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Home My WebLink AboutState Route 30 Segment 7 Highway Improvement Project 1 08- SBd -30- KP R21.1/R24.3 From 0.41 KM West of Knox Avenue ' To 0.76 KM East of Sierra Avenue Construct 6-Lane Freeway and 2 HOV Lanes - Segment 7 EA 443601 1 STATE ROUTE 30, SEGMENT 7 ' HIGHWAY IMPROVEMENT PROJECT SAN BERNARDINO COUNTY 1 Off -Site Hydrology and Hydraulics Report 1 1 Prepared for: 1 SAN BERNARDINO ASSOCIATED GOVERNMENTS AND CALTRANS DISTRICT 8 July 1998 Revised April 1999 1 1 1 DMJM 275 West Hospitality Lane, Suite 314 San Bernardino, California 92408 1 4111.1111.11Mri .e• 1 08- SBd -30 -KP R21.11R24.3 From 0.41 KM West of Knox Avenue To 0.76 KM East of Sierra Avenue Construct 6 -Lane Freeway and 2 HOV Lanes- Segment 7 EA 443601 1 Off -Site Hydrology and Hydraulics Report April 1999 1 Prepared under the supervision of: 111 `o Qsonss /0k +c DJ. Kilmurray, PE � O Z J. r `4 6 Project Manager ga a�I� C17616 b p, 6/30/01 a> CIYIL of cut 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS 1 1.0 INTRODUCTION 1.1 Purpose 1 1.2 Scope 1 1.3 Design Criteria 1 2.0 METHODOLOGY 3.0 EXISTING HYDROLOGY 3.1 Previous Hydrologic Studies 3 �. 3.2 Watershed Description 3 3.3 Watershed Computer Modeling 3 3.4 Summary of Results 4 4.0 FUTURE HYDROLOGIC CONDITIONS 4.1 Previous Hydrologic Studies 5 4.2 Assumptions 5 4.3 Watershed Computer Modeling 6 4.4 Summary of Results 6 5.0 CONCEPT HYDRAULIC DESIGN 5.1 Storm Drain Trunkline 8 5.2 Inlets 8 6.0 SUMMARY AND DESIGN RECOMMENDATIONS 6.1 Sierra Avenue to Mango Avenue 10 6.2 Citrus Avenue to Sierra Avenue 10 6.3 Maloof Road to Citrus Avenue 11 1 1 1 1 1 1 1 1 LIST OF FIGURES 1 Figure 1. Location Map Figure 2. Isohyetals, 10 -year, 1 -Hour Precipitation Figure 3. Isohyetals, 100 -year, 1 -Hour Precipitation Figure 4. Isohyetals, 100 -year, 6-Hour Precipitation Figure 5. Isohyetals, 100 -year, 24 -Hour Precipitation Figure 6. Hydrologic Soil Group Map Figure 7. Existing Hydrologic Conditions Figure 8. Ultimate Hydrologic Conditions Figure 9. Proposed Off -Site Drainage System Profile with HGL 1 LIST OF TABLES Table 1. Interim Detention Basin Summary, Sierra Avenue to Mango Avenue Table 2. Existing Conditions 100 -Year Peak Discharges Table 3. Ultimate Conditions 100 -Year Peak Discharges Table 4. Off -Site Design Discharges for Route 30, Segment 7 Table 5. Route 30 Freeway, Segment 7 Conveyance System 1 APPENDICIES Appendix A. Existing Conditions Hydrologic Analysis Appendix B. Future Conditions Hydrologic Analysis Appendix C. Hydraulic Analysis Appendix D. Temporary Detention Basin Analysis Appendix E. WSPG(Existing Conditions Appendix F Rational Method calculations 1 1 1 1 1 1 111 t 1.0 INTRODUCTION 1.1 Purpose The purpose of this hydrology and hydraulics study is to quantify the magnitude of the existing stormwater runoff contributing to Segment 7 of the Route 30 Freeway; estimate future hydrologic conditions; and develop a concept drainage system to protect the freeway. ' 1.2 Scope This report presents hydrologic and preliminary hydraulic calculations for the off -site drainage system for Segment 7 of the State Route 30 Freeway. Segment 7 is located in the northeast portion of the City of Fontana near the border of the City of Rialto. The freeway alignment generally follows Highland Avenue from 0.41 kilometers west of Knox Avenue to 0.76 kilometers east of Sierra Avenue. A Location map is provided as Figure 1. The off -site drainage system is to be compatible with existing and future development in this portion of the City of Fontana. The hydrology and hydraulics for the on -site drainage system are addressed in a previous report titled "State Route 30, Segment 7, Highway Improvement Project, San Bernardino County, Hydrology and Hydraulics Report." 1.3 Design Criteria The City of Fontana is in the process of implementing a Master Storm Drainage Plan to protect the City from the 100 -year flood. The City's master drainage concept is to construct east to west storm drain laterals along the mile streets to intercept the 100 -year event. Storm drain collectors with 25 -year capacity are proposed within the local contributing areas of the major laterals. The drainage concept is to intercept the 25 -year runoff in collector storm drains and convey the remaining runoff in the streets, which is ultimately intercepted by the east to west laterals and carried to north to south regional channel facilities. Approximately 0.8 Km of Segment 7 is an elevated freeway from the beginning of the project on the west to approximately Catawba Avenue. East of Catawba Avenue, Segment 7 is a depressed freeway (approximately 2.4 Km). To maintain consistency with the City of Fontana Master Storm Drainage Plan and protect the depressed portion of the freeway, the off -site drainage system will be designed to intercept and convey the existing and future conditions 100 -year design storm runoff. The off -site system will convey the runoff to the Highland Channel, to be constructed with the Segment 6 project to the west, and ultimately to the San Sevaine regional flood control 1 channel. 1 1 HAHYDROLOMR3OS7Mepat.doc 1 1 1 2.0 METHODOLOGY 1 The 100 -year off -site design discharges were developed using procedures outlined in the County of San Bernardino Hydrology Manual (CSBHM) and the Caltrans Highway Design Manual (CHDM). The unit hydrograph method was used to develop discharges along the freeway alignment for both existing and future conditions. ' Advanced Engineering Software (AES) was used to calculate the runoff and route the flood hydrographs for the off -site contributing areas. Input data and supporting calculations for the AES computer program is provided in Appendices A and B. 1 The Corps of Engineers formula was used to compute lag time for the existing condition sub - basins due to the scale and relatively natural conditions of the catchment area. Future conditions lag time for the contributing sub - basins were determined using Kirpich's equation. Supporting 1 calculations are provided in Appendices A and B. Sub -basin areas, S -Graph proportions, soil unit areas and area - weighted rainfall depths were obtained using the area- measurement capabilities of Microstation 95. The following methodology was used for both existing and future conditions: 1) the appropriate USGS quadrangle, soil unit map and isohyetal maps were scanned; 2) the resulting bitmap images were referenced into Microstation 95 design files; 3) the catchment sub -basin area, soil unit and isohyetal boundaries were drafted in over the quadrangle image; and, 4) from these drafted boundaries, accurate area measurements were obtained. Figures 2 through 6 illustrate the precipitation and soil group maps used for this project. 1 The proportions applied to S- Graphs types are based on the portions of the catchment area representing `Developed Valley', `Undeveloped Valley' or `Foothills' land type designations. Determination of which portions of the catchment area consisted of the aforementioned land types was accomplished through field observation. For future conditions, the entire catchment area was considered `Developed Valley'. The maximum loss rate for each sub -basin is area weighted based on hydrologic soil group type, land use, and land condition. The low loss fraction for all sub - basins is calculated using curve numbers as a function of soil -cover complex and antecedent moisture conditions. The 100 -year, 1 -hour, 6-hour and 24 -hour isohyetal maps encompassing the study area were used to produce area weighted rainfall depth values. Values were obtained for each sub -basin within the catchment area for existing and future conditions. Area weighted values for the 10 -year 1 -hour storm were also determined. Depth area reduction factors for existing and future conditions are based on Figure E-4 in the CSBHM for all storm durations. 1 1 1 1 H:\HYDROLOGlSR3OS7Veport.doc 2 1 3.0 EXISTING HYDROLOGY 3.1 Previous Hydrologic Studies Two previous studies were performed which quantify the existing hydrologic conditions for the watershed contributing to Segment 7 of State Route 30. The study titled: Drainage Report from Day Creek Channel to 0.25 Miles East of Sierra Avenue; September 7, 1990; performed by Willdan Associates; provided initial existing conditions discharges along the State Route 30 Freeway alignment. However, some agencies expressed concern that the watershed boundaries defined in this study may not be accurate since the major mile streets would not act as watershed boundaries. Typically, the major mile streets are not major storm water conveyances and would be 1 subject to significant overtopping during a 100 -year flood. SANBAG recommended that DMJM review the original studies and develop watershed boundaries based on existing topographic conditions. The study for the Sierra Lakes Development dated April 1998 was used to establish the 100 -year discharge at upstream end of the Highland Facility. Per the report, the outlet of basin 6000 will be 10.900 CMS (385 CFS). An additional 4.539 CMS (160 CFS) is collected from the commercial area. The total flow at the upstream end of the facility will be 15.430 CMS (545 CFS). 3.2 Watershed Description 1 The existing contributing watershed originates in the foothills of the San Gabriel Mountains immediately north of Interstate 15 (I -15). Stormwater runoff is concentrated and conveyed under I -15 through a series of culverts onto an alluvial plain. The alluvial plain is confirmed by the Federal Emergency Management Agency (FEMA) Zone A floodplain immediately south of I -15. Runoff concentrated by the culverts at I -15 spreads out and causes shallow flooding throughout this area. Figure 7 identifies the location of the FEMA Zone A floodplain. In general, stormwater does not concentrate into defined channels north of the Route 30 alignment. It is anticipated that I the runoff is conveyed as sheetflow (i.e., shallow flooding less than one -foot in depth) to the Route 30 alignment. 3.3 Watershed Computer Modeling Two separate computer models were developed; one for the existing condition and one for the ultimate condition. The first model assumed a worst case contributing area to the Route 30 alignment. Figure 7 presents the contributing area for the existing condition. The conservative 1 contributing area for sub -basin 1000 is the result of the uncertainty of the flow paths within a mile south of I -15 and the FEMA floodplain designation. The runoff contributing to the Route 30 alignment between Citrus and Sierra Avenues will be collected and tied into the Route 30 offsite system, the Highland Facility. The peak flows are generated by modeling the outflow from basin 6000. Then the commercial flows will be modeled and added to the outflow hydrograph. The resulting hydrograph is used at the upstream end of the ' facility. Storm water runoff will concentrate at the Route 30 alignment east of the Sierra Avenue interchange. The proposed concept is to provide an interim detention facility at the interchange as part of the Segment 7 construction. The interim detention basin is proposed to outfall to the on- site drainage system until the ultimate drainage system for Segment 8 is constructed. The amount of outfall will be equal to the estimated onsite flows from the ultimate design of Route 30, Segment 8. Once Segment 8 is constructed, the contributing off-site storm water runoff between Sierra and Mango Avenues is proposed to outfall to the east in the east Highland drainage system. r H:\HYDROLOMR30S7VepOR.doc 3 1 I Performance characteristics are analyzed in the On -site Hydrology and Hydraulics Re rt, and are Y� Y� 8Y Y Po summarized herein. I 3.4 Summary of Results The results presented with this report are for the hydrologic model for the interim detention basin I between Sierra and Mango Avenues. The basin will be part of the onsite system for Route 30. Segment 7. The final design of the detention basin will be developed during design of the onsite system.. I Table 1. Interim Detention Basin Summary Sierra Avenue to Mango Avenue (CMS) I b H tiro , . c Variable DM.TM H drol Peak Inflow 223 CFS 6.3 CMS Peak Sta.: 9.22 (FT) 1 2.81(M) I This study assumes a basin "n" factor of 0.200 since there is an absence of well- defined watercourses contributing to the basin and the surface characteristics are such that channelization I does not occur. The application of the basin factor in this study may explain why the engineering staff at the City of Fontana has never seen Highland Avenue subjected to flooding since the peak discharge is relatively small in comparison to the length over which it is distributed. 