 0.407 0.030 0.04 10 2.50 0.40 0.072 0.402 0.030 0.04 11 2.75 0.50 0.090 0.397 0.038 0.05 12 3.00 0.50 0.090 0.393 0.038 0.05 13 3.25 0.50 0.090 0.388 0.038 0.05' 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 0.05 �� I 16 4.00 17 4.25 18 4.50 19 4.75 20 5.00 21 5.25 22 5.50 23 5.75 24 6.00 25 6.25 26 6.50 27 6.75 28 7.00 29 7.25 30 7.50 31 7.75 32 8.00 33. 8.25 34 8.50 35 8.75 36 9.00 37 9.25 38 9.50 39 9.75 40 10:00 41 10.25 42 10:50 43 10.75 44 11.00 45 11:25 46 11.50 47 11.75 48 12:00 49 12.25 '50 12:50 51 12.75 52 13.00 '53 13.25 ...54 13.50 55..13.75 56 14.00 •57 14.25 58 14 .50 59 14.75 60 15.00 .•.`61. 15.25 -62 15.50 .,63 .,15.75 64 16.00 65 16.25 -66 16:50 67 16.75 68 .17.00 69 17.25 70 17.50 71 17.75 72 18.00 0.60 0.108 0.373 0.045 0.06 0.60 0.108 0.369 0.045 0.06 0.70 0.126 0.364 0.053 0.07 0.70 0.126 0.359 0.053 0.07 0.80 0.144 0.355 0.060 0.08 0.60 0.108 0.350 0.045 0.06 0.70 0.126 0.345 0.053 0.07 0.80 0.144 0.341 0.060 0.08 0.80 0.144 0.336 0.060 0.08 0.90. 0.162 0.332 0.068 0.09 0.90 0.162 0.328 0.068 0.09 1.00 0.180 0.323 0.076 0.10 1.00 0.180 0.319 0.076 0.10 1.00 0.180 0.314 0.076 0.10 1.10 0.198 0.310 0.083 0.11 1.20 0.216 0.306 0.091 0.13 1.30 0.234 0.302 0.098 0.14 1.50 0.:270 0.298 0.113 0.16 1.50 0.270 0.293 0.113 0.16 1.60 0.288 0.289 0.121 0.17 1.70 0.306 0.285 - -- 0.02 1.90 0.342 0.281 - -- 0.06 2.00 0.360 0.277 - -- 0.08 2.10 0.378 0.273 - -- 0:10 2.20 0.396 0.269 - -- 0.13 1.50 0.270 0.265 - -- 0.00 1.50 0.270 0.262 - -- 0.01 2.00 0.360 0.258 - -- 0.10 2.00 .0.360 0.254 - -- 0.11 1.90 0.342 0.250 - -- 0.09 1.90 0.342 0.247 - -- 0.10 1.70 0.306 0.243 - -- 0.06 1.80 0.324 0.239 - -- 0.08 2.50 0.450 0.236 - -- 0.21 2.60 0.468 0.232 - -- 0.24 2.80 0.504 0.229 - -- 0.28 2.90 0.522 0.225 - -- 0.30 3.40 0.612 0.222 - -- 0.39 3.40 0.612 0.218 - -- 0.39 2..30 0.414 0.215 - -- 0.20 2:30 .0.414 0.212 - -- 0.20 2.70 .0:486 0.209 - -- 0.28 2.60 0.468 0.205 - -- 0.26 2.60 0.468 0.202 - -- 0.27 2.50 .. 0.450 0.199 - -- 0.25 2.40 0.432 0.196 - -- 0.24 2.30 0.414 0.193 - -- 0.22 1:90. 0.342. 0.190 - -- 0.15 1.90 0.342 0.187 - -- 0.15 -0.40 0:072 0.184 0.030 0.04 0.40 0.072 0.182 0.030 0.04. 0.30 0.054 0.179 0.023 0.03 0.30 0.054 0.176 0.023 0.03 0.50 0.090 0.174 0.038 0.05 0.50 0.090 0.171 0.038 0.05 0.50 0.090 0.168 0.038 0.05 0.40 0.072 0.166 0.030 0.04 LJ 1 73 18'.25 0.40 0.072 0.163 0.030 0.04 74 18.50 0.40 0.072 0.161 0.030 0.04 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 77 19:25 0.30 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 20.50 0.30 0.054 0.144 0.023 0.03 83 20.75 0.30 0.054 0.142 0.023 0.03 84 21.00 0.20 0.036 0.141 0.015 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 90 22.25 22.50 0.30 0.20 0.054 0.036 0.133 0.132 0.023 0.015 0.03 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 ' 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 Sum = 100.0 Sum = 8.6 Flood volume = Effective rainfall 2.15(In) times area 18.4(Ac.) /[(In) /(Ft.)] = 3.3(Ac.Ft) Tbtal soil loss = 2.35(In) Total soil loss = 3.602(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 143632.4 Cubic Feet Total soil loss = - 1569208 Feet ----------- Peak - - - - -- - - flow rate of -Cubic - -- ------------------------- this hydrograph = 7.280(CFS) - - - - -- . +++++++++.++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------- Hydrograph in 15 Minute intervals ((CFS)) -Time (h +m)- Volume Ac.Ft--- Q( CFS)-- 0_------- 2_5------- 5_0_------ 7.5 '0 +15 - 0.0052 .0.25 VQ - - - -- -10.0 0 +30 0.0158 0'.51 V Q 0 +45 0.0278 0.58 V Q 1+ 0 0.0425 0.71 V Q 1 +15 0.0559 0.65 V Q 1 +30 0.0679 0.58 V Q :..' '.1 +45 0.0799 0:58 V Q -2+ 0 0.0945 0.71 IVQ 2 +15 0.1105 0.77 IV Q 2 +30 0.1265 0.77 IV Q 2 +45 0.1451 0.90. IV Q 3+ 0 0.1651 0.97 VQ ' 3 +15 0.1851 0.97 VQ LI 3 +30 0.2051 0.97 I VQ 3 +45 0.2252 0.97 I VQ 4+ 0 0.2478 1.09 I VQ 4 +15 0.2718 1.16 I VQ 4 +30 0.2984 1.29 I V Q 4 +45 0.3264 1.36 I V Q 5+ 0 0.3570 1.48 I VQ ' 5 +15 0.3838 1.30 I VQ 5 +30 0.4105 1.29 I VQ 5 +45 6+ 0 0.4411 0.4731 1.48 1.55 I Q I VQ 6 +15 0.5077 1.68 I Q .6 +30 0.5437 1.74 I Q 6 +45 0.5824 1.87 ' 7+ 0 0.6224 1.94 I Q 7 +15 0.6624 1.94 I QV 7 +30 0.7050 2.06 QQI ' 7 +45 0.7517 2.26 I 8+ 0 0.8023 2.45 I QI 8 +15 0.8596 2.77 I VQ 8 +30 0.9196 2.91 Q 8 +45 0.9822 3.03 I IVQ 9+ 0 1.0097 1.33 I Q I V 9 +15 1.0277 0.87 I Q I V 9 +30 1.0565 1.40 I Q I V 9 +45 1.0938 1.80 I Q I V. 10+ 0 1.1394 2.21 I Q I V: 10 +15 1.1575 0.87 I Q I V ' 10 +30 1.1602 0.13 Q I V I i 10 +45 1.1869 1.29 I Q I V 11+ 0 1.2271 1.94 I Q I V 11 ±15 1.2642 1.79 Q ' 11 +30 1.3003 1.75 I Q I V .11 +45 1.3288 1.38 I Q I V 12+ 0 12 +15 1.3584 1.4233 1.43 3.14 Q I I Q V V 12 +30 1.5108 4.24 I I Q V .12 +45 1.6111 4.85 I I QI 13+ 0 .1.7220 5.37 I I VQ i :.'13 +15 1.8591 6.64 I I I V. Q ;•13 +30 2.0096 7.28 I I I V QI 13 +45 2.1117 .4.94 I I QI V I ' 14+ 0 2.1888 3.73 I I Q I V. I 14 +15 2.2851 4.66 I I Q I V I 14 +30 2.3817 4.97 V 1. 14 +45 2.4891 4.91 i I QI V 15+ 0 .2.5872 4.75 I I Q I V :715 +15 2.6796 15 +30 2.7663 4.19 I I 4 I I V ' 15 +45 2.8337 3.26 I I Q I I. V ..16+ 0 2.8926 2.85 I IQ I I V 16 +15 2.9236 1.50 I Q I I I V 16 +30 16 +45 2.9396 2.9530 0.77 0.65 I Q I I I V 17+ 0 2.9650 0.58 I Q I I I V 17 +15 2.9823 0.83 I Q I I I V 17 +30 3.0023 0.97 I Q I I I V 17 +45 3.0223 0.97 I Q V 18+ 0 3.0397 0.84 I Q I V 18 +15 3.0557 0.77 I Q I I V 18 +30 3.0717 0.77 I Q I V .18 +45 3:0851 0:65 I Q V 19+ 0 3.0945 0.45 IQ I I V I 19 +15 3.1051 0.51 I Q I I I V I 19 +30 3.1197 0.71 I Q I I I V I 19 +45 3.1331 0.65 I Q I I I V I 20+ 0 3.1425 0.45 IQ I I I V I 20 +15 3.1531 0.51 I Q I I I V I 20 +30 3.1651 0.58 I Q I I I V I 20 +45 3.1771 0.58 I Q I I I V 21+ 0 3.1865 0.45 IQ I I I V 21 +15 3.1971 0.51 Q 21 +30 3.2065 0.45 IQ I I I V 21 +45 3.2171 0.51 I Q I I I VI 22+ 0 3.2265 0.45 IQ I I I VI .22 +15 3.2371 0.51 I Q I I I VI 22 +30 3.2465 0.45 IQ I I I VI 22 +45 3.2545 0.39 IQ I I I VI 23+ 0 3.2626 0.39 IQ I I I VI 23 +15 3.2706 0.39 IQ I I I VI 23 +30 3.2786 0.39 IQ I I I VI 23 +45 3.2866 0.39 IQ I i I VI 24+ 0 3.2946 0.39 IQ I I I VI ,24 +15 3.2973 0.13 Q I I I VI 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631004UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology.Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used .English Units used in output format ---------- =------------ =--------------------------------------------- TRACT 32398 . AREA 4 100- YR /24 -HR Drainage Area = 3.80(Ac.)• = 0.006 Sq. Mi. Drainage Area for 'Depth -Area Areal Adjustment 0.006 Sq..Mi. Length along longest watercourse = 1342.00(Ft.) Length along longest watercourse measured to centroid. = 500.00(Ft.) Length along longest watercourse = 0.254 Mi. Length along longest watercourse measured to centroid = 0.095 Mi. Difference in elevation'= 1.10(Ft.) Slope along watercourse = 27.9344 Ft. /Mi. Average•Manning's 'N' = 0.015 Lag time = 0`.046 Hr. . Lag time 2,-.7 8'. 2596 of lag .time _ 0:70 Mri: 40 of - lag time = 1:11 Min. Unit time = 15:00 Min. Duration of storm =.24 Hour(s) User Entered Base Flow = 0.00(CPS) 2 YEAR Area rainfall. data: Area (Ac. ) [1] Rainfall (In) [2] 3.80 1.40 100'YEAR Area rainfall data: Weighting(1 *2] 5:32 Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] ' 3.80 4.50 17.10 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 Adjusted average point rain = 4.500(In) Sub -Area Data; Area(Ac.) Runoff Index Impervious % 3.800 32.00 0.600 Total Area Entered = 3.80(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F ' AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) 0.420 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - --- 7------------------------ U n it H y d r o g r a p h DESERT S -Curve ------------------------------------------=-------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph ' (hrs) Graph % .(Cps) ----------------------------------------------------------------- 1 0.250 538.829 2 0.500 1077.659 72.967 27.033 2.794 1.035 Sum = 100.000 Sum= 3.830 Unit Time Pattern Storm Rain.. Loss rate Iii. Hr Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) �. 1 0.25 0.20 0.036 0.448 0.015 0.02 2 '0.50 0.30 0.054 0.443 0.023 0:03 .3 0.75 0.30 0.054 0.438 0.023 0.03 4 1.00 0.40 0:072 0.433 0.030 0.04 5 1.25 0.30 0.054 0.427 0.023 •0.03 .6 1.50 0.30. 0.054 0.422 0:023 0:03 7 1.75 0.30 0.054 0.417 ..0.023 0.03 8 2.00 0.40" 0.072 0.412 0.030 0.04 ' 9 2.25 0.40 0.072 0:407 0.030 0.04.,. 10 2.50 0.40 0.072 0.402 0.030 0:04 11 12 2.75 0.50 0.090 3.00 0.50 0.090 0.397 •0.393 0.038 .0:038 0.05 0.05 13 3.25 0.50 0.090 0.388 0.038 .0.05 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 0.05 ii ' 16 4.00 0.60 0.108 0.373 0.045 0.06 17 4.25 0.60 0.108 0.369 0.045 0.06 ' 18 19 4.50 4.75 0.70 0.70 0.126 0.126 0.364 0.359 0.053 0.053 0.07 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25 6.25 0.90 0.162 0.332 0.068 0.09 26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0:10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 8.25 1.50. 0.270 0.298 0.113 0.16 .34 8.50 1.50 0.270 0.293 0.113 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 0.306 0.285 - -- 0.02 ' 37 9.25 1.90 0.342 0.281 0.06 38 9.50 2.00 0.360 0.277 - -- 0.08 39 9.75 2.10 0.378 0.273 - -- 0.10 ' 40 10.00 2.20 0.396' 0.269 - -- 0•.13 41 10.25 1.50 0.270, 0.265 0.00 42 ..10.50 1.50 0.270 0:262 - -- 0.01 .•43 44 10.75 11.00 2.00 2.00 0.360 0:•360 0.258 0.254 - -- - -- 0.10 0.11 45 :11.25 1.90 0.342 0.250 - -- .0.09 46 11.50 1.90. 0.342 0.247 - -- 0.10 47 11.75 1.70 0.306 0.243 - -- 0.06 48 12.00 1.80 0.324,. 0.239 0.08 49..12.25 2.50 0.450 0.236 - -- 0.21 50 12.50 2.60 0.468 0.232 0.24 51 12.75 2.80 0.504 0.229 = -_ 0.28 52 13.00 2.90 0.522 0.225 0.30 53. 13.25 3.40 .0.6.12 0.222 - -- 0.39 54 13.50 3.40 0.612 0.218 0.39 55 . 13.75 2.30'...: 0.414 0:215 - -- 0.20 56 •14.00 2.30 0:414 0.212• - -- 0.20 57 14.25 2.70... 0.486 0.209 - -- 0.28 ' X58 '.14.50 2.60 0.468 0.205 0.26 59 14.75 2.60 0:468 0.202 - -- 0.27 60 15.00 2.50 0.450 0.199 - -- 0.25 61 15.25 2.40 0.432 0.196 - -- 0:24 •'62 -15.50.. 2.30-,. 0•:.414 0.193 - -- 0.22 . 63 .15.75 1.90 .0.342 0.190 - -- 0.15 -;64 16.00 1.90 .0:342 0.187 - -- 0:15 ' 65 16.25 0.40 0.072 0.184 0.030 0.04 .'.66 16.50 0.40 0.072 0.182 0.030 0.04 67 16.75 0.30 0.054 0.179 0.023 0.03 ' '68 69 17.00 17.25 0.30 0.50. 0.054 0.090 0.176 0.174 0.023 0.038 0.03 0.05 70 17.50 0.50 0.090 0.171 0.038 0.05 71 11.75 0.50 0.090 0.168 0.038 0.05 ' 72 18.00 0.40 0.072 0.166 0.030 0.04 73 18.25 0.40 0.072 0.163 0.030 0.04 1 74 18.50 0.4.0 0.072 0.161 0.030 0.04 15 76 18.75 19.00 0.30 0.20 0.054 0.036 0.159 0.156 0.023 0.015 0.03 0.02 77 19.25 0.30. 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 ,. 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 20.50 0.36 0 .'054 0.144 0.023 0.03 ' 83 20.75 0.30 0.054 0.142 0.023 0.03 84 21.00 0.20 0.036 0.141 0.015 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 ' 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 22.25 0.30 0.054 0.133 0.023 0.03 90 22.50 0.20 0.036 0.132 0.015 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 ' 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 ' Sum = 100.0 Sum = 8.6 Flood volume Effective rainfall 2.15(In) times area 3.8(Ac.) /[(In) /(Ft.)] = 0.7(Ac.Ft) Total Total soil loss = soil loss = 2.35(In) 0.744(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 29664.7 Cubic Feet Total `----------- soil loss = 32407.8 Cubic Feet -_----- Peak - - - - -- flow rate of - - - - -- -----------=------------------- this hydrograph = 1.504(CFS) . ------------------------------------------ +++++++++++++++++++++++++++++++++++++ ++ + + + ------------------- ------- + + + + ++ + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M Run o f f H.y d r o g r a p h Hydrograph - --- -------- ------------- in. 15 Minute intervals =----------------------- ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0 +15 0.0'012 0:06 Q 0 +30 0.0035 ',0. 11 Q ..0 +45 0.0059 0.12. Q 1+ •0 0.0090 0.15 Q I ' 1 +15 0.0117 0.13 Q 1 +30 0.0142 0.12 Q 1 +45 0.0167 0.12 Q 2+ 0 0.0198 0.15 QV 2 +15 2 +30 0.0231 0.0264 0.16 QV 0.16 QV 2 +45 0.0303 0.19 QV 3+ 0 0.0344 0.20 Q V ' 3 +15 0.0386 0.20 Q V 1 1 3 +30 0.0427 0.20 Q V 3 +45 0.0468 0.20 Q V 4+ 0 4 +15 0.0516 0.0565 0.23 0.24 Q V Q V 4 +30 0.0621 0.27 IQ V I I 4 +45 0.0679 0.28 IQ V I I 5+ 0 0.0743 0.31 5 +15 0.0797 0.26 IQ V I I 5 +30 0.0852 0.27 IQ . V I I 5 +45 0.0916 0.31 IQ V I I 6+ 0 0.0982 0.32 IQ V 6 +15 0.1054 0.35 IQ V I I 6 +30 0.1129 0.36 IQ V I I 6+45 0.1209 0.39 Q V ' 7+ 0 0.1292 0.40 IQ VV 7 +15 0.1374 0.40 IQ I 7 +30 0.1463 0.43 IQ V I I i 7 +45 0.1560 0.47 Q VI ' 8+ 0 0.1665 0.51 IQ VI 8 +15 0.1785 0.58 I Q V 8 +30 0.1909 0.60 I Q V 8 +45 0.2039 0.63 I Q IV 9+ 0 0.2087 0.23 Q I V 9 +15 0.2126 0.19 Q I V 9 +30 0.2187 _0.29 IQ I V ' 9 +45 0.2265 0.3,8 IQ I V I 10+ 0 0.2361 0.46 IQ I V I ' 10 +15 10 +30 0.2391 0.2397 0.14 0.03 Q I V I Q I V I 10 +45 0.2458 0.29 IQ I V I I I. 11+ 0 0.2541 0.40 IQ I V I I I- 11 +15 0.2616 0.37 ' 11 +30 0.2691 0:36 IQ I V 11+45 0.2748 0.28 IQ I V I 12+ 0 0.2811 0.30 IQ I V I 12 +15 0.2953 0.69 Q V 12 +30 0.3135 0.88 I Q I V 12 +45 0.3344 1.01 I Q I VI 13+ 0 0.3575 1.11 I Q I V ' 13 +15 0.3864- 1.40. I Q I I V .:13 +30 0.4174 1.50 I Q I I V :'13 +45 0.4373 0.96 I Q I I V ' .14+ 0 0.4533 0.77 I Q I I V T4 +15 0.4736 0.98 I Q I I V 14 +30 0.4947 1.02 I Q I I VI .14 +45 15+ 0 .0.5157 0.5359 1.01 0.98 I Q I I I Q I I V '. V :I .:15 +15 0.5549 .0:92 I Q I V '15 +30 V -15+45 0.5862 0.65 I .Q ' ,•16+ 0 0.5984. 0.59 I Q V :.16 +15 0.6041 0.28 IQ I I' I -V 16 +30 0.6074 0.16 Q I I I V ' 16 +45 0.6101 0.13 Q I I I V 17+ 0 0.6126 0.12 Q I I I V 17 +15 0.6163 0.18 Q I I I V ' 17 +30 0.6204 0.20 Q I I I V 17 +45 0.6245 0.20 Q V 18+ 0 0.6280 0.17 Q I V 18 +15 0.6314 0.16 Q I I I V 18 +30 0.6347 0.16 Q I I V 18 +45 0.6374 0.13 Q V 19+ 0 0.6392 0.09 Q I V 19 +15 0.6415 0.11 Q V .19 +30 0.6446 0.15 Q V 19 +45 0.6473 0.13 Q I V 20+ 0 0.6492 0.09 Q I I V.I 20 +15 0.6514 0.11 Q I I I V I 20 +30 0.6539 0.12 Q I I I V 20 +45 0.6564 0.12 Q I I I V 21+ 0 0.6582 0.09 Q I I I V 21 +15 0.6605 0.11 Q I I I V 21 +30 0.6624 0.09 Q I I I V 21 +45 0.6646 0.11 Q I I I VI 22+ 0 0.6665 0.09 Q I I I VI 22 +15 0.6688 0.11 Q I I I VI 22 +30 0.6706 0.09 Q I I I VI 22 +45 0.6723 0.08 Q I I I VI 23+ 0 0.6739 0.08 Q I I I VI 23 +15 0.6756 0.08 Q I I I VI 23 +30 0.6773 0.08 Q I I I VI 23 +45 0.6789 0.08 Q I I I VI 24+ 0 0.6806 0.08 Q I I I VI 24 +15 0.6810 0.02 Q Area(Ac.) [1] Rainfall(In) [2] Weighting[) * 2] U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631005UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ --=----------------------------------------------------=---------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date April 1978 1 MDS Consulting, La Quinta, CA - SIN 841 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 32398 AREA 5 100 -YR / 24 -HR �. ---------------------------------_---------------------------------- Drainage Area _6.00 Ac. 0.009 S Mi. _ - 9 ( ) q Drainage Area for Depth-Area Areal Adjustment = 6.00(Ac.) _ 0:009 Sq. Mi. Length.along longest watercourse = 636.00(Ft.) Length along longest watercourse measured to centroid = 345.00(Ft.) Length along longest watercourse = 0.120 Mi. Length along.longest watercourse measured to centroid = 0.065 Mi. Difference in elevation 3.40(Ft.) Slope along watercourse = 28.2264 Ft. /Mi. Average Manning's 'N' = 0.015 'Lag time = 0.030 Hr. Lag time = 1:82 Min. �. .25% of lag time':'= 0.45.Min. 40 of lag time _ 0.73 Min. Unit time = 15.00 Min. Duration of storm = 24 Hours) User Entered Base Flow = 0.00(CPS) 2'YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] •6.00 1.40 8.40 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[) * 2] 6.00 4.50 27.