1 The results of the existing conditions hydrologic analyses are presented in Table 2. Table 2. Existing Conditions 100 -Year Peak Discharges 1 Q100 Q100 Q100 Q100 LOCATION NODE AREA (CFS) CUMM (CMS) CUMM I (CMS) CITRUS 3000 3000 546 546 15.5 15.5 3001 - - - -- I CITRUS 2010 2020 2010 31 548 .9 15.5 - - - - • 2000 I CATAWBA 2000 187 697 5.3 19.7 2001 - - - -- 1030 - - - - - COOPER 1030 47 1.3 1040 - - - - - - - - - -- - - -- - 1040 -- 812 23.0 1 1 KNOX 1010 1010 63 820 1.8 23.2 1020 110 (Q25) 3.1(Q25) - 1000 - - - - MALOOF 1001 1000 798 1608 22.6 45.5 - - - -- 1 1 1 K1HYDROLOGlSR3OSTeepott.aoe 4 1 4.0 FUTURE HYDROLOGIC CONDITIONS 4.1 Previous Hydrologic Studies Three previous hydrologic studies were performed for the contributing area, which quantify the future hydrologic conditions for the watershed contributing to State Route 30. The study titled: Drainage Report, Future Conditions, from Day Creek Channel to 0.25 Miles East of Sierra Avenue; September 7, 1990; performed by Willdan Associates; provided initial future conditions discharges.along the State Route 30 Freeway alignment within the City of Fontana. j A revision to the master plan for the Sierra Lakes, Developed Condition, Hydrology and Hydraulics Report; January 9, 1997; performed for Lewis Homes; identified the off -site contributing area and 100 -year discharge at the Route 30 alignment bounded by Citrus Avenue, Maloof Avenue, Summit Avenue and Route 30. The purpose of this study was to define the hydrologic impact of the proposed development on Route 30 and the proposed Master Storm Drainage Plan developed by the City of Fontana. 1 A third hydrologic study titled: Engineers Report for City of Fontana and County Area within the City of Fontana's Sphere of Influence, Master Storm Drainage Plan, Volume I; June 1992; prepared by Hall & Foreman, Inc. et.al; developed a master storm drain plan for the City of Fontana. The purpose of this study was to define a baseline by which development would be assessed to fund comprehensive drainage and flood control facilities. Since the completion of this study, the City of Fontana has set up benefit areas with assessment fees ($4400± per gross acre) to fund the master storm drainage improvements. The master drainage concept in the northern portion of the City is to intercept developed condition runoff from the 100 -year flood at the mile streets and convey the runoff to existing regional flood control facilities. Laterals to the major drains would be designed to convey the 25 -year storm runoff with the difference between the design frequencies contained within the streets. 4.2 Assumptions Land use for the future conditions hydrology is based on the City of Fontana's Land Use Policy Map (April 1997). This map indicates significant changes in proposed land use in comparison with the study performed by Hall & Forman, Inc. The Hall & Forman study assumed the future contributing area would be residential development with densities ranging from 3 to 4 dwelling units per acre. 1 The area between Citrus and Sierra coming from the Sierra Lakes Development will generate the same flow, 155 CMS, for the existing or future condition. For the purpose of this report, this flow is modeled as a constant for the duration of the event. The future conditions hydrologic model presented in this study reflects the current land use policy and includes: commercial development east of Sierra Avenue and mixed land uses west of Citrus Avenue. In general, a majority of the contributing watershed is modeled assuming residential planned community with densities of 4 to 5 dwelling units per acre to account for the potential mixed uses. 1 The City of Fontana has implemented a well- defined detention basin policy with respect to future development. In the event that the ultimate drainage or flood control facility is unavailable, interim detention basins will be required. The interim basin capacity and outlet size would be such that the post - development peak flow rate generated by the development shall be less or equal to 1 H :\HYDROLOGlstt30s7Meport.doe 5 1 90% of the pre - development peak flow rate from the site for all frequency storms up to and including the 100 -year storm. Therefore, it was assumed that Summit Avenue (mile street north of 1 the Route 30 alignment) is the northern boundary for the future conditions hydrologic model. Another key assumption in the development of the future conditions hydrologic model is the drainage concept at the eastern end of Segment 7. Under existing conditions, it is proposed that an interim detention basin be constructed on the east side of the Sierra Avenue Traffic Interchange (T.I.). Off-site runoff intercepted by the interim detention basin at the T.I. will be drained through the Segment 7 on -site system and ultimately to the Highland Channel. However, the future off -site runoff will be intercepted and conveyed to the east in the East Highland drainage system. Therefore, the designer for Segment 8 will have to develop a system, which will convey the future conditions 100 -year off -site flows, defined by this study to the ultimate outfall to the east. Additionally, however, there will be a portion of Segment 8 on -site drainage conveyed by the Segment 7 on -site systems equivalent to the outfall of interim detention basin (1.02 CMS). 4.3 Watershed Computer Modeling Based on conversations with the City of Fontana, hydrologic models were developed for Segment 7, which assume locations for the future north -south 25 -year laterals. The alternative lateral locations are based on 40 -acre parcel developments and the impact development timing could have on where the lateral is constructed. The Hall & Foreman study assumed a lateral would be constructed in Knox Avenue to intercept runoff from the northeast quarter of the section. 1 Generally, it was assumed that the north -south 25 -year laterals would be spaced at half -mile intervals for the future conditions hydrologic model. Figure 8 presents the future condition contributing area to Route 30 . The north -south 25 -year 1 laterals contributing to the Route 30 off -site drainage system were sized based on the existing ground slope for the worse case contributing areas. 4.4 Summary of Results The results of this study are generally similar to the results presented in the Master Storm Drainage Plan developed by Hall & Foreman, Inc. Some differences occur as a result of the updated land use policy map provided by the City of Fontana. The Sierra Lakes Master Planned Community will have a positive impact on the future hydrologic conditions. The proposed development run- off is offset by proposed detention basins throughout the development. 1 1 1 1 1 1 H:IHYDROLOG'SR3OS7hepat.doc 6 1 Table 3. Future Conditions 100 -Year Peak Discharges I — Q100 Q100 LOCATION NODE AREA Q100 CUMM Q100 CUMM CFS) (CFS (CMS) (CMS) I 600 - - - -- M 600 206 206 5.8 5.8 — 601 - - - -- - 700 MA K 3O 701 700 162 331 4.6 9.4 - - - -- - 800 - - - -- 1 MANGO 801 800 85 403 2.4 11.4 - - - -- - 6000 - - - -_ CITRUS 6000 546 546 15.5 15.5 I 91 -- —_ — 90 W. CITRUS 90 18 565 0.5 16.0 I 91 100 - - - -- E. CITRUS 100 75 640 2.1 18.1 I 101 — — — —_ — 201 - - - -- CATAWBA 200 187 813 5.3 23.0 I 200 - - - - -_ 300 - - - -- COOPER 300 96 903 2.7 25.6 301.2 _ - - -- 400 - - - -- - 400 365 365 10.3 10.3 _ . 401 _ - - -- II 402 - - - -- - 402 106 530 3.0 15.0 404 — MEM 1110 MI — ' 404 110 1511 3.1 42.8 I 501 — 500 113 1613 3.2 45.7 500 - - - -- 1 1 1 1 1 1 HAHYDROLOG'SR3OS Nteportdoc 7 1 5.0 CONCEPT HYDRAULIC DESIGN The off -site drainage system for the Route 30 Freeway from Citrus Avenue to the Highland ' Channel is proposed to consist of a storm drain trunldine, laterals, and inlets. The following assumptions were used to design the concept storm drain system. • The storm drain pipe centerline alignment was established 3.0 meters north of the Route 30 westbound right -of -way. • The collector system and storm drain sizing was based on the 100 -year peak flows calculated from the hydrologic analyses. • Inlets and laterals occur at all north/south streets terminating north of Route 30 streets. ' The off-site drainage system for the Route 30 freeway was developed using the following design manuals: • California Department of Transportation, Highway Design Manual, July 1995. • State of California, Business, Transportation and Housing Agency, Department of 1 Transportation Standard Plans, July 1997. • U.S. Department of Transportation, Federal Highway Administration, Drainage of Highway Pavements, March 1984. 1 5.1 Storm Drain Trunkline ' A proposed channel alignment was established in the center of a proposed drainage easement 19.1 meters wide from Maloof to Knox and a storm drain pipe at 3.0 meters north of the Route 30 westbound right -of -way line from Knox to Citrus. The proposed drainage facility is 1060 meters long, and varies from a lined channel to a reinforced concrete pipe (RCP). The proposed storm drain begins east of Citrus Avenue (Sta. 65 +00±) where it will connect into a future line that is proposed by others. The 2250 mm RCP runs west for 860 m to Knox Avenue. Under Knox, the 2250 mm RCP carries the flows to a trapezoidal channel. The 2430 mm W x 3500 mm H channel continues west along Route 30 to the Segment 6 proposed Highland Channel at Sta. 54+28±, approximately 35 meters west of Maloof Avenue. Figure 9 illustrates the proposed off -site drainage system profile. 5.2 Inlets The temporary inlets are proposed to be 0.9 meter diameter pipes (Caltrans Std. D93). The permanent inlets will be Located on the curb line of the improved streets for the Segment 7 project. Inlets will be sized for the highest flow condition, existing or ultimate. 1 H:\HYDROLOMR3OS7' eportdoc 8 1 Inlet calculations were based on the weir flow equation shown below. 1 The weir equation used is: • Q= C *P *H Where: Q = Weir flow (cros). C = Weir flow coefficient of 1.66. P = Perimeter of the inlet opening (m). H = Depth of flow above the inlet opening (m). A clogging factor of 0.5 is applied to the perimeter to define the inlet capacity. The number of inlets needed to drain the streets were calculated by using the flows from the hydrology. The inlets at Citrus and Knox will be on grade with curb openings or grates for the optimum ' design. At Cooper, Maloof and Catawba, a catch basin and connector pipe will be designed. 1 1 1 1 1 1 1 1 1 H:\HYDROLOG\SR3OS7Mepott.doc 9 1 6.0 SUMMARY AND DESIGN RECOMMENDATIONS I The off-site drainage system design discharges at key points along Segment 7 are presented in Table 4. The discharge used to design the off -site drainage system elements is the larger discharge of the existing and future conditions evaluated. Therefore, the off-site drainage system should provide sufficient conveyance capacity both now and in the future. I Table 4. Off-Site Design Discharges for Route 30, Segment 7 I LOCATION Q100 CFS EXISTING _ Q100 ULTIMATE 0100 DESIGN CMS CFS CMS CFS CMS MANGO 223 6.3 403 11 223 6.3 I CITRUS 548 15.5 565 16 565 16 CATAWBA 697 19.7 813 23 813 23 COOPER 812 23.0 1013 29 1013 29 KNOX 820 23.2 1511 43 1511 43 1 MALOOF 1609 45.5 1613 46 1613 46 1 6.1 Sierra Avenue to Mango Avenue Stormwater contributing to the northeast quadrant of the Sierra Avenue and the Route 30 I interchange originates north of I -15 and concentrates within the interim (i.e. prior to Segment 8 construction) depressed freeway section. The ultimate design concept involves a trapezoidal channel east of Locust Avenue (City of Rialto) to convey the runoff contributing to this portion of I the interchange to the east. In the interim, it is proposed that a detention facility be constructed within Caltrans right -of -way in the area designated for the future east bound off -ramp to Sierra Avenue. The on -site drainage trunkline Systems 10 and 20 are proposed to be the outfall for the interim off -site detention facility. Systems 10 and 20 ultimately outfall to the Highland Channel. I These on - site systems have been sized to convey the flows anticipated by the future construction of Segment 8. I For the interim condition, the peak discharge and total 100 -year design storm runoff volume at the interchange is 6.3 cms. The temporary detention basin will be designed in conjunction with the onsite drainage facilities. 1 6.2 Citrus Avenue to Sierra Avenue Stormwater contributing to the Route 30 alignment between Lytle Creek Road and Sierra Avenue I originates north of I -15 and concentrates along the north side of the freeway. The adjacent property owner proposes a development along the north freeway right -of -way between Citrus and Sierra Avenues. The proposed development will be designed to impound the 100 -year design I storm runoff volume. The stormwater collected in the development is proposed to outfall to a pipe, which is the freeway off-site drainage system referred to as the Highland Channel. The flow into the east end of the Highland facility shall be limited to 15.5 CMS. This is based on I existing flows, future development and understandings between agencies involved. For this study, due to a lack of time of concentration for the flow, the model for this peak flow will be constant for the duration of the event. 