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) r Sub -Area Data: Area(Ac.) Runoff Index Impervious 6.000 32.00 0.600 Total Area Entered = 6.00(Ac.) RI RI Infil. AMC2 AMC -3 (In Rate Impervious /Hr) (Dec. %) Adj. Infil. Rate (In /Hr) Area% F (Dec.) (In /Hr) 32.0 52.0 0:552 0.600 0.254 1.000 0.254 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate ---- ---- ----- ----- (decimal) = ---------- -- --------=--------- 0.420 ---------=----------- U n i t -Hydrograp.h DESERT S -Curve - - - - -- ------ - - - - -- Unit -------------------------------------- Hydrograph Data - - - - -= -------------------------------------- Unit time period Time of lag - ----------------=------------- Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.250 825.618 100.000 6..047 --------------------------- Sum = 100.000 ---------------------------------- Sum= 6 ".047 =---=------ �' .. Unit Tune Pattern Storm Rain Loss rate (In: /Hr) Effective (Hr.) Percent (In /Hr) Max. Low. (Ift /Hr) 1' 0:'25 0:20.. 0.036 0:448 0:015 .0.02 2 0::50 0.30- 0.054 0.443 0.023 0.03 3 0:75; 0' :30. 0.054. 0.438 0:023 0.03 4 1.:00`" 0:40,.;. 0:072 0.433 0.030 0.04 5 l.-25- 0r30_ 0.054 0.427 0.023 .'0:03 :6 1 50 0 : 30 ; 0.. 054 0.422 -0 : 023 0.03 ;.•'� ":: 1.75 0.3b 0:054 0:417 0.023 8 9 2:00 0.40': 2:25 0:40. 0:072 0.072 0.412: 0.407 0.030 0.030 0:04 0.04 1, b: 2.50 0.40 0.072 0.402 0:030 0.04 11'. 2.75 0.50 0.090 0.397 0.038 0:05 12 3 :00 0.50 .0:090 0.393 0.038 0.05 13 3.25 0.50 0.090 0:388 .0.038 0.05 14 3.50 0.50 0.090 0:383 0.038 0.05 15 3.75 •0.50 0.090 0.378 0.038 0.05 16 4.00 0.60 0.108 0.373 0:045 0.06 r s 17 4.25 0.60 0.108 0.369 0.045 0.06 18 4.50 0.70 0.126 0.364 0.053 0.07 19 4.75 0.70 0.126 0.359 0.053 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25 6.25 0.90 0.162 0.332 0.068 0.09 26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 '0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7..75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 34 8.25 '8.50 1.50 1.50 0.270 0.270 0.298 0.293 0.113 0.113 0.16 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 0.306 0.285 - -- 0.02 31 9.25 1.90 0.342 0.281 0.06 38 9.50 2.00 0.360 0.277 - -- 0.08 .39 9.75 2.10 0.378 0.273 - -- 0.10 �1 40 41 10.00 10..25 2.20 1.50 0.396 0.270 0.269 0.265 - -- 0.13 0.00 42 • 10.50 1.50 0.270 0.262 - -- 0.01 •43 10.75 2.00 0.360 0.258 - -- 0.10 :44 11.00 2:00 .0.360 0.254 0.11 45 11.25 1.90 0.342 0.250 - -- 0.09 '.46 11'.50 .1.90 0.342 0.247 - -- 0.10 47 48 11.75 12.00 1.70 1.80 0.306 0.324 0.243 0.239 - -- - -- 0.06 0.08 4'9 12.25 2.50 0.450 0.236 - -- 0.21 ..50 12.50 2.60 0.468 0.232 - -- 0.24 51 ..12.75 2.80 0.504 0.229 0.28 52..13.00 2.90 0.522 0.225 - -- 0.30 53 13.25 3.40 0.612 0.222 - -- 0.39 •'54 -13.50 3.40 0.612 0.218 - -- 0.39 55 13.75. 2.30 0.414 0.215 0.20 ;'56 14..00 2.30 0.414 0.212 - -- 0.20 .57 14.25 2.70 0.486 0.209 - -- 0.28 58 14,50. 2.60. '0.468 59 14.75 2:60 `0.468 0.202 - -- 0.27 '60 '15.00. 2.50 0.450 0.199 - -- 0.25 61•'.15.25, 2.40 0.432 0.196 - -- 0.24 62 15.50 2.30 0.414 0.193 0.22 �63 ,::15.75 1.90 0.`342 ...0. 190 - -- 0.15 x:64: • 16.00 � 1.90 0.342 0.187 - -- 0.15 ' 65';16.25 `66. 16.50 0.40 0.40 .0.072 0.072 0.184 0.182 0.030 0.030 0.04 0.04 67 16.75 0.30 0.054 0.179 0.023 0.03 `68' 17.00 0.30 0.054 0.176 0.023 0.03 :69 17.25 0.50 0.090 0.174 0.038 0.05 70 17.50. 0.50 0.090 0.171 0.038 0.05 71. 17.75 0.50 0.090 0.168 0.038 0.05 72 18.00 0.40 0.072 0.166 0.030 0.04 ° 13 18.25 0.40 0.072 0.163 0.030 0.04 s 74 18.50 0.40 0.072 0.161 0.030 0.04 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 77 19.25 0.30 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 20.50 0.30 0.054 0.144 0.023 0.03 83 84 20.75 21.00 0.30 0.20 0.054 0.036 0.142 0.141 0:023 0.015 0.03 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21:50 0.20- 0.036 0.137 0.015 0.02 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 22.25 0.30 0.054 0.133 0.023 0.03 90 91 22.50 22.75 0.20 0.20 0.036 0.036 0.132 0.131 0.015 0.015 0402 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93. 23.25 0.20 0.036 0.129 0.015 0.02 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75. 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 Sum = 100.0 Sum 8.6 Flood volume = Effective rainfall 2.15(In) . times area . 6 . 0 (Ac .) / [ (In) / (Ft .) ] = 1 . 1 (Ac.. Ft) Total soil loss = 2.35(In) Total soil .loss = 1.175(Ac.Ft) Total rainfall = 4.50 (In) Flood volume = 46838.7 Cubic Feet Total soil loss =. 51170.2 Cubic Feet ---------------=--=--=-------------=-----------------=-------------- Peak flow rate of this hydrograph 2.381(CFS) -------------------------------------------------------------------- = +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +. + + +I + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph.in 15 Minute intervals ((CFS)) Time(h +m) -----=-----------------------=-------------------==--==--------- Volume At. Ft Q(CFS). 0 2.5 5.0 7.5 10.0 0 +15 0.0026 0.13 Q 0 +30 0:0065 0.19. Q 0.445 '0.0104 0.19 Q 1+ 0 :0.•0157- 0.25 VQ .1 :`. +15 0 . 0196 '0. 19 . Q 1 +30 0.0235 0:19 Q 1 +45 0.0274 0.19 QV ;. 2+ 0 0.0326 `0.25 IQ 2 +15 0.0378 0.25 IQ 2 +3'0 0.0431 0.25 .2 +45 0.0496 0.32 IQ 3+ 0 0.0561 0.32 QV 3 +15 0.0626 0.32 IQV 3 +30 0.0692 0.32 IQV 3 +45 4+ 0 4 +15 4 +30 4 +45 5+ 0 5 +15 5 +30 5 +45 6+ 0 6 +15 6 +30 6 +45 7+ 0 7 +15 7 +30 7 +45 8+ 0 8 +15 8 +30 8 +45 9+ 0 9 +15 9 +30 9 +45 _10+ 0 10 +15 10 +30 10 +45 11+ 0 11 +15 11 +30 11 +45 12+ 0 12 +15 12 +30 12 +45 13+ 0 113 +15 -.13 +30 13 +45 14+ 0 '14 +15 14 +30 14 +45 1.5+ 0 15 +15 ..15+30 15 +45'. . 16+ 0 16 +15 16 +30 16 +45 17+ 0 17 +15 17 +30 17 +45 0.0757 0.32 1 Q I I 0.0835 0.38 IQ V I I I 0.0913 0.38 0.1005 0.44 IQ V I I 0.1096 0.44 IQ V I I 0.1201 0.51 I Q V I I 0.1279 0.38 IQ V 0.1370 0.44 IQ v 0.1475 0.51 I Q V 0.1579 0.51 I Q V .0.1696 0.57 IQ V 0.1814 0.57 I Q V 0.1944 0.63 I Q V 0.2075 0.63 V 0.2205 0.63 I Q V .0.2349 0.69 I Q V 0.2506 0.76 I Q VI I 0.2675 0.82 I Q VI I 0.2871 0.95 I Q V I 0.3067 0.95 I Q V I 0.3276 1.01 I Q I V I 0.3302 0.13 Q I V I 0.3378 0.37 IQ I V I 0.3481 0.50 I Q I V I 0.3612 0.63 I Q I V I 0.3771 .0.77 I Q I V 0.3776 0.03 Q I V. 0:3787 0.05 Q I V 0.3915 0.62 I Q I V 0.4048 0.64 I Q I V 0.4162- 0. 56 .• I Q I V 0.4282 0.58 I Q I V 0.4361 .0.38 IQ ( V I 0.4467 0.51 I Q I V I 0.4734 1.30. I Q I V I 0.5029 1.43 ( Q I V I 0.5373 1.67 I Q I VI 0.5744 1.80 I Q I V 0.6232 2.36 I QI I V 0:6724 2.38 I QI I V 0.6973 1.20 I Q I I V 0.7225 1.22 I Q I I V 0.7572 1.68 I Q I I V 0:7900 1.59 I Q I I VI 0.8232 1.61 I Q I I V 0.8546 1.52 I Q I I IV 0.8841 1.43 I Q I I I V .0. 9117 1.34 I Q I I I _V. 0.9307 0.92 I Q I I I V • 0. 9500 0.94. I Q I I I V 0.9552 0.25 IQ I I I V 0.9604 0.25 IQ I I I V 0.9643 0.19 Q I I I V 0.9683 0.19 Q I I' I V 0.9748 0.3.2' 'IQ I I I V 0.9813 0.32 : IQ I I I V 0.9878 0.32 IQ I I I V 18+ 0 0.9931 0.25 IQ I I V I 18 +15 0.9983 0.25 IQ I I I V I 18 +30 1.0035 0.25 IQ I I I V I 18 +45 1.0074 0.19 Q I I I V I 19+ 0 1.0100 0.13 Q I I I V I 19 +15 1.0139 0.19 Q I I I V I 19 +30 1.0192 0.25 IQ I I I V I '19 +45 1.0231 0.19 Q I I I V I 20+ 0 1.0257 0.13 Q I I I V I 20 +15 1.0296 0.19 Q I I I V I 20 +30 1.0335 0.19 Q I I I V I :20 +45 1.0374 0.19 Q I I I V I 21+ 0 1'.0400 0:13 Q I I I V 21 +15 1.0439 0.19 Q I I I V 21 +30 1.0466 0.13 Q I I I V 21 +45 1.0505 0.19 Q I I I VI 22+ 0 1.0531 0.13 Q I I I VI 22 +15 1.0570 0.19 Q I I I VI 22 +30 1.0596 0.13 Q I I I VI 22 +45 1.0622 0.13 Q I I I VI 23+ 0 .1.0648. 0.13 Q I I I VI 23 +15 1.0674 0.13 Q I I I VI 23 +30 1.0700 0.13 Q I I I VI _ 23 +45. 1.0727 0.13 Q I I I VI 24+ 0 -=--=--------------=--------=-----------------------------------= 1.0753 0.13 Q I I I V - - - - -- A U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631006UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 ---------=----------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 32398 AREA 6 100 -YR / 24 -HR - - - -- ----- - - - - -- Drainage Area = .' Drainage Area for I 0'.003 Sq.. Mi. Length along longest Length along longest Length along longest Length along longest 2.20(Ac.) )epth -Area A watercourse watercourse watercourse watercourse 0.003 Sq.. Mi. real Adjustment = 2.20(Ac.) = 1015.00(Ft.) measured to centroid = 225.00(Ft.) 0.192 Mi. measured to centroid = 0.043 Mi. Difference in elevation = 3.00(Ft.) Slope along watercourse = 15.6059 Ft../Mi. Average.Manning's 'N' = 0.015 h'ig time.= 0 .'034 Hr. Lag.-time = 2:06 Min. 25� of lag:time. .0:52. Min. 4096 of.lag time = 0:83 Min. Unit time 15:00. Min. Duration of. storm = 24 Hour(s) User Entered Base.Flow = 0.00(CFS) 2 YEAR Area`rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 2.20 1.40 3.08 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 2.20 4.50 9.90 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average,point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 2.200 32.00 0.600 Total Area Entered = 2.20(Ac.) RI RI Infil,. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 Sum-(F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.420 ----------------=----------------------------------------=----------- Uni t ifydrograph DESERT S -Curve -----=----=-=-------------------------------------------=----------- Unit Hydrograph Data ---------------------------------------p----------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.250 726.571 79.616 1.765 2 0.500 1453.141 20.384 0.452 Sum = 100.000 Sum= 2.217 Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective 1 (Hr.) Percent 0:.25 0.20, (In /Hr) .0..036 Max I 0.448 Low 0.015 (In /Hr) 0.02 2 .0.50 0:30 0:054 0.443 0.023 0.03 •3 .0:75 .0.30 0.054 0.438 0.023 0.03 4 1.00 0.40 0 :072: 0.433 0.030 0.04 5 1.25 0:30 0.054 0.427 0:023 0.03' 6 1.50 '0.30 ' .0.054 0.422 0.023 .0.03. -7 1.75 0.30 0.054 0:417 0.023 0.03 8 2.00 0.40'. 0.072 0.412 0.:030 0:04 9 2.25 0.40 0.072 .04407 0.030 0.04 1b 2.50 .0.40 0.072 0.402 0.'030 0:04 .11 2.75 0.50 0.090 0.397 .0.038 0.05 12 3.00 0.50 0.090 0.393 0.038 0.05 13 3.25 0.50 0.090 0.388 0.038 0.05 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 0.05 t 16 4.00 0.60 0.108 0.373 0.045 0.06 17 4.25 0.60 0.108 0.369 0.045 0.06 18 4.50 0.70 0.126 0.364 0.053 0.07 19 4.75 0.70 0.126 0.359 0.053 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 ` . 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25 6.25 0.90 0.162 0.332 0.068 0.09 •26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33• 8.25 1.50 0.270 0.298 0.113 0.16 34 8.50 1.50 0.270 0.293 0.113 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 0.306 0.285 - -- 0.02 37 9.25 1.90 0.342 0.281 0.06 38 9.50 2.00 0.360 0.277 - -- 0.08 39 40 9.75 .10.00 2.10 2.20 0.378 0.396 0.273 0.269 - -- - -- 0.10 0.13 41 10.25 1.50 .0.270 0.265 - -- 0.00' •42 ;10.50 1.50 0.270 0.262 - -- 0.01 43 '10.75 2.00 6.360 0.258. 0.10 44 11.00 2.00 0.360 0.254 0.11 •45 11.25 1.90 0..342 0.250 - -- 0.09 .46 47 11.50 11.75 1.90 1.70 0.342 0.306 0.247 0.243 - -- - -- 0.10 0.06 .48 12.00 1,80 0.324 0.239 - -- 0.08 49. 12.25 2.50 0.450 0.236 - -- 0.21 50 12:50 2.60 0.468 0.232 - -- 0.24 �, 51 12.75 2.80 0.504 0.229 - -- 0.28 .52 13.00 2.90 0.522 0.225 - -- 0.30 - =53 .13.25. 3.40 0.612 0.222 - -- 0.39 .54 .13.50 3.40 0.612 0.218 0.39 55 '13.75 2:30'` 0:414 0.215 - -- 0.20 '•56 14.00' 2.30 0.414 0.212 - -- 0.20 57 .14. 25 x2..70 0.486 0.209 - -- 0.28. ,58 14:50 2:60 0.468 0.205 - -- 0.26 .59 14.75 2..60 0.468 0.202 - -- 0.27 60 • 15•:00. -2.50 0.450 0.199 - -- 0.25 61 .15.25 2.40 0.432 0.196 0.24 '62 15.50 2:3 0 0:414 0.193 - -- 0.22 ..63 ;15;75..• -1:90 :. 0.342 0.190 - -- 0'15 64 .16c00 1.90 0.342 0.187 - -- 0.15 •65 .16:25 0.:40 0.072 0.184 0.030 0.04 ;'66 16:50 0.40 0.072 0.182' 0.030 0.04 67 16.75 0.30 0.054 0.179 0.023 0.03 68 17.00 0.30 0.054 0.176 0.023 0.03 .69 17.25 0.50 0:090 0.174 0.038 0.05 70 17.50 0.50 0.090 0.171 0.038 0.05 '71 72 17.75 18.00 0.50 0.40 0.090 0.072 0.168 0.166 0.038 0.030 0.05 0.04 73 74 75 76 77 78 79 80 81 '82 :83 84 85 86 87 88 .89 90 91 92 93 94 95 96 18.25 0.40 0.072 0.163 0.030 0.04 18.50 0.40 0.072 0.161 0.030 0.04 18.75 0.30 0.054 0.159 0.023 0.03 19.00 0.20 0.036 0.156 0.015 0.02 19.25 0.30 0.054 0.154 0.023 0.03 19.50 0.40 0.072 0.152 0.030 0.04 19.75 0.30 0.054 0.150 0.023 0.03 20.00 0.20 0.036 0.148 0.015 0.02 20.25 0.30 0.054 0.146 0.023 0.03 20.50 0.30 0.054 0.144 0-.023 0.03 20.75 0.30 0.054 0.142 0.023 0.03 21.00 0.20 0.036 0.141 0.015 0.02 21.25 0.30 0.054 0.139 0.023 0.03 21.50 0.20 0.036 0.137 0.015 0.02 21.75 0.30 0.054 0.136 0.023 0.03 22.00 0.20 0.036 0.134 0.015 0.02 22.25 0.30 0.054 0.133 0.023 0.03 22.50 0.20 0.036 0.132 0.015 0.02 22.75 0.20 0.036 0.131 0.015 0.02 23.00 0.20 0.036 0.130 0.015 0.02 23.25 0.20 0.036 0.129 0.015 0.02 23.50 0.20 0.036 0.128 0.015 0.02 23.75 0.20 0.036 0.127 0.015 0.02 24.00 0.20 0.036 0.127 0.015 0.02 .Sum = 100.0 Sum = 8.6 Flood.volume = Effective rainfall .2.15(In) times area 2.2(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 2.35(In) Total -soil.loss = 0.431(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 17174.4 Cubic Feet Total soil loss = 18762.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.872(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) 1 --------=---------- Time(h +m) ------------------------=-------=--------------------------=---=------- Volume Ac.Ft ---------------------------------- Q(CFS) -= ---- ----------- 0 2.5 5.0 7.5 10:0 0 +15 0.0008 0.04 Q 0 +30 0.0021 0.06 Q 0 +45 0.0035 0.07. Q 1+ 0 0.0054 0.09 Q 1 +15 0.0069 0.07 Q 1 +30 0.0083 0.07 .Q ,. 1 +45 0.0098 0.07 Q 2+ 0 0.0116 0.09 QV 24.15 0.0135 0.09 QV 2 +30 0.0154 0.09 QV 2 +45 0.0177 0.11 'QV 3+ 0 0.0201 0.12 Q V 3 +15 0.0225 0.12 Q V 1 3 +30 0.0249 0.12 Q V 3 +45 0.0273 0.12 Q V 4+ 0 0.0300 0.13 Q V 4 +15 0.0329 0.14 Q V 4 +30 0.0362 0.16 Q V 4 +45 0.0395 0.16 Q V 5+ 0 0.0432 0.18 Q V 5 +15 0.0463 0.15 Q V 5 +30 0.0496 0.16 Q V 5 +45 0.0533 0.18 Q V 6+ 0 0.0571 0.19 Q V 6 +15 0.0613 0.20 Q V 6 +30 0.065.6 0.21 Q V 6 +45 0.0703. 0.23 Q V 7+ 0 0.0751 0.23 Q V 7 +15 0.0799 0.23 Q V 7 +30 7 +45 0.0851 0.0907 0.25 0.27 IQ V I IQ VI 8+ 0 0.0968 0.30 IQ VI 8 +15 0.1038 0.34 IQ V 8 +30 0.1110 0.35 IQ V 8 +45 0.1185 0.37 IQ I V 9+ 0 0.1209 0.11 Q I V 9 +15 0.1233 0.12 Q I V 9 +30 0.1269 0.17 Q I V 9 +45 0.1315 0.22 Q I V 10+ 0 0:1371 0.27 IQ I V I 10 +15 0.1384 0.07 Q I V I 10 +30 0.1388 0_.02 Q I V I I. 10 +45 0.1426 0.18 Q I V I 11+ 0 0.1474 0.23 Q I V I 11 +15 0.1518 0.21 Q I V I 11 +30 0.1561 0.21 Q I V I .11 +45 '0:1593 0.15 Q I V I - 12+ 0 12 +15 0.1630 0.1716 0.18 0.42 Q I V I VV 1.2 +30 0.1822 0.51 IQQ I 12 +45 0.1945 0.59 I Q I VI 13+ 0 0.2079 0.65 I Q I V .13+15 0.2249 •0.82 I Q I I V 13 +30 0.2429 0.87 I Q I I V •13 +45 0:2538 0.53 I Q I I V .14+ 0 0.2630' 0.45 IQ VV 14 +15 0.2751 0.58 Q I I ..14+30. 0.2872 0.59 I Q I I VI 14 +45 0.2994 0.59 I Q I I V 15+ 0 0.3110• 0.56 I.Q I I V .15 +15 0.3220 0.53 I Q 15 +30 0.3322 0:5.0 IQ I I I.. V :15 +45 0.3398 0.37 IQ I I I V 16+ 0 0.3469 0.34 IQ I I' I V 16 +15 0.3499 0.14 Q I I I V 16 +30 0.•3518 0.09 Q I I I V 16 +45 0.3533 0.07 Q I I I V 17+ 0 0.3547 0.07 Q I I I V 17 +15 0.3569 0.11 Q I I I V 17 +30 0.3593 0.12 Q I I I V 17 +45 0.3617 0.12 Q I I I V 18+ 0 0.3637 0.10 Q I I V 18 +15 0.3656 0.09 Q V 18 +30 0.3676 0.09 Q I I V 18 +45 0.3691 0.07 Q I I V 19+ 0 0.3702 0.05 Q I V 19 +15 0.3715 0.06 Q I V 0.3733 0.09 Q V 19 +45 0.3748 0.07 Q I I V 20+ 0 0.3759 0.05 Q V 20 +15 0.3772 0.06 Q I I V 20 +30 0.3787 0.07 Q I I I V 20 +45 0.3801 0.07 Q I I V 21+ 0 0.3812 0.05 Q 21 +15 0.3825 0.06 Q I V 21 +30 0.3835 0.05 Q I V 21 +45 0.3849 0.06 Q I VI 22+ 0 0.3859 0.05 Q I I I VI 22 +15 0.3873 0.06 Q I I I VI 22 +30 0.3883 0.05 Q I I I VI 22 +45 0.3893 0.05 Q VI 23+ 0 0.3902 0.05 Q I I I VI 23 +15. 0.3912 0.05 Q I I I VI 23 +30 0.3922 0.05 Q I I I VI 23 +45 0.3931 0.05 Q I I ( VI 24+ 0 0.3941 0.05 Q I I I VI '24 +15 0.3943 0.01 Q I I I VI --------------------------------=-------------------==----= ----------=- n t U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631007UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ --------------------------------------------=------------=-------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta,•CA - SIN 841 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 32398 AREA 7 100 -YR / 24 -HR ------------ =-------------------------------------------------------- Drainage Area = 3.60(Ac.) 