1 1 WHYDROLOGISR3OS7Mepat.doc 10 1 ' 63 Maloof Avenue to Citrus Avenue 1 The concept developed to intercept the off -site stormwater runoff between Citrus Avenue and Maloof Avenue involves the use of laterals, riser inlets and a conveyance system. The City of I Fontana is implementing a master storm drain plan, which conveys the 25 -year design storm in north -south storm drain laterals to major east -west drain facilities (100 -year capacity) at one mile intervals. The interceptor channels for the Route 30 off -site drainage system are sized to collect and convey the worst case design discharge between the concentration points defined in Figure 8. I Since the storm drain laterals will intercept the 100 -year storm peak discharge, existing hydrologic conditions typically control the design of the interceptor pipes. Off -site runoff will concentrate along the north side of the freeway and flow west to a depth I sufficient to be intercepted by inlets. Inlets will be placed at each crossroad, at grade for Citrus and Knox and in the sump of the cul-de -sac at the other locations. I The flows from the Segment 7 onsite system are input at about Cooper Avenue. This flow is modeled as a constant for the duration of the event to achieve a worst case scenario. I The conveyance system consists of pipes of varying sizes and the open channel (Highland Channel) proposed for Segment 6. Stormwater collected by the inlets will flow underground in the conveyance system to the Highland Channel, which will be constructed with Segments 6 and 7. The proposed conveyance systems between Citrus Avenue and Maloof Avenue are presented in 1 Table 5. Table 5. Route 30 Freeway, Segment 7 Conveyance System I Pipe Diameter or Location Slope Channel 1 _ (m/m) Dimensions (mm) 1 (ft) Citrus to Catawba 0.0114 2250 7.5 I Catawba to Cooper 0.0114 2250 7.5 Cooper to Knox 0.0114 2250 7.5 Knox to Maloof 0.0032 2.4 x 3.5 8 x 11 I Figure 9 illustrates in profile the off -site drainage system for Segment 7. It should be noted that both Table 5 and Figure 9 assume a direct metric conversion of the vertical datum and 1 approximated horizontal location of the Highland Channel. The permanent inlets at each roadway will be sized for the larger of either existing or ultimate I flows. The laterals will be sized to carry the 25 year flows from the permanent inlets to the Highland Channel. 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Enter low loss fraction, Y (decimal) 0 .334 1 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0. Se Enter watershed area- averaged 30- minute point rain- fall (inches)* / . /9 Enter watershed area - averaged 1 -hour point rainfall �S (inches)* /' Enter watershed area - averaged 3 -hour point rainfall (inches)* 3.05 Enter watershed area - averaged 6 -hour point rainfall 1 (inches)* +.65 Enter watershed area - averaged 24 -hour point rainfall I (ice)* / / . / 9. Enter 24 -hour storm unit interval (minutes) Jr *Note: enter values unadjusted by depth-area factors 1 Y P 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM E -28 Figure E-7 1 w.... -. • III... - -- .1.. N.. R • -- ■1 1111.... - -- 1111. -1111 ■.•--- . -....1 .t11.. Mal 1111 1111. -�. ■ ■.N- ..... ■ ■. 1111.• .NIBM Il.r ■... 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DESIGN STORM FREQUENCY =. / ,YEARS Soli., .-- (1•0)(4 = 0.58 - 30 si,v, :-...(2..38 30 \ )( -g'j' 1.19 • ONE HOUR POINT RAINFALL= / -55- INCHES I LOG-LOG SLOPE =_et. toeig; erve<_ PROJECT LOCATION = Sivsig&•^ 144) 3c) 6451A/ 111 c..444)9 - SAN BERNARDINO COUNTY INTENSITY 1 HYDROLOGY MANUAL CURVES DURATION CALCULATION SHEET 1 __ D-8 . . FIGURE 0-3 B asin No. Design: DMJM Checked: aq Approved: • Catchment Time of Concentration // Lag (hours) = CY(L•Lca/S" 0.5)"m E- 47, wT'p where: CPT A = Drainage area (square miles) L = Length of the longest watercourse (miles) Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area (miles) • H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S =H/L ft/mile) Ct = 24•n (constant determined by regional flood reconstitution studies) • - - n = Visually estimated average basin factor (Figure E -2) m = 0.38 (constant determined by regional flood reconstitution studies) Area Weighted Fraction n n FH 0.17 0.030 0.0052 UDV 0.72 0.200 0.1444 DV 0.11 0.025 0.0026 1.00 n = 0.1522 Input Data: L (ft) = 22,608' 4.28 (miles) Lca (ft) = 11,485 2.18 (miles) High Elev = 3,160 Low Elev = 1,487 Calculations: S = 391 ft/mile Ct = 3.6536 Lag = 2.745 (hours) 1 1 Losses Page 1 4/2/98 2:07 PM Basin No. 1000 Design: J M Checked ;f , Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.10 358.53 394 1.05 863.85 907 1222.375 1.06 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.70 9.79 , - 17 :. 1.60 127.63 204 1.55 1041.31 1614 1.50 43.65 •5 1222.374 F55 : ' , , 5 { „r 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average = 5.00 457.17 2286 4.50 674.62 3036 y } 4.00 90.59 362 1222.375 4.65 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 14.00 135.48 1897 12.00 384.64 4616 11.00 288.66 3175 ?2r.l 10.00 413.59 4136 1222.375 11.31 Page 2 4/2/98 2:07 PM B asin No. 1000 Design: DMJM Checked: Of lir 1 Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 11.31 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC 1I) (Fig. C-6) (Fig. C-4) (in /hr) (in/hr) Annual Grass (Fair Cover) 0.71 A 50 0.49 1.00 0.49 0.3471 Annual Grass (Fair Cover) 0.19 B 69 0.29 1.00 0.29 0.0540 Single Family Residential 3-4 DU /acre 0.11 A 32 0.74 0.60 0.444 0.0469 1.00 Maximum Watershed Loss Rate - Fm (in/hr) = 0.448 t Area-Averaged Low Loss Fraction, Ybar Area Wt Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) r Annual Grass (Fair Cover) 0.71 A 50 70.0 4.2857 0.6554 0.4643 Annual Grass (Fair Cover) 0.19 B 69 86.0 1.6279 0.8458 0.1574 Single Family Residential 3-4 DU /acre 0.11 A 32 52.0 9.2308 0.4236 0.0447 1.00 Area Averaged Storm Yield = 0.6664 Low Loss Fraction (Ybar) = 0.334 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)A2]/[(P24 + 0.8S)•P24] I Y = [(P24 - 0.25)"2]/[(P24 + 0.8S)•P24] Ybar = 1 -Y 1 1 1 1 Losses Page 3 4/2/98 2:07 PM /3ASia /0 /0 (EX/ST G4v4) PROJECT: S4 a QEe D' Avo RTF 30 Mt vM oo r DATE: 3 -3j- 5 8 '),7m Pao, *t 2/75 ENGINEER A OF 1. Enter the design storm return frequency en O gn qu cy (years) / v 1 2. Enter catchment lag (hours) -- 0, 2 5 G) 3. Enter the catchment area (acres) 25.40 4. Enter baseflow (c fs/square mile) C� 5. Enter 5 -Graph proportions (decimal) Valley: Developed Foothill O. /9 1 Mountain Valley: Undeveloped D. Desert 1 6. Enter maximum loss rate, F (inch/how) O . 4 4 7. Enter low loss fraction, Y (decimal) 0 , 3 '3 1 8. Enter watershed area- averaged 5- minute point rainfall (inches)* G. S 1 Enter watershed area- averaged 30- minute point rain- fall (inches)* / , / I Enter watershed area - averaged 1 -hour point rainfall (inches)* /, S S� 1 Enter watershed area - averaged 3 -hour point rainfall (inches)* 3. o 1 En area - averaged 6-hour point rainfall 4.6 (i Enter tter watershed area - averaged 24 -hour point rainfall 1 * / / , l 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values by de unadjusted b depth-area factors unadjusted P 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM E- 28 Figure E-7 + + 1 1 KC W >1 u C) En a C) Cs1 �C i -.., a o CO C M co O -- a mao Oa 44 r-- H C) e' Z E Cr] C14 H a m O Z E t0 H CO • -.1 N II • 1 1 1 1 I 1 t0 1 >+ > CO 1 1 • 1 1 1 1 _ 1 CO (0 7 44 I 1 • 1 1 1 I I 124 44 1 1 1 1 1 1 1 0 0 W W W CO W J-1 I 1 CO 1 1 1 1 O 1 E E 0 • 4-1 1 1 CO 1 1 1 1 11 O I FC U O 0 1 I N I 1 11 l0 1 a W Z a Y 1 1 0 1 1 I I W - I M Z Cn w I 1 • I I I I E I .- • ° CD x— 11 0 1 1 I I g II 1 FC rC E 4 1 1 0 1 1 1 1 1 U L4 : w 1 1 l0 1 1 4 1 3 Cl. 1 - -- W Oa 1 1 N 1 L. 1 1 O 44 1 r r I [a.1 - $ n V) (0 1 t I 4C N 1.4 E. 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H G - 1 1 E - EE 0 W W O Z E U H H O 0 H 1 O W E 4*+EO 20 .- 44 H .-1 0 a o W E U a t + + I + J DMJM Basin No i0 , r E; 0 - Catchment Time of Concentration Lag (hours) = CY(L`Lca/S" 0.5)Am where: A = Drainage area (square miles) L = Length of the longest watercourse (miles) Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area (miles) H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S=H/L ft/mile) 1 `(constant determined by regional flood reconstitution studies) n = Visually estimated average basin factor (Figure E -2) m= 0.38 (constant determined by regional flood reconstitution studies) Area Fraction Fraction n n FH 0.17 0.030 0.0052 up ✓ P 0.72 ,/,,Arbb ,/,,A ' •1444 DV 0.11 0.025 0.0026 1.00 n = M , sz input Data: L (ft) = 2,600 0.49 (miles) Lca (ft) = 925 0.18 (miles) High Elev = 1,565 Low Elev = 1,490 Calculations: S = 152 ft/mile Ct = 3.6536 Lag = 0.554 (hours) 1 1 Losses Page 1 4/2/98 1:51 PM DMJM Basin No Design: Checked: (3 1 / o ) o Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.10 358.53 394 ;:- 1.05 863.85 907 1222.375 1.06 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average -t E 1.70 9.79 17 1.60 127.63 204 1.55 1041.31 1614 1.50 43.65 6. 1222.374 tip !• sS 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 5.00 457.17 2286 4.50 674.62 3036 4.00 90.59 362 1222.375 4.65 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average I 14.00 135.48 1897 . 12.00 384.64 4616 11.00 288.66 3175 B 10.00 413.59 4136 1222.375 11.31 Page 2 4/2/98 1:51 PM 1 B asin No. Design: M Checked: O 1 1 Approved: I Watershed Loss Determinations A ntecedent Moisture Condition (AMC) III I P24 = 11.31 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm I Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC 111) Fraction Fm Fm and Condition Fraction Group (AMC 11) (Fig. C-6) (Fig. C-4) ( in/hr) (in/hr) Annual Grass (Fair Cover) 0.71 A 50 0.49 1.00 0.49 0.3471 Annual Grass I (Fair Cover) 0.19 B 69 0.29 1.00 0.29 0.0540 Single Family Residential 3-4 DU /acre 0.11 A 32 0.74 0.60 0.444 0.0469 1 1.00 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.448 Area Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) 1 Annual Grass (Fair Cover) 0.71 A 50 70.0 4.2857 0.6554 0.4643 Annual Grass I (Fair Cover) 0.19 B 69 86.0 1.6279 0.8458 0.1574 Single Family Residential 1 3-4 DU /acre 0.11 A 32 52.0 9.2308 0.4236 0.0447 1.00 Area Averaged Storm Yield = 0.6664 Low Loss Fraction (Ybar) = 0.334 I Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S)•P24] I Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S)'P24] Ybar =1 - Y 1 1 1 I Losses Page 3 4/2198 1:51 PM 1 1 BA sin/ /0 3. o (x/s7 comb) PROJECT: SAN 662N, na✓v QTE 30 liroga DATE: 3 - 1 Om .70, Pa&r el 2i 75. ENGINEER AOr I 1. Enter the design storm return frequency (years) /00 1 2. Enter catchment lag (hours) '?- 0 . 2 Co 0 3. Enter the catchment area (ac=es) 20. 5 c7 1 4. Enter baseflow (cfs/square mile) Ct 5. Enter S -Graph proportions (decimal) Valley: Developed D, // Foothill 0,1,_____ I Mountain Valley: Undeveloped 0, 70 Desert 1 6. Enter maximum loss rate, F (inch/ho r) 0 .4y q 7. Enter low loss fraction, Y (decimal) 0,114 I 8. Enter watershed area- averaged 5-minute point rainfall (inches)* a. S 3 1 Enter watershed area- averaged 30- minute point rain- fall (inches)* / • / ") 1 Enter watershed area - averaged 1 -hour point rainfall (inches)* 1. SS 1 Enter watershed area - averaged 3-hour point rainfall (inches)* 3 • c, S I Enter (inches)* area - averaged 6 -hour point rainfall 4 cos I Enter watershed area - averaged 24 -hour point rainfall (inches)* //. 31 9. Enter 24 -hour storm unit interval (minutes) S *Note: enter values unadjusted by depth-area factors P 1 1 SAN BERNARDINO COUNTY WATERSHED H INFORMATION FORM HYDROLOGY MANUAL 1 E -28 Figure E-7 1 111 + + 1 1 + _ 4 4 + 14 >+ N i Cr) V) U 14 a U) O 0zz 4 01 co 1. i Cu rC 1-4 U v 0 Z N • CO II • I 1 1 1 1 I a• 1 i CO CO > wii 111 I . W W CO W W +3 I I In 1 1 1 1 0 1 E- Z G. w I 1 0 1 1 1 1 II 0 1 4 0 O 0\ I 1 N 1 1 I I 'O 1 •-7 W z ..a +. 1 1 0 1 1 1 1 w • 1 O x v)W 1 1.111 1 E. 1 .-1 • V 0 0 x -- I 1 0 1 1 1 I g II I RC 4 E i-1 I 10 1 1 1 I 1 O W r.0 w I I N I I I 13 0. I w`-' 1 1 N 1 1 1 1 04 1 - - -14 0 3 a i w a 1 �C 4 0a" 6:: " a 0 • m _ 1 1 m 1 1 1 1E 0 CP 1 1 r- 1 QO 1 V) 1 > + I O. 1 1 • 1 I H co w I Z 4 41 I 1 1 14 • l O 11) 14 1 1 co I 1 1 O E. Z 1 1 c 1 1 0 1 U 1-i E O) - 0 — 4 i i i i o II Z x Cl) 1 1 1 0 1 1 N k+ 0 (n En 0 1 " I 1 • I 1 1 °4 H 0 14 1 1 En I •• 1 a 0 0 En aZ I-4 1 •1�• u 14,4 4 > E. 4 I 1 co I 01 1 a I coy 110 Z i 1 •--1 1 1 w> Z 0 C4 Z 10 • 1 1 1 1 1 I I m O) .1-1 z 1 1 • • 1 1 1 1 � 1 E ..._. O)E-li 1 1. 1 1 1 1 0.4 I r-1 E 1 1 1 1 1 14 ',E 1 Co 0 c • 14 1 1 0 I 1 1 - . 1 01 Qo> 11. 11 4 1 I E. co I •--I E.co 14 >+ 1 1 -. 1 1 v 1 En •-1 0 E. I 1 0 1 1 • 1 I I C I • 1 O� 1 L .a W m U H a 1 1 1 I N 1 tQnE 1 1 1 I 0 4 II ON m 0 • •�� V) � 0 o al Z • -t 1.7n4 to N N • z • 1 o N E. • '� - Q 01 O En En 0 0 CO O� O W 0 ,.i1 z 14 14 4 14 E 44 0 r 9 z0 �+Z 0 r IX G , 4. 