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment 3.60(Ac.) _ 0. 006 Sq. Mi. Length along longest watercourse 560.00(Ft.) Length along longest watercourse measured to centroid = 300.00(Ft.) Length along longest watercourse = 0.106 Mi. Length along longest watercourse measured to centroid = 0.057 Mi. Difference in elevation = 2.60(Ft.) Slope along watercourse = 24.5143 Ft. /Mi. Average Manning's.''N' = 0.-015 Lag time = 0.028'.Hr.. Lag time = 1.69.Min. 25% of lag time'.= 0.42 Min. 40% of lag time:. .0:67 Min.' :Unit time = is. 5 00 Min. Duration of.stor• m.= 24 'Hour (s) User Entered Base Flow = 0.00(CFS) :.2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [I1 *2] 3.60 1.40 5.04 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] � I � I � 11 � I i i 1 3.60 4.50 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) 16.20 Sub -Area Data: .Unit 'Time' Area(Ac.) Runoff Index Impervious 0.0.23 3.600 32.00 0.600 Percent Total Area Entered 3.60(Ac.) 0.427 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /.Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 .0.054 0.030 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 0.072 Minimum soil loss rate ((In /Hr)) = 0.127 .1..25 (.for 24 hour storm duration) 0.054 0.038 Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.420 0:30 U n i t H y d r o g r a p h 7 DESERT S -Curve 0.30 0.054 Unit Hydrograph Data 8 .2:00 -----------.---------------------------------------------------------- Unit time period Time % of lag Distribution Unit.Hydrograph (hrs) Graph % (CFS) 1 0.250 889.634 100.000 3.628 Sum = 100.000 Sum= 3.628 Loss rate(In. /Hr) Max .Unit 'Time' Pattern Storm Rain 0.0.23 0.438 (Hr.) Percent (In /Hr) 0.427 1 . :2 0.25 0.50 0.20 0.30 0.036 0.054 0.023 0.412. 3 .0.75 0.407 0.30 .0.054 0.030 4. 1.00 0.40 0.072 0.388 .5 .1..25 0.30 0.054 0.038 6 1.50 0:30 0.054 7 1.75 0.30 0.054 8 .2:00 0.40 0.072 �± 9 2.25 0.40 0.072 10 2.50 0.40 0.072 11 2.75 0.50 0.090 12 3.00 0.50 0.090 13 3.25 0:50 0.090 14 3.50 0.50 0.090 15 3.75 0.50 0.090 16 4.00 0.60 0.108 Loss rate(In. /Hr) Max Low 0.448 0.015 0.443 0.0.23 0.438 0.023 0.433 .0.030 0.427 0.023 0.422 0.023 0.417 0.023 0.412. 0.030 0.407 0.030 0.402 0.030 0.397 0.038 0.393 0.038 0.388 0.038 0.383 0.038 0.378 0.038 0.373 0.045 Effective (In /Hr) 0.02 0.03 0.03 0.04 0.03 0'.03 '0:03 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.05 0.06 1 17 4.25 0.60 0.108 0.369 0.045 0.06 18 4.50 0.70 0.126 0.364 0.053 0.07 19 4.75 0.70 0.126 0.359 0.053 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 2'2 5.50 0.70 0.126 0.345 0.053 0.07 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25 6.25 0.90 0.162 0.332 0.068 0.09 26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 8.25 .1.50 0.270 0.298 .0.113 0.16 34 8.50 1.50 0.270 0.293 0.113 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 0.306 0.285 - -- 0.02 37 9.25 1.90 0.342 0.281 - -- 0.06 38 9.50 2.00 0.360 0.277 0.08 39 9.75 2.10 0.378 0.273 - -- 0.10 '40 41 10.00 10.25 2.20 1.50 0.396 0.270 0.269 0.265 - -- - -- 0.13 0.00 4.2 10.50 1.50 0.270 0.262 0.01 43 10.75 2.00 .0.360 0.258 - -- 0.10 44 11.00 2.00 .0.360 0.254 - -- 0.11 45 '11.25 1.90 0.342 0.250 0.09 46 11.50 1.90 0.342 0.247 - -- 0:10 47 11.75 .1.70 0.306 0.243 - -- 0.06 48 12.00 1.80 0.324 0.239 - -- 0.08 49 12.25 2.50 0.450 0.236 - -- 0.21. 50 12.50 2.60 '0.468 0.232 - -- 0.24 51 .12.75 2.80 0.504 0.229 --- 0.28 52 13.00 2.90 0.522 0.225 - -- 0.30 .53 13.25 3.40 0.612 0.222 - -- 0.39 54 13.50 3.40 0.612 0.218 - -- 0.39 55. 13.75: 2.30 0.414 0.215 0.20 56 14.00 2.30 0.414 0.212 - -- 0.20 57' 14.25 2.70 0.486 0.209 - -- 0.28 ^58 14.50 2.60 0.468• 0.205 - -- 0.26 14.75 2.60 0.468 0.202 - -- 0.27 : 60 15.00 2.50 0.450 0.199 - -- 0.25 6-1 15.25 2.40 0.432 0.196 - -- 0.24 62 15.50- 2.30 0.414 0.193 - -- 0.22 63 15:75_ 1.90• 0.342 0.190 - -- 0.15 .64...16.00 1.90 ,0'.342. 0.181 - -- 0.15 . 65 ;16.25 0.40 0.072 0.184 0.030 0:04 66 •16:50 `0.40 0.072 0.182 0.030 0.04' 67 16.75 0.30 0.054 0.179 0.023 0.03 •'68 '17:00 0.30 0.054 0.176 0.023 0.03 69 17.25 0.50 0.090 .0.174 0.038 0.05 1 70 17.50 0.50 0.090 0.171 0.038 0.65 71 17.75 0.50 0.090 0.168 0.038 0.05 72 18.00 0.40 0.072 0.166 0.030 0.04 73 18.25 0.40 0.012 0.163 0.030 0.04 1 'II 0 +30 74 18.50 0.40 0.072 0.161 0.030 0.04 0.11 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 '0.0141 77 19.25 0.30 0.054 0.154 0.023 0.03 QV 78 19.50 0.40 0.072 0.152 0.030 0.04 2 +15 79 19.75 0.30 0.054 0.150 0.023 0.03 0.15 80 20.00 0.20 0.036 0.148 0.015 0.02 .`81 20.25 0.30 0.054 0.146 0.023 0.03 0.0376 .82 20.50 0.30 0.054 0.144 0.023 0.03 Q V 83 84 20.75 21.00 0.30 0.20 0.054 0.142 0.036 0.141 0.023 0.015 0.03 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 22.25 0.30 0.054 0.133 0.023 0.03 90 22.50 0.20 0.036 0.132 0.015 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036' 0.127. 0.015 0.02 Sum = 100.0 Sum 8.6 Flood volume = Effective rainfall 2.15(In) times area 3.6(Ac.) /[(In) /(Ft.)]. = 0.6(Ac.Ft) Total soil loss = 2.35(In) Total soil loss = 0.705(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 28103.4 Cubic Feet Total soil loss = 30702.1 Cubic Feet --------------------------=-------------------------=--------- Peak flow rate of this hydrograph 1.429(CFS) - - - = -- -------------------------------------------------------------------- = +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u'n o f f H y d r o g r a p h. Hydrograph -- ------------------------------------------ in 15 Minute intervals ((Cps)) time (h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ------=----------------------------------=--=----------=---=---- 0 +15 0.0016 0.08 Q 1 'II 0 +30 0:0039 0.11 Q ;'0 +45 0.0063 0.11 Q 1+ 0 0:0094 0.15 Q 0.0117.. 0.11 Q I i 1 +30 '0.0141 0.11 Q 1 +45 .0.0164 0.11 QV .2+ 0 6.0196 0.15 QV 2 +15 0:0227 0.15 QV .2 +30 0.0258 0.15 QV 2 +45 0.0298 0.19 QV I' 3+ 0 0.0337 0.19 Q V 3 +15 0.0376 0.19 Q V 3 +30 0.0415 0.19 Q V 8 +45 9+ 0 9 +15 9 +30 9 +45 10+ 0 10 +15 10 +30 10 +45 11+ 0 11 +15 5 +15 ' 3 +45 0.0501 4+ 0 1 4 +15 4 +30 1 4 +45 Q V 5+ 0 8 +45 9+ 0 9 +15 9 +30 9 +45 10+ 0 10 +15 10 +30 10 +45 11+ 0 11 +15 5 +15 ' 5 +30 0.0501 5 +45 1 6+ 0 1 6 +15 Q V 6 +30 0.0603 6 +45 8 +45 9+ 0 9 +15 9 +30 9 +45 10+ 0 10 +15 10 +30 10 +45 11+ 0 11 +15 7+ 0 Q V 7 +15 0.0501 7 +30 1 7 +45 1 8+ 0 Q V 8 +15 0.0603 8 +30 8 +45 9+ 0 9 +15 9 +30 9 +45 10+ 0 10 +15 10 +30 10 +45 11+ 0 11 +15 15+ 0 • :: 15 +15 15 +30 15 +45 11 +30 Q V 11 +45 0.0501 12+ 0 1 12 +15 ' 12 +30 0.0548 12 +45 Q V 13+ 0 15+ 0 • :: 15 +15 15 +30 15 +45 13 +15 Q V 13 +30 0.0501 13 +45 Q V •14+ 0 0.0548 14 +15 Q V 14 +30 0.0603 14 +45 15+ 0 • :: 15 +15 15 +30 15 +45 17 +45 0.0454 • 16+ 0 Q V 16 +15 0.0501 16 +30 Q V 16 +45 .17+ 0 0.0548 17 +15 Q V 17 +30 17 +45 0.0454 0.19 Q V 0.0501 0.23 Q V 0.0548 0.23 Q V 0.0603 0.27 IQ V I I 0.0658 0.27 IQ V I I 0.0720 0.30 IQ V I I 0.0767 0.23 Q V 0.0822 0.27 IQ V I I 0.0885 0.30 IQ V I 0.0947 0.30 IQ V I I 0.1018 0.34 IQ V I I 0.1088 0.34 IQ V I I 0.'1167 0.38 IQ V I I I 0.1245 0.38 IQ V I I 0.1323 0.38 IQ V I I 0.1409 0.42. IQ V I. I 0.1503 0.45 IQ VI I 0.1605 0.49 IQ VI I 0.'1723 0.57 I Q V I 0.1840 0.57 I Q V I 0.1965 0.61 I Q I V I 0.1981 0.08 Q I V I 0.2027 0.22 Q I V I 0:2089 0.30 IQ I. V I 0.2167 0.38 Q I V 0., 2262 0.46 IQ I V I I 0.2266 0.02 Q I V I I i 0:2272 0.03 Q I V I I 0.2349 0.37 IQ I V I 0.2429 0.39 IQ I V I 0:2497 0.33 IQ I V I 0.2569 0.35 IQ I V I 0 "2616 0.23 Q I V 0.2680 0.31 IQ I V I 0.2841 0.78 I Q I V I I i 0.3018 0.86 I Q I V I 0.3224 1.00 I Q I VI 0.3447 1.08 I Q I V 0.3739 '1.42_ I Q I I V. 0:4034 1.43 I Q I I V 0.4184 0.72 I Q I I V I, 0.4335 0.73 I Q I I V 0.4543 1.01 I Q I I V i 0.4740 0.95 I Q I I VI 0.4939 0.96 I Q I I V 0.5128 0.91 I Q I I IV 0:5304 