1 Ow •-1 0 O 1 WEi 0 ' 1 ♦ • + + I 1 + t 1 1 DMJ M Basin No. 1030 Design: Checked: A 'T t Approved: Catchment Time of Concentration Lag (hours) =Ct(L "Lca/S "0.5) "m where: A = Drainage area (square miles) L = Length of the longest watercourse (miles) Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area (miles) H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S =H/L ft/mile) Ct = 24•n (constant determined by regional flood reconstitution studies) n = Visually estimated average basin factor (Figure E -2) m = 0.38 (constant determined by regional flood reconstitution studies) 1 Area Weighted Fraction n n FH 0.17 0.030 0.0052 1 UDV 0.72 0.200 0.1444 DV 0.11 0.025 0.0026 1.00 n = 0.1522 1 Input Data: L (ft) = 2,200 0.42 (miles) Lca (ft) = 815 0.15 (miles) High Elev = 1,560 Low Elev = 1,515 Calculations: S = 108 ft/mile Ct = 3.6536 Lag = 0.529 (hours) 1 1 1 Losses Page 1 4/2/98 1:53 PM DMJM Basin No. 1030 Design: Checked: C1 Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.10 358.53 394 .,) 1.05 863.85 907 1222.375 1.06 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average =s;. 1.70 9.79 17 s 1.60 127.63 204 1.55 1041.31 1614 1.50 43.65 65 1222.374 1.55 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average sss 5.00 457.17 2286 4.50 674.62 3036 4.00 90.59 362 1222.375 4.65 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 14.00 135.48 1897 &r, 12.00 384.64 4616 Q k 11.00 288.66 3175 •r3 - 10.00 413.59 4136 1222.375 11.31 Page 2 412/98 1:53 PM 1 .. B asin No. 1030 Design: DMJ M Checked: - 1 Approved: I Watershed Loss Determinations A ntecedent Moisture Condition (AMC) III I P24 = 11.31 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm I Fp (in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C -4) (in/hr) (in/hr) I Annual Grass (Fair Cover) 0.71 A 50 0.49 1.00 0.49 0.3471 Annual Grass (Fair Cover) 0.19 B 69 0.29 1.00 0.29 0.0540 Single Family EI Residential 3-4 DU /acre 0.11 A 32 0.74 0.60 0.444 0.0469 1.00 Maximum Watershed Loss Rate - Fm (in/hr) = 0.448 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) I Annual Grass (Fair Cover) 0.71 A 50 70.0 4.2857 0.6554 0.4643 Annual Grass I (Fair Cover) 0.19 B 69 86.0 1.6279 0.8458 0.1574 Single Family Residential 3-4 DU /acre 0.11 A 32 52.0 9.2308 0.4236 0.0447 1.00 Area Averaged Storm Yield = 0.6664 Low Loss Fraction (Ybar) = 0.334 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S)•P24] I Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Ybar =1 - Y 1 1 1 1 Losses Page 3 4/2/98 1:53 PM I — ____ 1 13ASInl 7 ( t.f. cob) PROJECT: 5 &n-A'Aviu f33J HyIf»L DATE: WI 7/97 I ,MJM PI'RT : zJ 7S . of ENGINEER: fix- bstse.) cALSD %cedi I y 1 . Enter the design storm return frequency (years) 1 Da 1 2. Enter catchment lag (hours) 3. +0 3. Enter the catchment area (acres) 343. 1 4. Enter baseflow (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) 1 Valley: Developed — Foothill — II Mountain Valley: Undeveloped /..» = Desert 1 6. Enter maximum loss rate, F (inch/hour) o . 4( 7. Enter low loss fraction, Y (decimal) 0. I 1 8. Enter watershed area - averaged 5- minute point rainfall O. $ (inches)* 1 Enter watershed area- averaged 30- minute point rain- 19 fall (inches)* 1. I Enter watershed area - averaged 1 -hour point rainfall (Indies)* /. 55 I Enter watershed area - averaged 3 -hour point rainfall (inu)* 2.9s Enter watershed area - averaged 6 -hour point rainfall 1 (inches)* 4- 4 Enter watershed area - averaged 24 -hour point rainfall 1 u � /O 9. 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UM 20 30 40 mew- - Rilinimvin saw rss 50 60 TO 80 90 STORM DURATION (MINUTES) I DESIGN STORM FREQUENCY= /Oa YEARS 5 WaVA Z- C ) :"'" 0. 58 ONE HOUR POINT RAINFALL / INCHES 3014iiv.' =(2.310(3- - 1.1 9 6 1 LOG-LOG SLOPE= PROJECT LOCATION = ,4 F 41 - 2176 3° 134 1/*1 Z" c--#414b;cbeiq I SAN BERNARDINO COUNTY INTENSITY-DURATION 1 HYDROLOGY MANUAL CURVES CALCULATION SHEET 1 D FIGURE D-3 1 Basin No. 2000 Design: DMJM wed: Approved: Catchment Time of Concentration Lag (hours) = Ct *(L *Lca/S ^0.5)^m where: A = Drainage area (square miles) L = Length of the longest watercourse (miles) • Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area (miles) H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S =H/L ft/mile) Ct = 24 *n (constant determined by regional flood . reconstitution studies) n = Visually estimated average basin factor (Figure E -2) m = 0.38 (constant determined by regional flood reconstitution studies) Area Weighted Fraction n n FH 0.00 0.030 0.0000 UDV 1.00 0.200 0.2000 DV 0.00 0.025 0.0000 1.00 n = 0.2000 Input Data: L (ft) = 15,973 3.03 (miles) Lca (ft) = 6,729 1.27 (miles) H igh Elev = 1,930 Low Elev = 1,510 Calculations: S = 139 ft/mile 1 Ct = 4.8000 Lag = 3.140 (hours) 1 1 1 1 LOSSES.xls Page 7 6/19/97 9:17 AM DMJM Basin No. 2000 Design: Checked. Approved: Area Averaged Point Precipitation Determination 10-Year, 1-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average Art-ZW, 1.05 343.85 361 343.85 1.05 100-Year, 1-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average ii_311%34.,, 1.55 339.74 527 1.50 4.10 6 343.85 1.55 100-Year, 6-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average ttrz 4.50 275.77 1241 7v, 4.00 68.07 272 343.85 4.40 100-Year, 24-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 40y 12.00 9.54 114 9 11 .00 69.18 761 w 1 0.00 265.12 2651 343.85 10.26 Page 8 6/19/97 9:17 AM 1 B asin No. 2000 Design DMJM ed:C Approved: Watershed Loss Determinations 1 Antecedent Moisture Condition (AMC) III P24 = 10.26 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp (in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) (in/hr) Annual Grass (Fair Cover) • K1.00 A 50 0.49 1.00 0.49 0.4900 1.00 Maximum Watershed Loss Rate - Fm (in/hr) = 0.490 Area- Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Annual Grass (Fair Cover) 1.00 A 50 70.0 4.2857 0.6294 0.6294 1.00 Area Averaged Storm Yield = 0.6294 Low Loss Fraction (Ybar) = 0.371 Equations: S= (1000 /CN) -10 Y = [(P24 - 0.2S)`2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S)^2y[(P24 + 0.8S) *P24] Ybar =1 - Y 1 1 1 1 1 1 LOSSES.xds Page 9 6/19/97 9:17 AM 1 1 DSN (&Y,s7 Lo,vO) PROJECT: £4 BEI LN,o2 p,Nv RTE 3o HYy_rz y DATE: 3 - 3 IS 1 a�TM P2os 4 Z 115,01 ENGINEER A D F 1 1. Enter the design storm return frequency (years) / 00 III gn 9u cY (y ) 2. Enter catchment lag (hours) - 04x-4' O. U4 3. Enter the catchment area (acres) / 3. 86 1 4. Enter baseflow (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) I Valley: Developed D. /1 Foothill 0.11_____ 1 Mountain Valley: Undeveloped 0. Desert 1 6. Enter maximum loss rate, F (inch/hour) G, 4e) 0 7. Enter low loss fraction, Y (decimal) its, 17 i 1 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0 , S S 1 Enter watershed area- averaged 30- minute point rain- fall (inches)* i . , C ) I Enter watershed area - averaged 1 -hour point rainfall 1, SS" (inches)* I Enter S watershed area - averaged 3-hour point rainfall 2 ' S_ ii Enter s watershed area - averaged 6 -hour point rainfall 4 4O Enter watershed area - averaged 24 -hour point rainfall 1 (inches)* /0 9. Enter 24 -hour storm unit interval (minutes) 5 I *Note: enter values unadjusted by depth -area factors 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM 1 E - 2 8 Figure E-7 1 1 + I I + . * + a w >. $4 I co 01 n zz Cn 0 -- Cn ❑ ❑ z wm 1 x E U V. Z F u) H CO .--1 N H • 1 1 1 1 1 1 M 1 al I 1 • 1 1 1 1 6 1 ❑❑ W w l 1 1 1 1 1 1 141403 W 11 I I r 1 1 I I 0 I E W 41 N _ X I I 1 I I I II 0 I 1 (, 0 O\ 1 I N 1 1 1 1 t0 1 W Z .4 4 1 I 1 0 1 1 1 1 4 • 1 U U W C A 4-I 11 • 1 1 1 I F I .7 0 X— 1 1 0 1 1 1 1 g II 1 4 RC F 4-1 1 1 0 1 1 1 1 1 o Ili 4 W I 1 CV 1 1 1 1 3 a I w `-' I 1 CV 1 1 1 1 0 4 1 - - - w a co u ww E. C?W CO M FGA 44 1 U W 00•- a a Cn •14 I I CO I I •-• 1 e F a 1 1 • 1 I Or- O H Z 11 `a I 1 m • 0 D N z — � i i i i • II M x U) W - -4 I 1 co I I H W I ❑ Cr) Cl)❑H - ' 1 1 • I 1 I 0 1 1 C7 1 1 •• 1 4 H W a .ate co • 1 1 rl I .-1 1 W I a H UZ 1 I 1 1 11 0 I W W H> F H I 1 O1 I O\ 1 r4 I C1+ HC4 E I I I I wAt l0 • I I 1 1 I I ,7,,, I E a � Om 4.1 Z I 1 • 1 1 1 1 ric 1 X01 F H 1 1 • 1 I 1 I a w 1 .••1 E I 1 1 1 1 I Q E I co • W 11 0 1 1 0 I co 0 co > a I 1 RC 1 I F CG I . - 4 F 01 W >+ 1 1 • I I 0 1 • CA .-1 ❑ F 1 1 ❑ 1 1 • 1 co Tri 1 I <' 1 1 m I � O UHGI l 1 1 1 W • H 4 r 5C Off+ I 1 Q 1 1» 4 W `-+ C/] F I 1 1 10 H 1 4 E 01 OA / ■-1 •-• Z • • CD • N 'L CGS H CO CO .• 4 m H Z CO Z F F 4 Z p� m 0 E. MI 044 0 W o o 4: I al Z aZ o o Nw I F N N F O I 44 E. ZO WE rig Z 0 + ♦ a + 1 I + 1 I Design: B asin No. 2010 DMJM Checked: a( 1 Approved: I Catchment Time of Concentration Lag (hours) = Ct *(L *Lca/S" 0.5)Am 1 where: A = Drainage area (square miles) I L = Length of the longest watercourse (miles) Lca = Length along the longest watercourse, measured • upstream to a point opposite the centroid of the area (miles) H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S =H /L ft/mile) Ct = 24 *n (constant determined by regional flood reconstitution studies)' n = Visually estimated average basin factor (Figure E -2) E m = 0.38 (constant determined by regional flood reconstitution studies) E Area Weighted F raction n n FH 0.00 0.030 0.0000 UDV 1.00 0.200 0.2000 DV 0.00 0.025 0.0000 1.00 n = 0.2000 E . Input Data: E - L (ft) = 2,200 0.42 (miles) Lca (ft) = 1,100 0.21 (miles) . High Elev = 1,575 Low Elev = 1,525 I Calculations: S = 120 ft/mile I Ct = 4.8000_ _ _ Lag = 0.764 (hours) 1 1 1 Losses Page 1 4/2198 1:55 PM D MJ M Basin No. 2010 Design: r Checked: A . Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average , t , - 1.05 343.85 361 343.85 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 72f 1.55 339.74 527 1.50 4.10 6 343.85 1.55 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.50 275.77 1241 4.00 68.07 272 343.85 4.40 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average i3 t_ 12.00 9.54 114 ?,. 11.00 - 69.18 761 10.00 265.12 2651 343.85 10.26 Page 2 4/2/98 1:55 PM ()RAJ M Basin No. 2010 Checked: — „ t i ' Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) I11 P24 = 10.26 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) (in/hr) Annual Grass (Fair Cover) 1.00 A 50 0.49 1.00 0.49 0.4900 1.00 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.490 Area Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC 1I) (AMC III) Area (Y) Area (Y) Annual Grass (Fair Cover) 1.00 A 50 70.0 4.2857 0.6294 0.6294 1.00 Area Averaged Storm Yield = 0.6294 Low Loss Fraction (Ybar) = 0.371 Equations: s= (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S)*P24] Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S)*P24] Ybar = 1 - Y 1 Losses Page 3 4/2/98 1:55 PM 1 BAS/iv 30 /O 5/Ei22/J LAffor Gom/P.7 4cmG Ar2C-94 PROJECT: . ' /a6rlAvA6 ouw £t6 4) DATE: D n raq Flog' pt4 2/7S, oI ENGINEER A0F 1 1. Enter the design storm return frequency (years) 1 2. Enter catchment lag (hours) O. SSb 3.. Enter the catchment area (acres) Coo. /0 1 4. Enter baseflow (cfs/square mile) 5. Enter S -Graph proportions (decimal) 1 Valley: Developed 1. Foothill Mountain Valley: Undeveloped Desert 1 6. Enter maximum loss rate, F (inch/hour) 0.14 6 7. Enter low loss fraction, ? (decimal) . 354 8. Enter watershed area - averaged 5- minute point rainfall 9 (inches)* 0. se Enter watershed area - averaged 30- minute point rain - fall (inches)* /. / / Enter watershed area - averaged 1 -hour point rainfall (inches)* /. Sr Enter watershed area - averaged 3-hour point rainfall (inches)* 3 , o S 1 Enter watershed area - averaged 6 -hour point rainfall (indies)* 4 Gs Enter watershed area - averaged 24 -hour point rainfall 1 (inches)* /1.31 9. Enter 24 -hour storm unit interval (minutes) 5 I *Note: enter values unadjusted by depth -area factors 1 I SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM 1 E - 28 Figure E-7 . -----"...."'"''''''"........11M11111111111.11111.111111111111111.1111111.111r1"I' iV FLOW PROCESS FROM NODE 313.10 TO NODE 313.10 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - MAINLINE Tc(MIN) = 20.52 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.90 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 17.72 EFFECTIVE AREA(ACRES) = 55.70 AREA - AVERAGED Fp(INCH/HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 55.70 PEAK FLOW RATE(CFS) = 143.04 +3BS.o =f28.o FLOW PROCESS FROM NODE 313.10 TO NODE 314.10 IS CODE = 3.1 » » >COMPOTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< s aa = =xaa�a-- -�. - -� m- x- _ss =aax =a�a= - _ _ _ _ -'-' _ _.� -__- _- _ - -- -- -_ - - _�• - ._ s=s UPSTREAM NODE ELEVATION(FEET) = 1531.47 DOWNSTREAM NODE ELEVATION(FEET) = 1526.08 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.03 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 143.04 - PIPEFLOW TRAVEL TIME(MIN.) _ .90 Tc(MIN.) = 21.42 FLOW PROCESS FROM NODE 314.10 TO NODE 314.10 IS CODE = 8.1 + » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< = == == == = = == x=-- - -_ =a= asp== a= a= aaa== ssasa = =a===a==a= aaa =naaa=a=s====a =aa== MAINLINE Tc(MIN) = 21.42 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.876 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 1 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 21.00 EFFECTIVE AREA(ACRES) = 64.10 AREA - AVERAGED Fp(INCH/HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 1 TOTAL AREA(ACRES) = 64.10 PEAK FLOW RATE(CFS) = 160.28 -f 3 8 r ° - r 3 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 64.10 TC(MIN.) = 21.42 ®• . 