0.86 I Q I I V 0.5470 0..80 14 I I I V 0.5584 0.55 I Q I I I V 0.5700 0.56 I Q I I I V 0.5731 0.15 Q I I I V 0.5763 0.15 Q 0.5786 0.11 Q I I I V 0:5810 0.11 Q I I I V 0.5849 0.19 Q I I I V 0.5888 0.19 Q I I I V 0.5927 0.19 Q I I I V ' 18+ 0 0.5958 0.15 Q I V 18 +15 0.5990 0.15 Q I V 18 +30 0.6021 0.15 Q I I V ' 18 +45 0.6045 0.11 Q I V 19+ 0 0.6060 0.08 Q V 19 +15 0.6084 0.11 Q V 19 +30 0.6115 0.15 Q I I V 19 +45 0.6138 0.11 Q I V.I 20+ 0 0.6154 0.08 Q I V 20 +15 0.6178 0.11 Q V 20 +30 0.6201 0.11 Q I, I I V 20 +45 0.6225 0.11 Q I I I V 21+ 0 0.6240 0.08 Q V 21 +15 0.6264 0.11 Q V 21. +30 0.6279 0.08 Q I V .21 +45 0.6303 0.11 Q I VI 22+ 0 0.6319 0.08 Q I I I VI 22 +15 0.6342 0.11 Q I I I VI 22 +30 0.6358 0.08 Q I I I VI 22 +45 0.6373 0.08 Q I I I VI 23+ 0 0.6389 0.08 Q I I VI 23 +15 0.6405 0.08 Q V 23 +30 0.6420 0.08 Q I I I VI 23 +45 0.6436 0.08 Qw VI - -_24+ 0 0.6452 0.08 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/21/04 File: 631008UH24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 32398 AREA 8 100 -YR / 24 -HR -------------- °----------------------------------------------------- Drainage Area = 15.00(Ac.) = 0.023 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 15.00(Ac.) _ 0.023 Sq. Mi. Length along.longest watercourse = 1442.00(Ft.) Length along longest watercourse measured to•centroid = 738.00(Ft.) Length along longest watercourse = 0.273 Mi. Length along longest watercourse measured to centroid = 0.140 Mi. Difference in elevation = 6.60(Ft.) Slope along watercourse = 24.1664 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.057 Hr.. Lag . time = 3.4i Min 2596 of'.lag time, =. .0.85 Min. 40W-of.lag time = 1.36 Min. Unit time 15.00 Min: ..Duration of.storm 24 Hour(s) User. Entered Base Flow = 0.00(CPS) ... 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 15.00 1.40 21.00 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 15.00 4.50 67.50 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 15..000 32.00 0.600 Total Area Entered = 15.00(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec.) Adj. Infil. (In /Hr) Rate Area% F (Dec.) (In /Hr) 32.0 52.0 0.552 0.600 0.254 1.000 0.254 Sum (F) = 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.420 --------------------------------------------------------------------- U n i t. H y d r o g r a p h DESERT -Curve =-- ' --- - - - - -- -S - - - - -- ------------------------------------ Unit Hydrograph Data ---------------------------------------P---------=------------------- Unit time period Time of lag Distribution Unit Hydrograph (hrs) Graph (CFS) --------------------------------------------------------------------- 1 0.250 439.928 67.663 10.229 2. 0.500. 879.856 32.337 4.888 Sum = 100.000 Sum= 15.117 ----------------------------------------------- Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective (Fir.) Percent (In /Hr) Max Low (In /Hr) -•1 0.25 0.20. 0.036 0.448 0.015 0.02 2 0.50 0.30 0.054 0.443 0.023 0.03 0.30 0.054 0.438 0.023 0.03 ..:4 1:.00 0.40 0..072 0.433 0.030 .0.04 i 5 1.25 0.30 0.054 0.427 0.023 0.03 '6 1.50 0.30 .0.054 0.422 0.023 0.03 7 1.75 '0.30. 0.054 0.417 0.023 0.03• 8 2.00 0.40. 0:072 0.412 0.030 0.04 2.25 0.40 0.072 0.407 0.030 0.04 10 2.50 0.40 0.072 0.402 0.030 0.04 11 2.75 0.50 0.090 0.397 0.038 0.05 12 3.00 0.50 0.090 0.393 0.038 0.05 13 3.25 0.50 0.090 0.388 0.038 0.05 14 3.50 0.50 0.090 0.383 0.038 0.05 15 3.75 0.50 0.090 0.378 0.038 0.05 16 4.00 0.60 0.108 0.373 0.045 0.06 17 4.25 0.60 0.108 0.369 0.045 0.06 ' 18 19 4.50 4.75 0.70 0.70 0.126 0.126 0.364 0.359 0.053 0.053 0.07 0.07 20 5.00 0.80 0.144 0.355 0.060 0.08 21 5.25 0.60 0.108 0.350 0.045 0.06 22 5.50 0.70 0.126 0.345 0.053 0.07 ' 23 5.75 0.80 0.144 0.341 0.060 0.08 24 6.00 0.80 0.144 0.336 0.060 0.08 25• 6.25 0.90 0.162 0.332 0.068 0.09 26 6.50 0.90 0.162 0.328 0.068 0.09 27 6.75 1.00 0.180 0.323 0.076 0.10 28 7.00 1.00 0.180 0.319 0.076 0.10 29 7.25 1.00 0.180 0.314 0.076 0.10 30 7.50 1.10 0.198 0.310 0.083 0.11 31 7.75 1.20 0.216 0.306 0.091 0.13 32 8.00 1.30 0.234 0.302 0.098 0.14 33 8.25 1.50 0.270 0.298 0.113 0.16 34 8.50 1.50 0.270 0.293 0.113 0.16 35 8.75 1.60 0.288 0.289 0.121 0.17 36 9.00 1.70 0.306 0.285 0.02 ' 37 9.25 1.90 0.342 0.281 - -- 0.06 38 9.50 2.00 0.360 .0.277 - -- 0.08 39 9.75 2.10 0.378 0.273 - -- 0.10 40 10.00 2.20 0.396 0.269 0..13 41 10 :25 1.50 0.270 0.265 - -- 0..00 42 10.50 1.50 0.270 0.262 - -- 0.01 43 44 10.15 11.00 2.00 2.00 0.360 0.360 0.258 0.254 - -- - -- 0.10 0.11 •45 11.25 .1.90 0.342 0.250 - -- 0.09 46 11.50 1.90 0.342 0.247 - -- 0.10 47 11.75 1.70 0.306 0.243 0.06 48 12.00 1.8.0 0.324 0.239 - -- 0.08 49 12.25 2.50 0.450 0.236 - -- 0.21 •50 12.50 2.60 0.468 0.232 - -- 0.24 ' 51 !.52 12.75 2.80 0.504 0.229 0.28 13.00 2.90 0.522 0.225 - -- 0.30 53 13.25 3.40 0.612 0.222 - -- 0.39 54 13.50 3.40 0.612 0.218 0.39 55 13.75 2.30 0.414 0.215. - -- 0.20 .56 .14.00 2.30 0.414 0.212 - -- 0.20 .57 14.25 2.70 0.486 0.209 - -- 0.28 ' 58' 14.50 2.60 0.468 0.205 0.26 59, 14.75 2.60 0.468 0.202 - -- 0.27 66 .15.00 2.50 0.450 0.199 - -- 0.25 *61 15.25 2.40 0.432 '0.196 - -- 0.24 62 .15.50 2.30 0.414 0.193 - -- 0.22. 63 15.75 .1:90 0.342 0.190 - -- 0.15 64 16:00 1.90 0.342 0.187 - -- 0.15 65 16.25 0.40 0.072 0.184 0.030 0.04 :.66• •16:50 0.40 0.072 0.182 0.030 0.04 67 16.75 0.30 0.054 0.179 0.023 0.03 :`68 ..69. 17.06 17.25 0.30 0.50 0.054 0.090 0.176 0.174 0.023 0.038 0.03 0.05 .70 17.50 0.50 0.090 0.171 0.038 0.05 71 17.75 0.50 0.090 0.168 0.038 0.05 12 18.00 0.40 0.072 0.166 0.030 0.04 t 1 1 P, Ll t 73 18.25 0.40 0.072 0.163 0.030 0.04 74 18.50 0.40 0.072 0.161 0.030 0.04 75 18.75 0.30 0.054 0.159 0.023 0.03 76 19.00 0.20 0.036 0.156 0.015 0.02 77 19.25 0.30 0.054 0.154 0.023 0.03 78 19.50 0.40 0.072 0.152 0.030 0.04 79 19.75 0.30 0.054 0.150 0.023 0.03 80 20.00 0.20 0.036 0.148 0.015 0.02 81 20.25 0.30 0.054 0.146 0.023 0.03 82 20.50 0.30 0.054 0.144 0.023 0.03 83 20.75 0.30 0.054 0.142 0.023 0.03 84 21.00 0.20 0.036 0.141 0.015 0.02 85 21.25 0.30 0.054 0.139 0.023 0.03 86 21.50 0.20 0.036 0.137 0.015 0.02 87 21.75 0.30 0.054 0.136 0.023 0.03 88 22.00 0.20 0.036 0.134 0.015 0.02 89 22.25 0.30 0.054 0.133 0.023 0.03 90 22.50 0.20 0.036 0.132 0.015 0.02 91 22.75 0.20 0.036 0.131 0.015 0.02 92 23.00 0.20 0.036 0.130 0.015 0.02 93 23.25 0.20 0.036 0.129 0.015 0.02 94 23.50 0.20 0.036 0.128 0.015 0.02 95 23.75 0.20 0.036 0.127 0.015 0.02 96 24.00 0.20 0.036 0.127 0.015 0.02 Sum = 100.0 Sum 8.6 Flood volume = Effective rainfall. 2.15(In) times area 15.0(Ac.) /[(In) /(Ft.)] = 2.7(Ac.Ft) Total soil loss _ 2.35(In) Total soil loss = 2.937(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 117093.0 Cubic Feet Total soil loss = 1279248 Feet Peak -------------------------------------------------------------------- - flow rate of -Cubic - - - -- this hydrograph = 5.936(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 = H O U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CPS)) TiMe(h ------------------------=-------------------=-------------------------- +m) Volume Ac.Ft_ .Q(CFS) 0 2.5 5.0 7.5 10.0 0 +15 0.0044 0.2.1 Q 0 +30 0.0131 0.42 VQ '0 +45 0.0229 0.47 VQ 1+ 0 0.0349 `0:58 ':V Q' 1 +15 0.0458. 0.52 V Q 1 +30 0.0556 0.41 VQ 1 +45 0.0653 0.47 VQ 2+ 0 0.0773 0.58 IVQ. 2 +15 0.0904 .0.63 IVQ 2 +30 0.1034 0.63 IVQ I 2 +45 0.1187 0.74 IVQ' I 3+ 0 0.1350 0.79 I VQ I 3 +15 0.1513 0.79 1 VQ I 3 +30 0.1676 0.79 3 +45 0.1839 0.79 4+ 0 0.2025 0.90 4 +15 0.2220 0.95 4 +30 0.2438 1.05 4 +45 0.2667 1.11 5+ 0 0.2917 1.21 5 +15 0.3134 1.05 5 +30 0.3352 1.05 5 +45 0.3602 1.21 6+ 0 0.3863 1.26 ► 6 +15 0.4146 1.37 6 +30 0.4440 1.42 6 +45 0.4755 1.53 7+ 0 0.5082 1.58 7 +15 0.5408 1.58 7 +30 0.5756 1.69 7 +45 0.6137 1.84 8+ 0 0.6551 2.00 8 +15 0.7019 2.27 8 +30 0.7508 2.37 8 +45 0.8020 2.48 9+ 0 0.8233 1.03 9 +15 0.8382 0.72 9 +30 0.8619 1.15 9 +45 0.8924 1.48 10+ 0 0.9298 .1.81 10 +15 0.9436 0.67 10 +30 0.9459 0.11 Q 10 +45 0.9684 1.09 11+ 0 1.0011 1.59 11 +15 1.0313 1.46 11 +30 1.0607 1.43 11 +45 1.0837 1.11 f 12+ 0 1.1080 1.18 12 +15 1.1619 2.61 12 +30 1.2334 3.46 12 +45 1.3155 3.97 13+ 0 ,1.4061 4.38 13 +15 1.5186 5.44 13 +30 1.6412 5.94 '13 +45 1.7230. 