2-(6 S‘ 41 ' EFFECTIVE AREA(ACRES) = 64.10 AREA - AVERAGED Fiu(INCH /HR)= .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA-AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 160.28 + 3aS. O aS^¢I.3 =. .....aa=---- =aaaa =srs== =aa =- -S= - - - . -.. - - - - - �____ �a.=a===as=a�a= END OF RATIONAL METHOD ANALYSIS 1 1 345fiv 4000 reAs Caw) E PROJECT: SAN 13Ei2/Va20iVD Rou7( )0 DATE: '9 — 7 — 9 8 Pm .70) Pegg * 2/75,x ENGINEER: A Or 1 1. Enter the design storm return frequency (years) / 00 1 2. Enter catchment lag Mors) 2.3 82 3. Enter the catchment area (acres) 3 10 4. Enter baseflow (cfs/square mile) 9$ 1 5. Enter 5 -Graph proportions (decimal) Valley: Developed 1 Foothill O. i3 Mountain Valley: Undeveloped 0. 77 / Desert 6. Enter maximum loss rate, F (inch/how) 0. 4 7. Enter low loss fraction, (decimal) O. 28 E Y 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0. • Enter watershed area- averaged 30- minute point rain- fall (inches)* /1 1 Enter watershed area - averaged 1 -hour point rainfall (mss)* /, s 2 1 Enter watershed area - averaged 3 -hour point rainfall (inches)* 3.Oc) 1 Enter watershed area - averaged 6 -hour point rainfall (inches)* ', S (. I Enter watershed area - averaged 24 -hour point rainfall (inches)* / / . 7 v 9. 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' , ) ( 4 5- 0 ) - --- ,),•543 DESIGN STORM FREQUENCY = /op YEARS 30 v .i7v1 ...: 12.35r0 - J - 66 ) - t ... f ONE HOUR POINT RAINFALL:, 1 ' 52- INCHES I LOG-LOG SLOPE =__ 0-64) %EN ; creV- PROJECT LOCATION = SANSrev•A l e( A 77 * - go ms'^i 4- op 4) cow) tczeW I - SAN BERNARDINO COUNTY INTENSITY CURV DURATION ES 1 HYDROLOGY MANUAL CALCULATION SHEET 1 _ D-8 FIGURE D- 3 D MJ M Basin No. 4000 Checked: a le Approved: Catchment Time of Concentration Lag (hours) = Ct*(L *Lca/SA0.5)Am where: A = Drainage area (square miles) • L = Length of the longest watercourse (miles) Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area (miles) H = Difference in elevation between the concentration point and the most remote point of the basin (feet) S = Overall slope of the longest watercourse between headwaters and concentration point (S =H /L ft/mile) Ct = 24 *n (constant determined by regional flood reconstitution studiies) n = Visually estimated average basin factor (Figure E -2) 1 m = 0.38 (constant determined by regional flood reconstitution studies) Area Weighted Fraction n n FH 0.23 0.030 0.0068 UDV 0.77 0.200 0.1548 DV 0.00 0.025 0.0000 1.00 n = 0.1616 Input Data: 1 L (ft) = 15,000 °t 2.84 (miles) Lca (ft) = 6,284; 1.19 (miles) High Elev = 1,950 Low Elev = 1,528 Calculations: S = 149 ft/mile •} Ct = 3.8773 Lag = 2.382 (hours) 1 1 1 LOSSES.xls Page 1 4/15/98 7:09 AM D MJ M Basin No. 4000 Design: Checked: a Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average A. 1.10 149.77 165 ) 1.05 360.48 379 1 198.70 199 708.96 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres)''' Average 1.60 134.13 215 1.55 70.63 109 1.50 504.20 756 708.96 1.52 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 41 5.00 243.06 1215 4.50 309.25 1392 txJ 4.00 156.65 627 708.96 4.56 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 14.00 211.19 2957 12.00 113.22 1359 11.00 132.96 1463 kt s 10.00 251.58 2516 708.96 11.70 LOSSES xls Page 2 4/15/98 7:09 AM i DMJ M Basin No. 4000 Design: Checked: I Approved: Watershed Loss Determinations A ntecedent Moisture Condition (AMC) III I P24 = 11.70 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm I Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) (in/hr) Annual Grass (Fair Cover) 0.72 A 50 0.49 1.00 0.49 0.3537 Annual Grass I (Fair Cover) 0.28 B 69 0.29 1.00 0.29 0.0807 1.00 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.434 0: ifiatetri!.. Area- Averaged Loviribss Fraction, Ybar Area Wt Land Use Area Soil Curve No.' -' . CN S Pervious Pervious and Condition Fraction Group (AMC 1I) (AMC III) Area (Y) Area (Y) Annual Grass (Fair Cover) 0.72 A 50 70.0 4.2857 0.6642 0.4794 Annual Grass 1 (Fair Cover) 0.28 B 69 86.0 1.6279 0.8504 0.2366 1.00 Area Averaged Storm Yield = 0.7160 Low Loss Fraction (Ybar) = 0.284 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S) ^2]/[(P24 +'0.8S) I Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Ybar= 1 -Y III I 1 1 I LOSSES.xls Page 3 4/15/98 7:09 AM 1 I F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), elm II SAN JOAQUIN(1995), and COALINGA(1995) ( c) Copyright 1989 -96 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/96 License ID 1403 II Analysis prepared by: DMJM 275 WEST HOSPITALITY LANE SUITE 314 SAN BERNARDINO, CA 92408 li FILE NAME: AL2EXR.DAT TIME/DATE 16:39 7/19/1998 II ******** ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE = 1 11 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) II WATERSHED AREA = 310.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 2.382 HOURS II VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .230 11 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED) /DESERT: "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .770 DESERT(UNDEVELOPED) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .434 LOW LOSS FRACTION = .284 * HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.18 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.00 li SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.56 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 11.70 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: II 5- MINUTE FACTOR = .960 30- MINUTE FACTOR = .960 1 -HOUR FACTOR = .960 3 -HOUR FACTOR = .995 I/ 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .995 II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 3.498 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 . MODEL TIME(HOURS) FOR END OF RESULTS = 22.00 d 11 UNIT HYDROGRAPH DETERMINATION INTER VAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) li 1 .277 10.377 2 .830 20.754 3 1.384 20.754 iff ii 4 1.952 21.301 5 2.621 25.084 6 3.393 28.938 7 4.193 29.983 II 8 5.104 34.171 9 6.177 40.211 10 7.282 41.435 li 11 8.602 49.495 12 9.860 47.138 13 11.178 49.438 14 12.708 57.345 15 14.614 71.455 16 16.281 62.502 17 18.269 74.547 18 20.416 80.484 II 19 22.718 86.311 20 24.817 78.671 21 27.022 82.697 22 29.672 99.334 23 32.135 92.354 24 34.880 102.900 25 37.595 101.774 26 40.264 100.074 li 27 43.522 122.149 28 46.944 128.284 29 49.758 105.510 30 52.066 86.531 li 31 53.993 72.249 32 55.877 70.609 33 57.583 63.949 II 34 59.181 59.914 35 60.701 57.005 36 61.998 48.611 37 63.143 42.925 II 38 64.216 40.252 39 65.357 42.758 40 66.571 45.524 41 67.643 40.194 42 68.382 27.704 43 69.550 43.778 44 70.316 28.724 45 70.961 24.172 46 71.725 28.652 II 47 72.476 28.152 48 73.459 36.849 49 74.080 23.304 50 74.694 23.005 51 75.348 24.505 52 75.899 20.660 53 76.461 21.094 II 54 77.013 20.683 55 77.545 19.931 56 78.076 19.912 I/ 57 78.608 19.962 58 79.164 20.817 59 79.633 17.613 60 80.100 17.486 II 61 80.567 17.524 62 81.030 li 17.353 63 81.428 14.918 1 64 65 81.817 14.573 82.218 15.041 66 82.651 16.242 67 83.077 15.985 I 68 83.431 13.238 69 83.766 12.560 70 84.095 12.357 II 71 84.414 11.935 72 84.746 12.465 73 85.143 14.901 74 85.464 12.003 75 85.763 11.205 76 86.057 11.026 77 86.348 10.915 78 . 86.639 10.919 I: 79 86.929 10.873 80 87.207 10.413 81 87.475 10.064 82 87.736 9.782 /1 83 87.988 9.455 84 88.240 9.452 85 88.492 9.441 86 88.743 9.402 li 87 88.964 8.296 88 89.174 7.843 89 89.385 7.922 li 90 89.593 7.797 91 89.795 7.581 92 89.997 7.557 93 90.199 7.587 li 94 95 90.401 7.558 90.603 7.571 96 90.805 7.586 97 91.006 7.556 ii 98 91.208 7.572 99 91.395 7.009 100 91.562 6.233 101 91.715 5.751 102 91.866 5.666 103 92.017 5.675 104 92.169 5.667 105 92.320 5.675 II 106 92.471 5.667 107 92.622 5.670 108 92.773 5.663 109 92.925 5.675 II 110 93.076 5.679 111 93.222 5.459 112 93.349 4.758 113 93.475 4.721 114 93.600 4.714 115 93.726 4.710 116 93.852 4.713 117 93.978 4.715 118 94.096 4.447 119 94.200 3.905 120 94.304 3.901 II 121 94.408 3.904 122 94.512 3.895 123 94.616 3.886 124 94.720 3.910 II 125 94.824 3.893 126 94.928 3.877 127 95.017 3.352 128 95.100 3.129 I: 129 95.184 3.120 130 95.267 3.139 131 95.350 3.113 132 95.434 3.132 133 95.517 3.121 134 95.601 • 3.135 135 95.684 3.123 II 136 95.768 3.137 137 95.851 3.130 138 95.934 3.098 139 96.018 3.145 1/ 140 96.102 3.139 141 96.184 3.107 142 96.268 3.124 143 144 96.351 3.118 96.435 3.141 145 96.518 3.124 146 96.593 2.824 li 147 96.650 2.132 148 96.707 2.122 149 96.763 2.113 150 96.820 2.117 II li TOTAL STORM RAINFALL(INCHES) = 11.64 TOTAL SOIL - LOSS(INCHES) = 3.17 TOTAL EFFECTIVE RAINFALL(INCHES) = 8.47 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 81.8980 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 211.7714 i: I; 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H II HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.a 150.0 225.0 300.0 I/ 16.083 95.2774 135.95 . . VQ . . 16.167 96.2608 142.79 •. . VQ. . 16.250 97.2584 144.85 . . VQ. . I' 16.333 98.2724 147.23 VQ. 16.417 99.3137 151.20 V Q 16.500 100.3819 155.11 . . V Q . 16.583 101.4679 157.68 . . V.Q . I/ 16.667 102.5824 161.83 V.Q 16.750 103.7288 166.44 V. Q 16.833 104.8930 169.04 . . V. Q . 16.917 106.0913 174.00 . V Q . 17.000 107.2960 174.93 V Q 17.083 108.5242 178.34 V Q 17.167 109.7902 183.82 . . V Q . II 17.250 111.1081 191.36 V Q 17.333 112.4118 189.30 .V Q 17.417 113.7599 195.75 .V Q 17.500 115.1342 199.55 . . .V Q . II 17.583 116.5259 202.08 . . V Q 17.667 117.8962 198.97 . . . V Q 17.750 119.2867 201.89 . . . V Q . 17.833 120.7318 209.83 . . . V Q . . I/ 17.917 122.1678 208.51 . . . V Q . 18.000 123.6382 213.50 . . . V Q . . 18.083 125.1092 213.59 . . . V Q . All li 18.167 126.5854 214.34 V Q . 18.250 128.1224 223.18 V Q. . 18.333 129.6584 223.03 V Q. . 18.417 131.1003 209.36 . 18.500 132.4586 197.23 . VQ 18.583 133.7570 188.54 Q . 18.667 135.0355 185.63 . . . QV . 18.750 136.2794 180.62 . QV 18.833 137.4957 176.60 . Q V 18.917 138.6822 172.28 . . . Q V 19.000 139.8271 166.23 . . Q V . ► 19.083 140.9413 161.80 .Q V 19.167 142.0365 159.01 .Q V 19.250 143.1290 158.64 . . .Q V . 19.333 144.2121 157.27 . . Q V . I: 19.417 145.2635 152.65 . Q V 19.500 146.2695 146.07 . . Q. V 19.583 147.3064 150.57 . . Q V . 19.667 148.2891 142.68 . . Q. V . . I: 19.750 149.2498 139.49 Q . V 19.833 150.2159 140.27 Q . V . 19.917 151.1772 139.58 . . Q . V . . 20.000 152.1510 141.40 . . Q . V . . I! 20.083 153.0750 134.15 . Q V . 20.167 153.9888 132.69 . . Q V. 20.250 154.8992 132.19 . . Q V. . 20.333 155.7940 129.92 . Q . V. li 20.417 156.6832 129.12 Q V. . 20.500 157.5649 128.03 Q V. . 20.583 158.4386 126.86 . Q . V. . ii 20.667 159.3066 126.02 . Q V 20.750 160.1689 125.20 . Q V 20.833 161.0262 124.49 . . Q V 20.917 161.8674 122.14 . Q V . li 21.000 162.7019 121.16 . Q V 21.083 163.5305 120.32 . Q V 21.167 164.3524 119.34 Q V . 21.250 165.1613 117.46 . Q . .V . 21.333 165.9642 116.58 . Q V 21.417 166.7636 116.07 • Q .V . 21.500 167.5611 115.79 . . Q . .V . 21.583- 168.3514 114.75 . . Q . .V . I/ 21.667 169.1274 112.68 Q .V 21.750 169.8959 111.58 • Q . V 21.833 170.6590 110.81 . Q . . V . 21.917 171.4172 110.08 . Q . . V . I 22.000 172.1733 109.79 . • Q . V . I/ FLOW PROCESS FROM NODE 4001.00 TO NODE 4001.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO « «< II FLOW PROCESS FROM NODE 3000.00,,TO NODE- CODE = 10 » »>USER SPECIFIED UNIT - HYDROGRAPH « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) ll *USER SPECIFIED DATA: 11 THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS II OF THE FORM (N, Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. II TOTAL NUMBER OF DATA PAIRS ENTERED = 11 DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) II TIME(HRS) 1 1 ( .083) .00 2 177 (14.750) 151.00 3 193 (16.083) 231.00 4 194 (16.167) 290.00 . 5 195 (16.250) 338.00 6 201 (16.750) 381.00 li 7 205 (17.083) 419.00 8 210 (17.500) 454.00 9 220 (18.333) 486.00 10 230 (19.167) 517.00 11 250 (20.833) 546.00 RUNOFF HYDROGRAPH LISTING LIMITS: II MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 26.00 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 299.4215 li U S E R- S P E C I F I E D STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) li _ TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 16.083 113.3575 231.00 . . Q . 16.167 115.3547 290.00 . . V Q. . II 16.250 117.6825 338.00 . . V . Q - 16.333 120.0597 345.17 . . V . Q . 16.417 122.4862 352.33 . . V . Q . II 16.500 124.9621 359.50 V Q 16.583 127.4874 366.67 V Q 16.667 130.0620 373.83 . . V . Q . 16.750 132.6860 381.00 . . V . Q . I 16.833 135.3754 390.50 V . Q 16.917 138.1302 400.00 V . Q 17.000 140.9504 409.50 . . V . Q . . 17.083 143.8361 419.00 . . V Q . II 17.167 146.7700 426.00 V. Q 17.250 149.7521 433.00 V Q . 17.333 152.7824_ 440.00 . . V Q. . I/ 17.417 155.8609 447.00 . V Q. 17.500 158.9876 454.00 .V Q 17.583 162.1364 457.20 .V Q 17.667 165.3072 460.40 . . . V Q . I 17.750 168.5000 463.60 . V Q 17.833 171.7149 466.80 . V .Q 17.917 174.9518 470.00 . . . V . 18.000 178.2108 473.20 . . . V .Q . I/ 18.083 181.4917 476.40 . . . V .Q . J II 18.167 184.7948 479.60 . . . V .Q • 18.250 188.1198 482.80 . . . V . Q • 18.333 191.4669 486.00 V . Q • 18.417 194.8354 489.10 V . Q • 18.500 198.2252 492.20 . . . V . Q • 18.583 201.6364 495.30 . . . V Q . li 18.667 205.0689 498.40 . V . Q 18.750 208.5227 501.50 . . V Q 18.833 211.9979 504.60 . . . V . Q . 18.917 215.4945 507.70 V . Q 19.000 219.0124 510.80 V. Q 19.083 222.5517 513.90 V• Q 19.167 226.1123 517.00 . . . V Q . 19.250 229.6828 518.45 . V Q 19.333 233.2634 519.90 . .V Q 19.417 236.8540 521.35 . . .V Q 19.500 240.4545 522.80 . . . . V Q . li 19.583 244.0651 524.25 . . V Q . 19.667 247.6856 525.70 . . • V Q 19.750 251.3161 527.15 . . . . V Q . 19.833 254.9566 528.60 . . . . VQ . 19.917 258.6071 530.05 . . VQ . 20.000 262.2675 531.50 . . • Q 20.083 265.9380 532.95 . . . . Q . 20.167 269.6184 534.40 . . . . QV . II 20.250 273.3089 535.85 . . QV . 20.333 277.0093 537.30 . . • Q V 20.417 280.7197 538.75 . . . . Q V . 20.500 284.4401 540.20 . . . . QV . li 20.583 288.1704 541.65 . Q V . 20.667 291.9108 543.10 . . Q V . 20.750 295.6611 544.55 . . . . Q V. li 20.833 299.4215 546.00 . Q V 20.917 299.4215 .00 Q . V + + II I FLOW IN WEST HALF OF CITRUS + + li FLOW PROCESS FROM NODE 3001.00 TO NODE 2020.00 IS CODE = 4 I/ » »> MODEL PIPEFLOW ROUTING OF STREAM« «< II MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR I/ EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE FORDED AT THE UPSTREAM INLET: II PIPELENGTH(FT) = 210.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1510.00 DOWNSTREAM ELEVATION(FT) = 1508.50 11 PIPE DIAMETER(FT) = 7.50 I NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 171.0 12.4 170.8 .000 15.167 176.0 12.5 175.8 .000 II 15.250 181.0 12.6 180.8 .000 15.333 186.0 12.7 185.8 .000 15.417 191.0 12.8 190.8 .000 15.500 196.0 12.9 195.8 .000 15.583 201.0 13.0 200.8 .000 15.667 206.0 13.1 205.8 .000 II 15.750 211.0 13.2 210.8 .000 15.833 216.0 13.2 215.8 .000 15.917 221.0 13.3 220.8 .000 11 16.000 226.0 13.4 225.8 .000 .000 16.083 231.0 13.5 230.8 16.167 290.0 14.2 287.7 .000 16.250 338.0 14.8 336.3 .000 II 16.333 345.2 14.9 344.9 .000 .000 16.417 352.3 15.0 352.1 16.500 359.5 15.1 359.2 .000 16.583 366.7 15.1 366.4 .000 I/ 16.667 373.8 15.2 373.6 .000 16.750 381.0 15.3 380.7 .000 16.833 390.5 15.4 390.2 .000 16.917 400.0 15.4 399.6 .000 17.000 409.5 15.5 409.1 .000 17.083 419.0 15.6 418.6 .000 17.167 426.0 15.6 425.8 .000 17.250 433.0 15.7 432.8 .000 17.333 440.0 15.7 439.8 .000 17.417 447.0 15.8 446.8 .000 17.500 454.0 15.9 453.8 .000 17.583 457.2 15.9 457.1 .000 II 17.667 460.4 15.9 460.3 .000 17.750 463.6 15.9 463.5 .000 17.833 466.8 16.0 466.7 .000 17.917 470.0 16.0 469.9 .000 II 18.000 473.2 16.0 473.1 .000 18.083 476.4 16.0 476.3 .000 18.167 479.6 16.0 479.5 .000 1 18.250 482.8 16.1 482.7 .000 .000 18.333 486.0 16.1 485.9 18.417 489.1 16.1 489.0 .000 18.500 492.2 16.1 492.1 .000 II 18.583 495.3 16.1 495.2 .000 18.667 498.4 16.2 498.3 .000 18.750 501.5 16.2 501.4 .000 18.833 •504.6 16.2 504.5 .000 II 18.917 507.7 16.2 507.6 .000 19.000 510.8 16.2 510.7 .000 19.083 513.9 16.3 513.8 .000 19.167 517.0 16.3 516.9 .000 I/ 19.250 518.5 16.3 518.4 .000 19.333 519.9 16.3 519.8 .000 19.417 521.3 16.3 521.3 .000 19.500 522.8 16.3 522.7 .000 19.583 524.3 16.3 524.2 .000 19.667 525.7 16.3 525.6 .000 19.750 527.2 16.3 527.1 .000 II 19.833 528.6 16.3 528.5 .000 .000 19.917 530.0 16.4 530.0 20.000 531.5 16.4 531.4 .000 20.083 533.0 16.4 532.9 .000 II 20.167 534.4 16.4 534.3 .000 20.250 535.8 16.4 535.8 .000 20.333 537.3 16.4 537.2 .000 20.417 538.8 16.4 538.7 .000 II 20.500 540.2 16.4 540.1 .000 20.583 541.7 16.4 541.6 .000 20.667 543.1 16.4 543.0 .000 20.750 544.5 16.4 544.5 .000 20.833 546.0 16.4 545.9 .000 II 20.917 .0 .0 23.3 .000 21.000 .0 .0 .0 .000 II FLOW PROCESS FROM NODE 2010.00 TO NODE 2020.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< 11 (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 13.880 ACRES II BASEFLOW = . 000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = . 254 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) II MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = . 110 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = . 190 1: MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = . 000 VALLEY(UNDEVELOPED) /DESERT: "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = . 700 DESERT(UNDEVELOPED) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = . 000 I: MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = . 490 LOW LOSS FRACTION = . 371 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.95 li SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.26 li *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 li UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.808 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 21.00 II UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.954 4.959 2 14.194 18.867 3 35.134 35.150 4 58.028 38.430 5 70.248 20.512 6 77.525 12.216 7 82.344 8.089 I' 8 85.818 5.831 9 88.429 4.383 10 90.499 3.475 11 92.186 2.832 12 93.524 2.245 13 94.624 1.848 I 14 15 95.498 1.466 96.220 1.213 16 96.897 1.137 17 97.402 .848 II 18 97.880 .803 19 98.339 .769 20 98.590 .422 21 98.787 .331 II 22 98.984 .331 23 99.181 .331 24 99.379 .331 25 99.569 .319 I 26 99.733 .277 27 99.898 .277 28 100.000 .171 II TOTAL STORM RAINFALL(INCHES) = 10.26 II TOTAL SOIL - LOSS(INCHES) = 3.59 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.67 I TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 4.1577 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 7.7057 II 2 4 - HOUR STORM R U N O F F II H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 II 15.083 3.8703 6.04 Q V 15.167 3.9131 6.21 Q V 15.250 3.9572 6.40 Q . V • . 15.333 4.0028 6.62 . Q . V . II 15.417 4.0494 6.77 Q .V 15.500 4.0958 6.74 Q .V 15.583 4.1404 6.47 . Q . .V . 15.667 4.1832 6.21 . Q . .V . 15.750 4.2269 6.35 Q .V 15.833 4.2738 6.81 Q . V 15.917 4.3267 7.67 . Q . . V . 16.000 4.3910 9.34 Q. . V 16.083 4.4876 14.02 . Q ▪ V • 16.167 4.6430 22.56 • Q V . 16.250 4.8516 30.29 . . . V Q . 16.333 5.0583 30.02 V Q 16.417 5.1966 20.08 Q V 16.500 5.2991 14.88 . . Q . V . " 16.583 5.3838 12.28 . . Q . V . I 16.667 5.4588 10.90 Q V . 16.750 5.5264 9.81 Q. V . 16.833 5.5881 8.96 . Q . . V. . 16.917 5.6450 8.27 . Q . . V. . II 17.000 5.6977 7.65 . Q . . V. 4 d II 17.083 5.7469 7.14 Q . . V. . 17.167 5.7929 6.68 . 4 - V 17.250 5.8364 6.31 Q . V 17.333 5.8779 6.03 Q V 17.417 5.9171 5.69 . Q . . V . 17.500 5.9548 5.48 Q V 17.583 5.9910 5.27 Q .V 17.667 6.0251 4.95 Q .V 17.750 6.0580 4.77 . Q . . .V . II 17.833 6.0900 4.65 Q •V 17.917 6.1213 4.54 Q V 18.000 6.1519 4.44 Q .V 18.083 6.1817 4.33 . Q . . . V II 18.167 6.2110 4.24 Q . V 18.250 6.2398 4.18 Q • V 18.333 6.2679 4.09 . Q . . . V . 18.417 6.2951 3.95 . Q . . . V . li 18.500 6.3220 3.90 Q . . V 18.583 6.3484 3.84 . Q . . V 18.667 6.3745 3.79 . Q . . . V . ii 18.750 6.4002 3.74 . Q . . V . II 18.833 6.4256 3.68 Q . . V 18.917 6.4507 3.64 . Q . . • V 19.000 6.4754 3.59 . Q . . . V . 19.083 6.4998 3.54 . Q . . . V . li 19.167 6.5239 3.50 Q . . V 19.250 6.5477 3.46 . Q . . V 19.333 6.5713 3.42 . Q . . . V . li 19.417 6.5946 3.38 Q . . V 19.500 6.6177 3.35 Q V 19.583 6.6405 3.31 Q • V . 19.667 6.6631 3.28 . Q . . . V li 19.750 6.6854 3.25 Q . . V 19.833 6.7076 3.21 . Q V 19.917 6.7295 3.18 Q V 20.000 6.7512 3.15 . Q . . . V II 20.083 6.7727 3.13 Q V 20.167 6.7941 3.10 Q V 20.250 6.8152 3.07 . Q . . . V . 20.333 6.8362 3.05 . Q . . . V li 20.417 6.8570 3.02 Q V 20.500 6.8777 3.00 . Q V 20.583 6.8981 2.97 . Q . . . V . 20.667 6.9185 2.95 -. Q . . . V II 20.750 6.9386 2.93 Q V 20.833 6.9586 2.91 . Q V 20.917 6.9785 2.88 . Q . . . V . 21.000 6.9982 2.86 . Q . . . V . i FLOW PROCESS FROM NODE 2020.00 TO NODE 2020.00 IS CODE = 11 I » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< II STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 15.083 100.3432 176.84 . .Q V . . . 15.167 101.5968 182.02 . . QV . . . I 15.250 102.8861 187.21 . QV 15.333 104.2113 192.43 QV 15.417 105.5721 197.59 . . Q 15.500 106.9671 202.55 . . Q I! 15.583 108.3945 207.26 . . QV . . . 1 15.667 109.8546 212.01 . . Q • 15.750 111.3501 217.15 . . Q 15.833 112.8832 222.61 Q 15.917 114.4567 228.47 VQ 16.000 116.0761 235.14 . . Q . 16.083 117.7623 244.83 . . VQ II 16.167 119.8994 310.31 V Q 16.250 122.4243 366.62 V Q • 16.333 125.0065 374.94 . . V . Q . II 16.417 127.5697 372.17 . V . Q 16.500 130.1464 374.13 V Q 16.583 132.7544 378.69 . . V Q 16.667 135.4023 384.48 . . V . Q . II 16.750 138.0921 390.55 V Q 16.833 140.8409 399.12 V . Q 16.917 143.6502 407.91 . . V . Q . 17.000 146.5206 416.79 . . V. Q . II 17.083 149.4531 425.79 V. Q 17.167 152.4313 432.44 V. Q . 17.250 155.4552 439.08 . . V Q. . 17.333 158.5254 445.79 . . V Q. . II 17.417 161.6415 452.46 .V Q 17.500 164.8044 459.25 .V Q 17.583 167.9886 462.35 . . .V Q • 17.667 171.1928 465.24 . . V .4 . 17.750 174.4177 468.26 . V .Q 17.833 177.6638 471.34 • V .4 17.917 180.9313 474.43 . . . V .Q . II 18.000 184.2200 477.53 . V .Q 18.083 187.5301 480.62 . ▪ V • Q 18.167 190.8615 483.73 . . V . Q 18.250 194.2147 486.87 . . V . Q li 18.333 197.5891 489.98 . . . V . Q 18.417 200.9841 492.95 . . . V . Q . 18.500 204.4000 495.99 . . . V . Q • 18.583 207.8369 499.04 . . . V . Q . II 18.667 211.2947 502.08 . V . Q . 18.750 214.7736 505.13 . V Q 18.833 218.2734 508.18 . . V . Q . 18.917 221.7943 511.23 . . . V . Q - 19.000 225.3362 514.28 V. Q 19.083 228.8991 517.34 V. Q 19.167 232.4831 520.40 . . . V Q . - 19.250 236.0772 521.86 . . . V Q • II 19.333 239.6810 523.27 .V Q 19.417 243.2945 524.68 •V Q 19.500 246.9178 526.09 . . . . V Q . 19.583 250.5508 527.51 . . . V Q . II 19.667 254.1935 528.93 . V Q 19.750 257.8460 530.34 V Q 19.833 261.5083 531.76 . . . . VQ . I/ 19.917 265.1803 533.18 . . VQ . 20.000 268.8622 534.60 Q 20.083 272.5538 536.02 Q 20.167 276.2552 537.45 . . . . Q . 20.250 279.9664 538.87 QV . 20.333 283.6874 540.29 Q 20.417 287.4183 541.72 . QV I 20.500 291.1589 543.14 . . . . QV . 20.583 294.9094 544.57 Q V • 20.667 298.6697 546.00 Q V . 20.750 302.4399 547.42 . . . Q V. I 20.833 306.2198 548.85 . . Q V. II 20.917 306.3999 26.15 .Q V. 21.000 306.4196 2.86 Q V• li ********************************************* * ** ** * * * * *** ** * * * ** *r***** * **** i II FLOW PROCESS FROM NODE 2020.00 TO NODE 2001.00 IS CODE = 4 II » »> MODEL PIPEFLOW ROUTING OF STREAM« «< = II MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS 1 OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: li PIPELENGTH(FT) = 1190.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1508.50 DOWNSTREAM ELEVATION(FT) = 1500.00 PIPE DIAMETER(FT) = 7.50 li NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 176.8 12.5 175.7 .000 15.167 182.0 12.7 180.9 .000 li 15.250 187.2 12.8 186.1 .000 15.333 192.4 12.9 191.3 .000 15.417 197.6 13.0 196.4 .000 15.500 202.5 13.0 201.4 .000 li 15.583 207.3 13.1 206.2 .000 15.667 212.0 13.2 210.9 .000 15.750 217.1 13.3 216.0 .000 II 15.833 222.6 13.3 221.4 .000 15.917 228.5 13.4 227.2 .000 16.000 235.1 13.5 233.7 .000 16.083 244.8 13.7 242.7 .000 li 16.167 310.3 14.5 296.5 .000 16.250 366.6 15.1 355.5 .000 16.333 374.9 15.2 373.2 .000 16.417 372.2 15.2 372.7 .000 li 16.500 374.1 15.2 373.7 .000 16.583 378.7 15.3 377.8 .000 16.667 384.5 15.3 383.3 .000 16.750 390.6 15.4 389.3 .000 - 16.833 399.1 15.4 397.3 .000 16.917 407.9 15.5 406.1 .000 17.000 416.8 15.5 414.9 .000 , 17.083 425.8 15.6 424.0 .000 II 17.167 432.4 15.7 431.2 . .000 17.250 439.1 15.7 437.8 .000 j 17.333 445.8 15.8 444.5 .000 17.417 452.5 15.8 451.2 .000 II 17.500 459.2 15.9 457.9 .000 17.583 462.4 15.9 461.7 .000 17.667 465.2 15.9 464.7 .000 17.750 468.3 16.0 467.7 .000 II 17.833 471.3 16.0 470.7 .000 17.917 474.4 16.0 473.8 .000 18.000 477.5 16.0 476.9 .000 II 18.083 480.6 16.0 480.0 .000 .000 18.167 483.7 16.1 483.1 18.250 486.9 16.1 486.3 .000 18.333 490.0 16.1 489.4 .000 II 18.417 492.9 16.1 492.4 .000 18.500 496.0 16.1 495.4 .000 18.583 499.0 16.2 498.4 .000 18.667 502.1 16.2 501.5 .000 II 18.750 505.1 16.2 504.5 .000 1 • 18.833 508.2 16.2 507.6 .000 _ 18.917 511.2 16.3 510.6 .000 II 19.000 514.3 16.3 513.7 .000 19.083 517.3 16.3 516.8 .000 19.167 520.4 16.3 519.8 .000 19.250 521.9 16.3 521.6 .000 19.333 523.3 16.3 523.0 .000 19.417 524.7 16.3 524.4 .000 19.500 526.1 16.3 525.8 .000 li 19.583 527.5 16.3 527.2 .000 19.667 528.9 16.4 528.6 .000 19.750 530.3 16.4 530.0 .000 19.833 531.8 16.4 531.5 .000 li 19.917 533.2 16.4 532.9 .000 20.000 534.6 16.4 534.3 .000 20.083 536.0 16.4 535.7 .000 20.167 537.4 16.4 537.2 .000 li 20.250 538.9 16.4 538.6 .000 20.333 540.3 16.4 540.0 .000 20.417 541.7 16.4 541.4 .000 20.500 543.1 16.4 542.9 .000 20.583 544.6 16.4 544.3 .000 20.667 546.0 16.4 545.7 .000 20.750 547.4 16.4 547.1 .000 20.833 548.9 16.4 548.6 .000 il 20.917 26.1 6.2 141.7 .000 21.000 2.9 .7 16.9 .000 li ******** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 2000.00 TO NODE. 2001.