3:96 f 14+ 0 .1.7859 3.04 14 +15 1.8649 3.83 14 +30 1.9485 4.04 14 +45 2.0312, 4.00. 15+ 0 2.1111 3.87 15 +15 2.1863 .:3.-64 15 +30 2.2568 3.41 15 +45 2.3112 2.63 16+ 0 2.3593 2.33 16 +15 2.3837 1.18. 16 +30 2.3968 0.63 16 +45 2.4076 0.52 17+ 0 2.4174 0.47 17 +15' 2.4316 0.69 17 +30 2.4479 0.79 vQ vQ Q Q vQ vQ Q Q I f Q Qv Q Qv Qv Qv Qv Qvl Qv l Q vl Qv Qv Qv Qlv Q I v Q I v Q I v Q I v Q I v Q I v v Q I v i Q l v Q I v Q l v l Q I v l Q I v I I. Q V. I ► Q v Q v Q v IQV QV I Iv Q I v Q IQ I v I v Q Q I v l QI Q I �I v Q Q I v i Q I v Q I Iv Q I I v Q QI v Q � i Q I I I v Q I I I v. Q I I I v Q I I I v Q I I I v 17 +45 2.4642 0.79 I Q I V 18+ 0 2.4783 0.68 I Q I I V 18 +15 2.4914 0.63 I Q V 18 +30 2.5044 0.63 I Q I V 18 +45 2.5153 0.52 I Q I I V 19+ 0 2.5229 0.37 IQ V 19 +15 2.5316 0.42 IQ I I I V I 19 +30 2.5436 0.58 I Q I I I V 19 +45 2.5544 0.52 I Q I I I V 20+ 0 2.5620 0.37 IQ I I I V 20 +15 2.5707 0.42 IQ I I I V 20 +30 2.5805 0.47 IQ I I I V 20+45 2.5903 0.47 IQ I I I V 21+ 0 2.5979 0.37 IQ I I I V 21 +15 2.6066 0.42 IQ I I I V I 21 +30 2.6142 0.37 IQ I I I V I 21 +45 2.6229 0.42 IQ I I ( VI 22+ 0 2.6305 0.37 IQ I I I VI 22 +15 2.6392 0.42 IQ I I I VI 22 +30 2.6468 0.37 IQ I I I VI 22 +45 2.6534 0.32 IQ I I I VI 23+ 0 2.6599 0.32 IQ I I I VI 23 +15 2.6664 0.32 IQ I I I VI 23 +30 2.6729 0.32 IQ I I I VI 23 +45 2.6795 0.32 IQ I I I VI 24+ 0 2.6860 0.32 IQ I I I VI 24 +15 2.6881 0.10 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 05/28/04 File: 631009UH24100.out ++++++++++++......+++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 MDS Consulting, La Quinta, CA - SIN 841 --=------------------------------------------------------------------ English. (in -lb) Input Units Used English Rainfall Data (Inches)•Input Values Used English Units used in output format TRACT 32398 AREA 9 COMMERCIAL SITE 100- YR /24 -HR STORM ANALYSIS ------------------------ .------------------------------ --------------- Drainage Area 8.90(Ac.) = 0:014 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 8.90(Ac.) •0.014 Sq. Mi.. Length along longest watercourse = 1096.0.0(Ft.) Length along longest watercourse measured to centroid = 548.00(Ft.) Length along longest watercourse = 0.208 Mi. Length along longest watercourse measured to centroid = 0.104 Mi'. Difference in elevation = 6.60(Ft.) Slope along watercourse = 31.7956 Ft. /Mi. Average Manning's 'N' ='0.015 Lag time = 0:043 Hr. Lag .title _ Z.. 60. Min. 25� of lag aid 0.65'Min. 40% bf lag title := 1.04 Min. Unit.titne 15.00.Min. Duration 'of' storm = 24 Hours) .'User Entered.Base Flow`= 0.00(CFS)'. 2 'YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] .8.90 1.40 100 YEAR Area rainfall data: Weighting[l *2] . 12.46. Area (Ac . ) [1] Rainfall (In) [2] Weighting [1 *2] 1 40.05 8.90 4.50 STORM EVENT (YEAR) = 100.00 ' Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) ' Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) ' Sub -Area Data: Area(Ac.) Runoff Index Impervious 8.900 32.00 0.900 Total Area Entered = 8.90(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.900 0.105 1.000 0.105 Sum (F) = 0.105 Area averaged mean soil loss (F) (In /Hr) = 0.105 Minimum soil loss rate ((In /Hr)) = 0.052 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 --------------------------------------------------------------------- U n i t H y d r o g r a p h S- DESERT Curve Curve ------------------ Unit Hydrograph Data ' -- - - - - -- - - - - - - - - - - - - - - - - - - - - - -- - - Unit time period Time % of lag - - - - - - p - - - - - - - - - - Distribution - - - - - - - - - - - - - - - - - - - Unit Hydrograph (hrs) Graph % (CFS) 1 0.250 576.003 74.574 6.689 2 0.500 1152.005 25.426 2.281 Sum = 100.000 Sum= 8.970 :Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective. (Hr.) Percent (In /Hr) Max Low (In /Hr) .1 0.25 0.20 0.036 0.185 0.006 0.03. 2 0.50 0.30 0.054 .0.183 0.010 0.04 .3 0.75 0.30 0.054 0.181 0.010 0.04 4' 1.00 0.40 0.072 0.179 0.013 0.06 •5' 1.25 0.30 .0.054 0.177 0.010 0.04 6 ..:' 1.50 0.30 0:054 .0._174 0.010 0.04.. 7 1.75 0.30 0.054 0.172 0.010 0.04 8 2.00 0.40 0.072 0.170 0.013 0.06. 9 2.25 0:40 0.072 0.168 0.013 0.06 10 2.50 0.40 0.072 0.166 0.013 0.06 11 2.75 0.50 0:090 0.164 0.016 0.07' ' .•12 3.00 0.50 0.090. 0.162 0.016 0.07 13 3.25 0.50 0:090 0.160 0.016 0.07 14 3.50 0.50 0.090 0.158 0.016 0.07 ' 15 3.75 0:50 0.090 0.156 0..016 0.07 16 4.00 0.60 0.108 0.154 0.019 0.09 17 4.25 0.60 0.108 0.152 0.019 0.09 18 4.50 0.70 0.126 0.150 0.023 0.10 19 4.75 0.70 0.126 0.148 0.023 0.10 20 5.00 0.80 0.144 0.146 0.026 0.12 21 5.25 0.60 0.108 0.145 0.019 .0.09 22 5.50 0.70 0.126 0.143 0.023 0.10 23 5.75 0.80 0.144 0.141 - -- 0.00 24 6.00 0.80 0.144 0.139 - -- 0.01 25 6.25 0.90 0.162 0.137 - -- 0.02 26 6.50 0.90 0.162 0.135 - -- 0.03 27 6.75 1.00 0.180 0.133 - -- 0.05 28 7.00 1.00 0.180 0.132 - -- 0.05 29 7.25 1.00 0.180 0.130 - -- 0.05 30 7.50 1.10 0.198 0.128 - -- 0.07 31 7.75 1.20 0.216 0.126 - -- 0.09 32 8.00 1.30 0.234 0.125 - -- 0.11 33 8.25 1.50 0.270 0.123 - -- 0.15 .34 8.50 1.50 0.270 0.121 - -- 0.15 35 8.75 1.60 0.288 0.119 - -- 0.17 36 9.00 1.70 0.306 0.118 - -- 0.19 37 9.25 1.90 0.342 0.116 - -- 0.23 38 9.50 2.00 0.360 0.114 - -- 0.25 39 9.75 2.10 0.378 0.113 - -- 0.27 40 10.00 2.20 0.396 0.111 - -- 0.28 41 10.25 1.50 0.270 0.110 - -- 0.16 42 10.50 1.50 0.270 0.108 - -- 0.16 .43 10.75 2.00 0.360 0.106 - -- 0.25 '44 11.00 2.00 0.360 0.105 - -- 0.26 45 11.25 1.90 0.342 0.103 - -- 0:24 46 11.50 1.90 0.342 0.102 - -- 0.24 47 11.75 1.70 0.306 0.100 - -- 0.21 48 12.00 1.80 0.324 0.099 - -- 0.23 49 12.25 2.50 0.450 0.097 - -- 0.35 50 12.50 2.60 0.468 0.096 - -- 0.37 51 12:75 2.80 0.504 0.094 - -- 0.41 52 13.00 2.90 0.522 0.093 - -- 0.43 53 13.25 3.40 0.612 0.092 - -- 0.52 .54 13.50 3.40 0.612 0.090 - -- 0.52 55 13.75 2.30 0.414 0.089 - -- 0.33 .56 14.00 2.30 0.414 0.088 - -- 0.33 .57 14:25 2.70 0:486 0.086 - -- 0.40. .58 '14.50 2.60 0.468 0.085 - -- 0.38 59 14.75 2.60 0.468 0.084 - -- 0.38 60. 15.00 2.50 0.450 0.082 - -- 0.37 61 15.25 2.40 0.432 0.081 - -- 0.35 :'.62 15.50 2.30 0.414 0:080 - -- `0.33 -63 15.75 1.90 0.342 0.079 - -- 0.26... 64 16.00 1.90 0.342 0.077 - - -. 0.26 65 16.25 0.40 0.072 0.076 '0.013 0.06 .:.66 16.50 0.40 0.072 0.075 0.013 0.06 67 16.75 0.30 0.054 0.074 0.010 0:04 68 17.00 0.30 0.054 0.073 0.010. 0.04 69 17.25 0.50 0.090 0.072 - -- 0.02 �- 70 17.50 0.50 0.090 0.071 - -- 0:02 71 17.75 0.50 0.090 0.070 - -- 0.02 72 18.00 0.40 0.072 0.069 - -- 0.00 1 1 73. 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 18.25 0.40 0.072 0.067 - -- 0.00 18.50 0.40 0.072 0.067 - -- 0.01 18.75 0.30 0.054 0.066 0.010 0.04 19.00 0.20 0.036 0.065 0.006 0.03 19.25 0.30 0.054 0.064 0.010 0.04 19.50 0.40 0.072 0.063 - -- 0.01 19.75 0.30 0.054 0.062 0.010 0.04 20.00 0.20 0.036 0.061 0.006 0.03 20.25 0.30 0.054 0.060 0.010 0.04 20.50 0.30 0.054 0.060 0.010 0.04 20.75 0.30 0.054 0.059 0.010 0.04 21.00 0.20 0.036 0.058 0.006 0.03 21.25 0.30 0.054 0.057 0.010 0.04 21.50 0.20 0.036 0.057 0.006 0.03 21.75 0.30 0.054 0.056 0.010 0.04 22.00 0.20 0.036 0.056 0.006 0.03 22.25 0.30 0.054 0.055 0.010 0.04 22.50 0.20 0.036 0.654 0.006 0.03 22.75 0.20 0.036 0.054 0.006 0.03 23.00 0.20 0.036 0.054 0.006 0.03 23.25 0.20 0.036 0.053 0.006 0.03 23.50 0.20 0.036 0.053 0.006 0.03 23.75 0.20 0.036 0.053 0.006 0.03 24.00 0.20 0.036 0.052 0.006 0.03 Sum = 100.0 Sum = 12.5 Flood volume = Effective rainfall 3.12 (In) times area 8.9(Ac.) /[(In) /(Ft.)] = 2.3(Ac.Ft) Total soil loss = 1.38(In) Total soil loss = 1.023(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 100829.2 Cubic Feet Total soil loss = 44549.7 Cubic Feet Peak flow rate of this hydrograph = 4.679(CFS) --------------------------------------------- - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft. Q(CFS) 0 2.5 5.0 10:0 - ---------------------- 0 +15 0.0041 --------- 0.20 ---------------------- Q - -7.5 - - - - -- - - - - -- 0 +30 0.0116 0.36 VQ 0+45 0.0198 0.40 VQ 1+ 0 0.0301 0.50 VQ .1 +15 0.0390 0.43 VQ '.1 +30 0.0472 0.40 VQ 1 +45 0.0554 0.40 VQ •2+ 0 0.0656 0.50 IQ I I I I. 2 +15 0.0766 0.53 IVQ I I 2 +30 0.0875 0.53 IVQ I I I 2 +45 0.1005 0.'63 IVQ I I I 3+ 0 0.1142 0.'66 IVQ I I I 3 +15 0.1279 0.66 Q 3 +30 0.1416 0.66 I Q 3 +45 0.1552 0.66 I Q 4+ 0 0.1710 0.76 VQ 4 +15 0.1874 0.79 I Q 4 +30 0.2059 0.89 I Q 4 +45 0.2250 0.93 I Q 5+ 0 0.2462 1.03 Q 5 +15 0.2640 0.86 QV 5 +30 0..2825 0.89 I QV 5 +45 0.2878 0.26 IQ V I 6+ 0 0.2886 0.04 Q V I 6 +15 0.2923 0.18 Q V I 6 +30 0.2972 0.24 Q V I 6 +45 0.3049 0.37 IQ V I .I 7+ 0 0.3138 0.43 IQ V I I 7 +15 0.3230 0.45 IQ V I I 7 +30 0.3350 0.58 I Q V 7 +45 0.3507 0.76 I Q V 8+ 0 0.3700 0.94 Q V 8 +15 0.3955 1.23 Q V 8 +30 0.4230 1.33 Q V 8 +45 0.4534 1.47 I Q V 9+ 0 0.4873 1.64 Q V 9 +15 0.5274 1.94 I Q VI 9 +30 0.5720 2.16 I QVI I 9 +45 0.6203 2.33 QV 10+ 0 0.6722 2.51 QV 10 +15 0.7078 1.72 Q I V 10 +30 0.7377 1.45 Q I V 10 +45 0.7804 2.07 Q I V 11+ 0 0.8276 2.29 I QI V I 11. +15 0.8727 2.18 I Q I V I 1.1 +30 0.9171 2.15 I Q I V I 11 +45 0.9569 1.92 I Q. I V I 12+ 0 0.9977 1.98 I Q I V 12 +15 1.0571 2.87 I IQ V I 12 +30 1.1252 3.29 I I Q VI 12+45 1.1994 3.59 I I Q V 13 +,0 1.2780 3.81 I I Q I V 13 +15 1.3702 4.46 I I Q I. V f. 13 +30 1.4668 4.68 I I Q 13 +45 1.5364 3.37 I I Q I V 14+ 0. .1.5969 2:93 I IQ I V 14 +15 1.6675 3.42 I I Q I V 14 +30 1.7394 3.48 I I Q I V 14 +45 1.8106 3.45 I I Q I V 15+ '0 1.8795 -3.34 I I Q I I V 15 +15 1.9454 3.19 I I I .15 +30 2.0082 3.04 I .Q I.Q I I V 15 +45 2.0604. . 2.53, I Q I I V •16+ 0 2.1094 2.37 I QI ( I. .V 16 +15 2.1300 1.00 I Q I I ) V 16 +30 2.1410 0.53 I Q I I I V 16 +45 2.1499 0.43 'IQ I I I V 17+ 0 2.1581 0.40 IQ I I I V 17 +15 2.1627 0.22 Q I I I V .17 +30 2.1662 0.17 Q I I I V 17 +45 2.1700 0.18 Q I I V 18+ 0 2.1714 0.07 Q I V 18 +15 2.1722 0.04 Q V 18 +30 2.1732 0.05 Q I V 18 +45 2.1796 0.31 IQ I I I V I 19+ 0 2.1857 0.30 IQ I I I V I 19 +15 2.1933 0.36 IQ I I I V I 19 +30 2.1966 0.16 Q I I I V I 19 +45 2.2032 0.32 IQ I 'I I V I 20+ 0 2.2093 0.30 IQ I I I V I 20 +15 2.2168 0.36 IQ I I I V I 20 +30 2.2251 0.40 IQ I I I V I 20 +45 2.2333 0.40 IQ I I I V I 21+ 0 2.2394 0.30 IQ I I I V I 21 +15 2.2470 0.36 IQ I I I V I 21 +30 2.2531 0.30 IQ I I I V I 21+45 2.2606 0.36 IQ I I I VI 22+ 0 2.2668 0.30 IQ I I I VI 22 +15 2.2743 0.36 IQ I I I VI 22 +30 2.2805 0.30 IQ I I I VI 22 +45 2.2860 0.26 IQ I I I VI 23+ 0 2.2914 0.26 IQ I I I VI 23 +15 2.2969 0.26 IQ I I I VI 23 +30 2.3024 0.26 IQ I I I VI 23 +45 2.3079 0.26 IQ I I I VI 24+ 0 2.3133 0.26 IQ I I I VI 24 +15 2.3147 0.07 Q I I I V 4FN L=,1268' 422.1 428. 423,0 425.0 2 421,6 L =1342' I.J 4 3.8 �6O 420.0 �42-2- 1 423.0 6� L =1015 2,2 e 424.7 cl �42 5 0 1)12�, 0 ■ 424.0 420.0 -1281' ITM DRAINAGE AREA TOP ELEV. W.S. ELEV. BOTT. ELEV. LEGEND ACTUAL BASIN VOL. (AC -FT) 100-YR FLOOD VOL. (AC - FT) 1 421.3 420.3 418.3 o) 78.40 NODE ELEVATION 2 4,22.o (-3 4,) DRAINAGE AREA SURFACE AREA (ACRES) 4.0 13 2,3 El R L=774.31' FLOW LENGTH 419,0 6.0 3.4 3,3 4 DIRECTION OF FLOW A' -.1. WE ,_c, Pte.. 418.0 4.0 ITM DRAINAGE AREA TOP ELEV. W.S. ELEV. BOTT. ELEV. BASIN DEPTH (FT) ACTUAL BASIN VOL. (AC -FT) 100-YR FLOOD VOL. (AC - FT) 1 421.3 420.3 418.3 3.5 6.1 5.8 2 4,22.o 421.0 418.0 4.0 13 2,3 3 425.0 424,0 419,0 6.0 3.4 3,3 4 422.0 421.0 418.0 4.0 0.7 0.7 5 422.0 421.0 418.0 4.0 1.2 1.1 6 422.0 421.0 418.0 4.0 0.4 0.4 7 422.0 421.0 418.0 4.0 0.6 0.6 8 16.5 415.5 410.5 6.0 2.7 2.7 94 COMMERCIAL SITE 2.3 i APPENDIX A -3 OFF -SITE RATIONAL METHOD CALCULATIONS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) ' Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 ' Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * OFF -SITE RATIONAL METHOD ' * TRACT 32398 * * ' FILE NAME: 63100.DAT TIME /DATE OF STUDY: 16:14 5/24/2004 -----------------------------------=---- -----------------------=---------- -- USER SPECIFIED HYDROLOGY AND HYDRAULIC.MODEL INFORMATION: - - ----------------=---------------------------------------=-------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE'(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2- YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 ' COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE.OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED ' NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ------------==-----=----------------------------------------------- ---= - - - - -- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS:.UNDEVELOPED WITH FAIR COVER TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 .INITIAL SUBAREA -7LOW- LENGTH = 2941:00 UPSTREAM ELEVATION 437.90 ' DOWNSTREAM ELEVATION 426:70 ELEVATION DIFFERENCE 11.20 TC = 0.709 *[( 2941.00 * *3) /( 11.20)] * *.2 = 52.741 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.729 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3410 SUBAREA RUNOFF(CFS) = 94.09 TOTAL AREA(ACRES) = 159.60 TOTAL RUNOFF(CFS) = 94.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW-PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1354.00 UPSTREAM ELEVATION = 429.90 DOWNSTREAM ELEVATION = 424.30 ELEVATION DIFFERENCE = 5.60 TC = 0.709 *[( 1354.00 * *3) /(. 5.60)] * *.2 = 38.039 100 YEAR RAINFALL INTENSITY(INCH /HOUR•) = 2.103 SOIL'CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3834 SUBAREA RUNOFF(CFS) = 8.06 TOTAL AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 8.06 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.06 Tc(MIN.) = 38.04 TOTAL AREA(ACRES) = 10.00 END OF RATIONAL METHOD ANALYSIS 1 ' APPENDIX A -4 OFF -SITE RATIONAL METHOD MAP 1 FIGURE NO.2 13 426.7 Q,00= 94.09 cfs 9 ommm 424.3 _ )cfs 3 18.4 L= 774.31' DRAINAGE AREA SURFACE AREA (ACRES) FLOW LENGTH DIRECTION OF FLOW FIGURE No. 2 TRACT 32398 OFF -SITE RATIONAL METHOD _. n o ¢ ¢ 4 73aaio snam».4; !f4 NN - . R 1 �I Do H�tN INO¢NRCA PM3 Wa "0+mrna ¢Nx¢ Nam.ron fCXYITi f4ANKlalS lAaINNRRi SURVIVORS - "_HYDRO.dwg 05 -21 -04 5��1��2I�3�2I s xlQN:Iaav PERCIPITATION: Proiect Name: TRACT No: 32398 Storm Duration Percipiation From Table E -5.1 thru E -5.6 2 Year Storm (inch) 100 Year Strom (inch) 1 Hour 0.5 1.6 3 Hour 0.70 2.25 6 Hour 1.00 2.75 24 Hour 1.40 4.50 \` a W r:: -� - ,.... M. RA Rot, 9- kn-NE—Q- IT 4w G 557, T �ff # 0 1 �Wvvm. r i Im OR RM 'WOK e.... ._. �/� r.; .. , . RUNOFF INDEX. NUMBERS OF.HYDROLOGIC SOIL.- COVER COMPLEXES_FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group Cover (2) A B C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf. Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual.or Perennial Poor 67 78 86 89 Fair. 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat., sage, etc•. ) Fair 46. 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density.is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass)- Fair. 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 . (Land plowed but not .tilled or seeded) R C f C: a W C O RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E -6.1 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 p Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (3i Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: .Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master.plans for the:County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The-percentage impervious may vary greatly even on comparable sized lots due-to differences in dwelling size, improvements, etc.. Landscape practices should also be.considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs.. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical:horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RcFC a WC HYDROLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E -6.3 ,ti; $F ! 0 1 +. i t. m • • Il ,� u L•.1 • C7 • L F- -I 0 0 0 C, • • 9 • • • • • r1 U N 0 • • r 1 LJ z 0 ,NO -11 -QN r � • 0