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< li (UNIT- HYDROGRAPH ADDED TO STREAM #1) li -- -, WATERSHED AREA = 343.900 ACRES Z BASEFLOW = .FSfSQUARE -MILE *USER ENTERED "LAG" TIME = 3.140 HOURS li VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .490 LOW LOSS FRACTION = .371 * HYDROGRAPH MODEL #1 SPECIFIED* 1 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 ' SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 II SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.26 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: Ill 5- MINUTE FACTOR = .980 30- MINUTE FACTOR = .980 1 -HOUR FACTOR = .980 II 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 2.654 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 II II i UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 .221 9.198 2 .663 18.396 il II 3 1.106 18.396 4 1.548 18.396 5 2.001 18.817 li 6 2.525 21.798 7 3.125 24.973 8 3.745 25.762 9 ' 4.390 26.828 li 10 5.090 29.142 11 5.955 35.981 12 6.840 36.793 13 7.737 37.317 14 8.878 47.445 15 9.825 39.376 16 10.854 42.818 17 11.939 45.128 li 18 13.222 53.337 19 14.817 66.352 20 16.376 64.822 21 17.720 55.890 li 22 19.373 68.764 23 21.142 73.585 24 22.912 73.585 25 24.856 80.868 li 26 26.463 66.858 27 28.219 73.031 28 30.096 78.068 li 29 32.395 95.587 30 34.194 74.829 31 36.065 77.810 32 38.366 95.703 li 33 40.168 74.971 34 41.938 73.586 35 43.757 75.643 36 46.065 96.022 li 37 47.912 76.819 38 49.682 73.586 39 51.443 73.254 40 52.915 61.231 II 41 54.242 55.187 42 55.569 55.190 43 56.896 55.189 44 58.164 52.726 II 45 59.240 44.759 46 60.272 42.920 47 61.239 40.228 48 62.167 38.575 II 49 62.989 34.213 50 63.808 34.061 51 64.675 36.029 II 52 65.559 36.789 53 66.516 39.801 54 67.197 28.326 55 67.728 22.073 II 56 68.485 31.486 57 69.404 38.217 58 69.825 17.522 59 70.251 17.714 II 60 70.782 22.073 II 61 71.313 22.080 62 71.866 22.995 II 63 72.718 35.458 64 73.148 17.898 65 73.561 17.171 66 74.010 18.657 67 74.530 21.621 68 74.940 17.055 69 75.350 17.065 70 75.760 17.052 71 76.157 16.513 72 76.537 15.781 73 76.916 15.771 li 74 77.295 15.769 75 77.674 15.766 76 78.048 15.548 77 78.403 14.784 78 78.757 14.719 79 79.111 14.728 80 79.465 14.707 81 79.819 14.717 82 80.129 12.917 83 80.395 11.038 84 80.660 11.042 85 80.928 11.112 86 81.239 12.959 87 81.571 13.794 88 81.901 13.717 89 82.165 11.008 90 82.400 9.744 91 82.634 9.734 92 82.868 9.741 93 83.102 9.747 94 83.336 9.737 iiiiii 95 83.602 11.043 96 83.926 13.495 li 97 84.170 10.153 98 84.385 8.927 99 84.600 8.940 100 84.815 8.938 101 85.030 8.934 102 85.244 8.933 103 85.460 8.946 104 85.673 8.889 li 105 85.875 8.410 106 86.070 8.106 107 86.260 7.897 108 86.450 7.885 109 86.639 7.887 110 86.829 7.889 111 87.019 7.876 112 87.208 7.898 II 113 87.397 7.865 114 87.568 7.078 115 87.715 6.140 II 116 87.862 6.121 117 88.011 6.188 118 88.167 6.466 119 88.323 6.500 II 120 88.479 6.505 121 88.635 6.478 122 88.792 6.512 123 88.948 6.484 II 124 89.104 6.490 125 89.260 6.492 126 89.416 6.499 127 89.572 6.469 II 128 89.728 6.507 w e II 129 89.885 6.510 130 90.031 6.092 II 131 90.155 5.173 132 90.279 5.137 133 90.402 5.129 II il 134 90.525 5.118 135 90.649 5.143 136 90.772 5.135 137 90.896 5.124 I 138 139 91.019 5.149 91.143 5.139 140 91.266 5.133 141 91.390 5.122 142 91.513 5.145 143 91.637 5.139 144 91.760 5.128 145 91.883 5.119 146 92.003 4.981 147 92.104 4.186 148 92.202 4.108 149 92.300 4.067 I: 150 92.398 4.083 I: TOTAL STORM RAINFALL(INCHES) = 10.26 TOTAL SOIL - LOSS(INCHES) = 3.60 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.66 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 103.2071 I: ., TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 176.2303 2 4- H OUR STORM R U N O F F H Y D R O G R A P H li HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 61.8769 89.33 . . V Q . . 15.167 62.4986 90.27 . . V Q . . II 15.250 63.1270 91.25 V Q 15.333 63.7626 92.30 • V Q 15.417 64.4049 93.26 . . V Q . . II 15.500 65.0533 94.15 V Q . 15.583 65.7085 95.13 • V Q. • 15.667 66.3713 96.23 • V Q. 15.750 67.0426 97.48 . . V Q. • . 11 15.833 67.7238 98.91 V Q. 15.917 68.4173 100.70 • V Q 16.000 69.1288 103.30 • V Q . 16.083 69.8862 109.98 . . V .Q . II 16.167 70.6851 116.01 V . Q 16.250 71.4951 117.60 V Q 16.333 72.3153 119.09 . . V . Q . 16.417 73.1494 121.12 . . V . Q . II 16.500 74.0053 124.28 V Q 16.583 74.8839 127.57 V Q 16.667 75.7778 129.79 . . V . Q . 16.750 76.6886 132.24 V Q II 16.833 77.6213 135.44 V Q II 16.917 78.5859 140.05 . . V . Q • • - 17.000 79.5652 142.20 . . V . Q . . I 17.083 80.5600 144.44 V . Q 17.167 81.5922 149.87 V . Q. 17.250 82.6106 147.88 . . V . Q. . II 17.333 83.6513 151.11 . V . Q 17.417 84.7143 154.35 . . V. Q 17.500 85.8209 160.67 . . V. . Q . 17.583 86.9755 167.64 . . V. . Q . II 17.667 88.1306 167.72 V • Q 17.750 89.2682 165.18 . . V Q 17.833 90.4541 172.20 . . V . Q . 17.917 91.6636 175.62 . . V . Q . I 18.000 92.8766 176.12 . .V Q 18.083 94.1093 178.99 .V Q 18.167 95.3048 173.59 . .V . Q 18.250 96.5268 177.43 . . .V Q - 18.333 97.7698 180.49 . . V Q 18.417 99.0593 187.23 • V Q . 18.500 100.2858 178.08 . . . V Q 18.583 101.5209 179.33 . . . V Q . li 18.667 102.7997 185.69 . . V Q 18.750 104.0123 176.06 . . V Q • 18.833 105.2180 175.07 . . V Q 18.917 106.4307 176.10 . . . V • Q . 19.000 107.6927 183.24 . V Q 19.083 108.8839 172.97 . . • V Q 19.167 110.0499 169.30 . . . V . Q . li 19.250 111.1962 166.44 . . V . Q 19.333 112.2925 159.18 . V .Q 19.417 113.3582 154.74 . . V Q 19.500 114.4130 153.15 . . . V Q . li 19.583 115.4552 151.34 . V Q 19.667 116.4737 147.89 • V Q. 19.750 117.4530 142.19 . . • V Q . 19.833 118.4138 139.51 . . . VQ . li 19.917 119.3558 136.77 . Q 20.000 120.2806 134.28 . . QV FLOW PROCESS FROM NODE .2001.00 TO NODE 2001.00 'IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 15.083 161.8348 265.03 . . V Q . II 15.167 163.7023 271.16 V Q 15.250 165.6124 277.35 • V Q 15.333 167.5658 283.63 . . V Q . I 15.417 169.5609 289.69 V Q 15.500 171.5961 295.52 • V Q 15.583 173.6711 301.29 • V Q 15.667 175.7864 307.13 . . V Q . . II 15.750 177.9451 313.45 V Q 15.833 180.1508 320.27 • V Q . 15.917 182.4088 327.86 . . V Q . . 16.000 184.7297 336.99 . . V Q. . 11 16.083 187.1589 352.72 V Q 16.167 189.9998 412.50 • V Q 16.250 193.2581 473.10 . . V . Q • . 16.333 196.6488 492.34 . . V . Q . . II 16.417 200.0500 493.85 . . V . Q . . II 16.500 203.4799 498.01 . . V . Q . • 16.583 206.9602 505.34 . V . Q . 16.667 210.4940 513.11 V Q. • 16.750 214.0860 521.56 V Q. • 16.833 217.7550 532.74 . . V . Q . 221.5161 546.11 . V . .Q . 1 16.917 17.000 225.3531 557.13 V . .Q 17.083 229.2679 568.43 V Q 17.167 233.2695 581.04 . . V. . Q . 11 17.250 237.3033 585.70 V. Q 17.333 241.4055 595.64 V. • Q 17.417 245.5760 605.57 . . V • Q 17.500 249.8363 618.59 . . V . Q . II 17.583 254.1708 629.38 . .V Q 17.667 258.5260 632.38 .V . Q . 17.750 262.8844 632.84 . . .V . Q . 17.833 267.3123 642.92 . . . V . Q . 17.917 271.7850 649.44 . . V Q 18.000 276.2825 653.04 • V Q . 18.083 280.8211 659.00 . . . V . Q . 18.167 285.3439 656.71 . . . V . Q . 18.250 289.9148 663.68 . . V Q 18.333 294.5281 669.86 V Q . 18.417 299.2086 679.60 . . . V . Q . 18.500 303.8469 673.48 . . . V . Q . li 18.583 308.5147 677.78 . . V . Q . 18.667 313.2474 687.18 ▪ V Q. 18.750 317.9348 680.60 . V . Q . 18.833 322.6363 682.66 . . . V . Q. ill 18.917 327.3659 686.74 . V Q. 19.000 332.1657 696.94 V Q. 19.083 336.9159 689.72 . . . V . Q. II 19.167 341.6617 689.09 . V . Q. 19.250 346.4000 688.00 . V . Q. 19.333 351.0981 682.16 V. Q . 19.417 355.7753 679.13 . V. Q . li 19.500 360.4512 678.95 . V. Q . 19.583 365.1245 678.55 . V Q • 19.667 369.7837 676.52 V Q . 19.750 374.4135 672.24 . . . V Q . li 19.833 379.0345 670.97 . .V Q . 19.917 383.6465 669.66 .V Q . 20.000 388.2511 668.59 . . . . V Q . 20.083 392.8419 666.58 . . . . V Q . li 20.167 397.4352 666.95 . . V Q . 20.250 402.0379 668.32 . V Q . 20.333 406.6443 668.84 . . . . V Q . 20.417 411.2549 669.47 . . . . V Q . II 20.500 415.8284 664.06 V Q 20.583 420.3867 661.87 V Q 20.667 424.9768 666.48 . . . . V Q . 20.750 429.5821 668.69 . . . . V Q . 20.833 434.1249 659.62 . . V Q . 20.917 435.8593 251.84 . . Q V 21.000 436.7426 128.26 . Q . . . V . II FLOW PROCESS FROM NODE 2001.00 TO NODE 1040.00 IS CODE = 4 II » » > MODEL PIPEFLOW ROUTING OF STREAM ««< 11 MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR II EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS • II OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: II PIPELENGTH(FT) = 830.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1500.00 DOWNSTREAM ELEVATION(FT) = 1485.00 I: PIPE DIAMETER(FT) = 7.00 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) li 15.083 265.0 19.8 264.4 .000 15.167 271.2 19.9 270.5 .000 15.250 277.3 20.0 276.7 .000 15.333 283.6 20.1 283.0 .000 15.417 289.7 20.2 289.1 .000 15.500 295.5 20.3 294.9 .000 15.583 301.3 20.4 300.7 .000 15.667 307.1 20.5 306.5 .000 I: 15.750 313.4 20.6 312.8 .000 15.833 320.3 20.7 319.6 .000 15.917 327.9 20.8 327.1 .000 16.000 337.0 21.0 336.1 .000 1: 16.083 352.7 21.2 351.2 .000 16.167 412.5 22.1 406.8 .000 16.250 473.1 22.9 467.6 .000 16.333 492.3 23.1 490.5 .000 I: 16.417 493.9 23.1 493.7 .000 16.500 498.0 23.1 497.6 .000 16.583 505.3 23.2 504.7 .000 16.667 513.1 23.3 512.4 .000 I: 16.750 521.6 23.4 520.7 .000 16.833 532.7 23.5 531.6 .000 16.917 546.1 23.6 544.8 .000 li 17.000 557.1 23.6 556.1 .000 17.083 568.4 23.8 567.4 .000 17.167 581.0 23.9 579.9 .000 17.250 585.7 23.9 585.3 .000 1''! 17.333 595.6 24.0 594.8 .000 17.417 605.6 24.1 604.7 .000 17.500 618.6 24.2 617.4 .000 17.583 629.4 24.3 628.4 .000 17.667 632.4 24.3 632.1 .000 17.750 632.8 24.3 632.8 .000 17.833 642.9 24.4 642.0 .000 17.917 649.4 24.5 648.9 .000 11 18.000 653.0 24.5 652.7 .000 18.083 659.0 24.6 658.5 .000 18.167 656.7 24.5 656.9 .000 18.250 663.7 24.6 663.1 .000 II 18.333 669.9 24.6 669.3 .000 18.417 679.6 24.7 678.7 .000 18.500 673.5 24.7 674.0 .000 I 18.583 677.8 24.7 677.4 .000 .000 18.667 687.2 24.8 686.4 18.750 680.6 24.7 681.2 .000 18.833 682.7 24.7 682.5 .000 18.917 • = - 24.8 C .000 19.000 ►696. • 24.8 696.0 .000 19.083 689.7 24.8 690.4 .000 19.167 689.1 24.8 689.2 .000 II 19.250 688.0 24.8 688.1 .000 19.333 682.2 24.7 682.7 .000 19.417 679.1 24.7 679.4 .000 19.500 679.0 24.7 679.0 .000 II 19.583 678.6 24.7 678.6 .000 II 19.667 676.5 24.7 676.7 .000 19.750 672.2 24.7 672.6 .000 19.833 671.0 24.6 671.1 .000 19.917 669.7 24.6 669.8 .000 20.000 668.6 24.6 668.7 .000 20.083 666.6 24.6 666.8 .000 II 20.167 667.0 24.6 666.9 .000 20.250 668.3 24.6 668.2 .000 20.333 668.8 24.6 668.8 .000 20.417 669.5 24.6 669.4 .000 20.500 664.1 24.6 664.5 .000 20.583 661.9 24.6 662.1 .000 20.667 666.5 24.6 666.1 .000 II 20.750 668.7 24.6 668.5 .000 20.833 659.6 24.6 660.4 .000 20.917 251.8 19.5 290.4 .000 21.000 128.3 15.9 141.7 .000 /O3° /o Yo ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ZOILETO NODE t104I5 CODE = 1 II » HYDROGRAPH ANALYSIS« «< 1 (UNIT - HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 20.900 ACRES BASEFLOW = .000 CFS /SQUARE -MILE II *USER ENTERED "LAG" TIME = .260 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. I VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .110 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .190 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 II VALLEY(UNDEVELOPED) /DESERT: "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .700 DESERT(UNDEVELOPED) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 II MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .448 LOW LOSS FRACTION = .334 * HYDROGRAPH MODEL #1 SPECIFIED* 1 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.05 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 11.31 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 1 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 I 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 I UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 21.00 II II UNIT HYDROGRAPH DETERMINATION INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) li 1 2.863 7.236 2 13.608 27.160 3 33.662 50.688 4 56.672 58.161 5 69.287 31.885 6 76.773 18.920 II 7 81.721 12.507 8 85.289 9.019 9 87.965 6.764 10 90.091 5.375 11 91.812 4.348 12 93.192 3.488 13 94.338 2.899 14 95.246 2.295 I: 15 95.983 1.862 16 96.672 1.741 17 97.220 1.385 18 97.687 1.181 li 19 98.154 1.181 20 98.501 .876 21 98.694 .488 22 98.887 .487 II 23 99.079 .487 24 99.272 .487 25 99.464 .487 26 99.636 .435 Iii 27 99.797 .407 28 99.958 .407 29 100.000 .105 ri I: TOTAL STORM RAINFALL(INCHES) = 11.31 TOTAL SOIL - LOSS(INCHES) = 3.59 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.72 I: TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 6.2500 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 13.4413 II V 2 4 - H O U R S T O R M II RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 II 15.083 6.9396 10.31 Q V 15.167 7.0126 10.59 Q V . 15.250 7.0875 10.88 . Q . .V . II 15.333 7.1648 11.22 Q . .V 15.417 7.2436 11.44 Q. .V 15.500 7.3216 11.33 . Q. .V . 15.583 7.3960 10.80 . Q . . V . I 15.667 7.4663 10.22 . Q . . V . 15.750 7.5374 10.32 Q .V 15.833 7.6130 10.98 . Q . . V . 15.917 7.6975 12.27 Q. V 16.000 7.7991 14.76 .Q v . • 16.083 7.9480 21.62 . . Q . V . 16.167 8.1823 34.02 . . . V Q • 16.250 8.4952 45.44 V Q 16.333 8.8141 46.30 V Q 16.417 9.0321 31.66 . . . QV . II 16.500 9.1947 23.60 Q . V 16.583 9.3299 19.64 • Q V 16.667 9.4515 17.65 • Q V 16.750 9.5619 16.03 . . Q . V II 16.833 9.6637 14.78 . .Q . V • • 16.917 9.7581 13.71 . Q . V. 17.000 9.8462 12.78 . Q . V. 17.083 9.9290 12.02 . Q. . V. II 17.167 10.0068 11.31 Q. . V. 17.250 10.0806 10.71 Q V• 17.333 10.1514 10.28 . Q . . V 17.417 10.2188 9.79 . Q • . v II 17.500 10.2836 9.40 Q V 17.583 10.3463 9.10 Q V 17.667 10.4062 8.70 . Q . V . 17.750 10.4633 8.30 . Q . . .V . II 17.833 10.5191 8.10 Q . .V 17.917 10.5737 7.93 Q V 18.000 10.6271 7.76 . Q . . .V • 18.083 10.6795 7.61 . Q . .V . II 18.167 10.7309 7.47 Q . •V 18.250 10.7817 7.37 . Q . . V 18.333 10.8319 7.29 . Q . . . V 18.417 10.8804 7.05 Q . • V 18.500 10.9280 6.91 . Q • V 18.583 10.9750 6.82 . Q . . V 18.667 11.0214 6.73 . Q . . . V 18.750 11.0671 6.65 Q . • V 18.833 11.1123 6.56 Q V 18.917 11.1570 6.48 Q V f 19.000 11.2011 6.40 . Q . . . V . I 19.083 11.2447 6.33 Q V 19.167 11.2878 6.26 Q V 19.250 11.3304 6.19 . Q . V 19.333 11.3726 6.13 . Q . . . V - II 19.417 11.4144 6.06 Q V 19.500 11.4557 6.00 Q V 19.583 11.4967 5.95 . Q . . V 19.667 11.5373 5.89 . Q . . . V - I 19.750 11.5775 5.84 Q V 19.833 11.6173 5.78 Q • V 19.917 11.6568 5.73 . Q . . V 20.000 11.6959 5.68 . Q . . V I 20.083 11.7347 5.64 Q V 20.167 11.7732 5.59 Q • V 20.250 11.8114 5.55 . Q . . V 20.333 11.8493 5.50 . Q . . V - II 20.417 11.8869 5.46 Q V 20.500 11.9243 5.42 Q • V 20.583 11.9613 5.38 . Q . V II 20.667 11.9981 5.34 Q . . V - 20.750 12.0346 5.30 . Q ▪ V 20.833 12.0709 5.27 . Q • V 20.917 12.1069 5.23 . Q . . V I 21.000 12.1427 5.20 . Q . . . V /05/ i05.0 • II FLOW PROCESS FROM NODE 111111tO NODE S CODE = 10 4 4. 111111111111111111110. II » » >USER SPECIFIED UNIT- HYDROGRAPH « «< II 5 (UNIT- HYDROGRAPH ADDED TO STREAM #5) 11 *USER SPECIFIED DATA: II THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. TOTAL NUMBER OF DATA PAIRS ENTERED = 5 I: DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) TIME(HRS) 1 1 ( .083) 110.00 2 88 ( 7.333) 110.00 1: 3 176 (14.667) 110.00 4 264 (22.000) 110.00 5 340 (28.333) 110.00 1: RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 C TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 257.5757 I: v U S E R - S P E C I F I E D S T O R M R U N O F F H Y D R O G R A P H I: _ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 - 100.0 150.0 200.0 15.083 137.1212 110.00 . . .VQ 15.167 137.8787 110.00 . . .VQ 15.250 138.6363 110.00 . . .VQ . II 15.333 139.3939 110.00 •VQ 15.417 140.1514 110.00 •VQ 15.500 140.9090 110.00 . . .VQ . 15.583 141.6666 110.00 . . .VQ • II 15.667 142.4241 110.00 • Q 15.750 143.1817 110.00 • Q 15.833 143.9393 110.00 . . • Q - 15.917 144.6968 110.00 . . Q - I 16.000 145.4544 110.00 • Q 16.083 146.2120 110.00 . Q 16.167 146.9695 110.00 . . Q 16.250 147.7271 110.00 . . • Q . II 16.333 148.4847 110.00 . • QV 16.417 149.2422 110.00 • QV 16.500 149.9998 110.00 . . • QV I 16.583 150.7574 110.00 • QV 16.667 151.5150 110.00 • QV 16.750 152.2725 110.00 . . • QV 16.833 153.0301 110.00 . . . QV - • 1 16.917 153.7877 110.00 . . • QV . 1 17.000 154.5452 110.00 . . . QV . 17.083 155.3028 110.00 . . . Q V . -I/ 17.167 156.0604 110.00 . Q V 17.250 156.8179 110.00 . Q V 17.333 157.5755 110.00 . . . Q V . II 17.417 158.3331 110.00 . . Q V 17.500 159.0906 110.00 . . Q V 17.583 159.8482 110.00 . . . Q V 17.667 160.6058 110.00 . . . Q V . II 17.750 161.3633 110.00 . . Q V 17.833 162.1209 110.00 . . Q V 17.917 162.8785 110.00 . . . Q V 18.000 163.6360 110.00 . . . Q V . 18.083 164.3936 110.00 . . Q V 18.167 165.1512 110.00 . . . Q V 18.250 165.9088 110.00 . . Q V 18.333 166.6663 110.00 . . . Q V . li 18.417 167.4239 110.00 . . Q V 18.500 168.1815 110.00 . . . Q V 18.583 168.9390 110.00 . . . Q V . 18.667 169.6966 110.00 . . . Q V . 18.750 170.4542 110.00 . . Q V 18.833 171.2117 110.00 . . . Q V 18.917 171.9693 110.00 . . . Q V . 19.000 172.7269 110.00 . . . Q V . ii 19.083 173.4844 110.00 . . Q V 19.167 174.2420 110.00 . . . Q V 19.250 174.9996 110.00 . . . Q V 19.333 175.7571 110.00 . . Q V . 19.417 176.5147 110.00 . Q V • 19.500 177.2723 110.00 . Q V 19.583 178.0298 110.00 . . . Q V . 19.667 178.7874 110.00 . Q V 19.750 179.5450 110.00 . Q V 19.833 180.3026 110.00 . Q V 19.917 181.0601 110.00 . . . Q V . . I: 20.000 181.8177 110.00 . . . Q V . . FLOW PROCESS FROM NODE 1040.00 TO NODE 1040.00 IS CODE = 7 i » STREAM NUMBER 4 ADDED TO STREAM NUMBER 5 ««< a FLOW PROCESS FROM NODE 1040.00 TO NODE 1040.00 IS CODE = 11 1 1 » » >VIEW STREAM NUMBER 5 HYDROGRAPH«< II STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 144.0609 120.31 .V Q 15.167 144.8914 120.59 . . .V Q . 11 15.250 145.7239 120.88 .V Q 15.333 146.5587 121.22 .V Q 15.417 147.3951 121.44 . . .V Q . 15.500 148.2307 121.33 . . .V Q . ill 15.583 149.0627 120.80 . V Q 15.667 149.8906 120.22 . V Q 15.750 150.7193 120.32 . . . V Q . 15.833 151.5524 120.98 . . . V Q . II 15.917 152.3945 122.27 . . . V Q . 1 16.000 153.2537 124.76 . . . V Q . 16.083 154.1602 131.62 . . V Q . 16.167 155.1520 144.02 . V Q . 16.250 156.2225 155.44 V .4 16.333 157.2989f�'3�. 0' .,. . . V .Q . II 16.417 158.2746 141.66 . . V Q . 16.500 159.1947 133.60 • V Q 16.583 160.0875 129.64 • V Q 16.667 160.9666 127.65 . . . V Q . II 16.750 161.8346 126.03 . V Q 16.833 162.6940 124.78 . • Q 16.917 163.5460 123.71 Q . 17.000 164.3916 122.78 . . . Q . I: 17.083 165.2320 122.02 Q 17.167 166.0675 121.31 • Q 17.250 166.8988 120.71 . . . Q • 17.333 167.7272 120.28 . . . Q • II 17.417 168.5522 119.79 . . QV 17.500 169.3745 119.40 . . • QV 17.583 170.1948 119.10 . . . Q V . 17.667 171.0122 118.70 . . . Q V . 17.750 171.8269 118.30 Q V 17.833 172.6403 118.10 • Q V 17.917 173.4525 117.93 . . . Q V • 18.000 174.2635 117.76 . . . Q V . ii 18.083 175.0735 117.61 . . . Q V . 18.167 175.8824 117.47 . . . Q V . 18.250 176.6908 117.37 . . . Q V • 18.333 177.4985 117.29 . . Q V . 18.417 178.3047 117.05 Q V • 18.500 179.1099 116.91 Q V 18.583 179.9144 116.82 . . Q V • I: 18.667 180.7183 116.73 . . Q V 18.750 181.5217 116.65 . ▪ Q V 18.833 182.3244 116.56 . Q V . 18.917 183.1267 116.48 . . . Q V . II 19.O00 183.9283 116.40 Q V 19.083 184.7295 116.33 Q V 19.167 185.5302 116.26 Q V • 19.250 186.3304 116.19 . . . Q V . 19.333 187.1302 116.13 . . Q V . 19.417 187.9296 116.06 . Q V . 19.500 188.7285 116.00 . . . Q V • 19.583 189.5270 115.95 . . . Q V • II 19.667 190.3251 115.89 Q V 19.750 191.1229 115.84 • Q V . 19.833 191.9203 115.78 . . . Q V . . 19.917 192.7174 115.73 . . . Q V . . 11 20.000 193.5141 115.68 . . . Q V . . I I FLOW PROCESS FROM NODE 1040.00 TO NODE 1040.00 IS CODE = 7 » » > STREAM NUMBER 5 ADDED TO STREAM NUMBER 1 « «< /0440 /DSfO II FLOW PROCESS FROM NODE 1111111 TO NODE S CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH««< 11 STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 15.083 305.6401 384.68 VQ 15.167 308.3335 391.09 VQ 15.250 311.0716 397.57 VQ 15.333 313.8553 404.19 . . VQ . 15.417 316.6824 410.50 . . V Q . . 15.500 319.5490 416.24 . . V Q . . 15.583 322.4518 421.49 . . VQ . . 15.667 325.3910 426.76 . . VQ . . 15.750 328.3741 433.14 . V Q. 15.833 331.4083 440.58 V Q. 15.917 334.5033 449.38 . . V Q. 16.000 337.6772 460.86 . . V Q . 16.083 341.0021 482.77 . V .Q 16.167 344.7954 550.78 . . V . Q 16.250 349.0866 623.08 . . V . Q . 16.333 - 353.5413 646.83 . . V . Q - . 16.417 357.9172 635.38 V . Q - 16.500 362.2645 631.23 V. Q . 16.583 366.6329 634.30 . . V. Q - . 16.667 371.0410 640.04 . . V. Q - . li 16.750 375.4954 646.78 . V. Q . 16.833 380.0162 656.43 . . V Q. 16.917 384.6204 668.53 . . V Q. . 17.000 389.2957 678.86 . . V Q . 1: 17.083 394.0440 689.45 V Q 17.167 398.8736 701.25 .V .4 17.250 403.7359 706.01 . .V .Q I: 17.333 408.6606 715.07 . . .V .Q . 17.417 413.6501 724.48 .V . Q 17.500 418.7244 736.79 . V . Q 17.583 423.8725 747.50 . . . V . Q . I: 17.667 429.0433 750.80 . . . V Q . 17.750 434.2161 751.09 . . . V Q . 17.833 439.4510 760.11 . . . V . Q . 17.917 444.7319 766.78 . . . V Q . 1: 18.000 450.0382 770.48 . . V Q 18.083 455.3831 776.08 . . V Q 18.167 460.7163 774.38 . . . V . Q . 18.250 466.0912 780.43 . . . V . Q . I: 18.333 471.5085 786.60 . . . V . Q . 18.417 476.9892 795.80 . . . V . Q . 18.500 482.4363 790.93 . . . V . Q 18.583 487.9061 794.21 . . . V- Q . 18.667 493.4370 803.09 . V . Q . 18.750 498.9317 797.83 . . V Q 18.833 504.4347 799.04 . . . V . Q . 18.917 509.9641 802.86 . . . V . Q . II (19.000 515.5589 812.37 V Q 19.17 521.1150 806.74 V Q 19.167 526.6619 805.41 . . . V . Q . 19.250 532.2012 804.30 . . . V . Q . II 19.333 537.7026 798.81 V . Q 19.417 543.1809 795.46 V . Q 19.500 548.6559 794.97 . . . V. Q . 19.583 554.1279 794.53 . V. Q . 19.667 559.5865 792.59 . V. Q 19.750 565.0166 788.45 V. Q 19.833 570.4358 786.87 . . . V Q . I/ 19.917 575.8456 785.51 V Q 20.000 581.2476 784.37 V Q FLOW PROCESS FROM NODE 1040.0 NODE 1020.00 IS CODE = 4 » » >MODEL PIPEFLOW ROUTI�TREAM « «< li 1 ,11 MODEL ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS II OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 560.00 MANNINGS FACTOR = .013 II UP�S TM ELEVATION(FT) = 1485.00 DOWNSTREAM ELEVATION(FT) = 1483.00 PIPE DIAMETER(FT) = 9.50 I 4 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 384.7 11.8 383.9 .000 15.167 391.1 11.8 390.3 .000 li 15.250 397.6 11.9 396.8 .000 15.333 404.2 11.9 403.4 .000 15.417 410.5 12.0 409.8 .000 15.500 416.2 12.0 415.6 .000 1: 15.583 421.5 12.1 420.9 .000 15.667 426.8 12.1 426.2 .000 15.750 433.1 12.2 432.4 .000 15.833 440.6 12.2 439.7 .000 15.917 449.4 12.3 448.4 .000 16.000 460.9 12.4 459.6 .000 16.083 482.8 12.5 480.3 .000 16.167 550.8 12.9 542.8 .000 16.250 623.1 13.2 615.1 .000 16.333 646.8 13.3 644.2 .000 16.417 635.4 13.3 636.7 .000 1: 16.500 631.2 13.3 631.7 .000 16.583 634.3 13.3 634.0 .000 16.667 640.0 13.3 639.4 .000 16.750 646.8 13.3 646.0 .000 16.833 656.4 13.4 655.4 .000 ii 16.917 668.5 13.4 667.2 .000 17.000 678.9 13.5 677.7 .000 17.083 689.4 13.5 688.3 .000 I: 17.167 701.3 13.5 699.9 .000 17.250 706.0 13.5 705.5 .000 17.333 715.1 13.6 714.0 .000 17.417 724.5 13.6 723.4 .000 17.500 736.8 13.6 735.4 .000 17.583 747.5 13.7 746.3 .000 17.667 750.8 13.7 750.4 .000 17,750 751.1 13.7 751.1 .000 17.833 760.1 13.7 759.1 .000 17.917 766.8 13.7 766.0 .000 18.000 770.5 13.7 770.1 .000 18.083 776.1 13.7 775.4 .000 18.167 774.4 13.7 774.6 .000 18.250 780.4 13.7 779.7 .000 18.333 786.6 13.8 785.8 .000 II 18.417 795.8 13.8 794.7 .000 18.500 790.9 13.8 791.5 .000 18.583 794.2 13.8 793.8 .000 18.667 803.1 13.8 802.0 .000 ' 1/ 18.750 797.8 13.8 798.5 .000 18.833 799.0 13.8 798.9 .000 18.917 802.9 13.8 802.4 .000 19.000 812.4 13.8 811.2 .000 I 19.083 806.7 13.8 807.4 .000 II II 19.167 805.4 13.8 805.6 .000 19.250 804.3 13.8 804.4 .000 11 19.333 798.8 13.8 799.5 .000 19.417 795.5 13.8 795.9 .000 19.500 795.0 13.8 795.0 .000 IR 19.583 794.5 13.8 794.6 .000 II 19.667 792.6 13.8 792.8 .000 19.750 788.5 13.8 789.0 .000 19.833 786.9 13.8 787.1 .000 19.917 785.5 13.8 785.7 .000 20.000 784.4 13.8 784.5 .000 20.083 782.4 13.8 782.6 .000 20.167 782.5 13.8 782.5 .000 II 20.250 783.7 13.8 783.6 .000 .000 20.333 784.3 13.8 784.2 20.417 784.9 13.8 784.8 .000 20.500 780.0 13.7 780.6 .000 20.583 777.4 13.7 777.8 .000 20.667 781.4 13.8 780.9 .000 20.750 783.8 13.8 783.5 .000 20.833 775.7 13.7 776.7 .000 20.917 405.6 11.9 447.6 .000 li 21.000 256.9 10.7 275.4 .000 /0/0 /D2 0 1; FLOW PROCESS FROM NODE .. 11+1 4 1t1I TO NODE 1W• .-•i s IS CODE = 1 » HYDROGRAPH ANALYSIS « «< s 1- c . 194men flow%) (UNIT - HYDROGRAPH ADDED TO STREAM #1) J *o, 6t Mch00( 1; WATERSHED AREA = 28.400 ACRES L aq ' f i►►1 � C Q E 'F BASEFLOW = .000 CFS /SQUARE -MI V *USER ENTERED "LAG" TIME = 259 HO = 08 X /5 k. CAUTION: LAG TIME IS LESS THAN . OURS. _ / Si 5 2 m e/L THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. s = a 25 3 1 I VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .110 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .190 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED) /DESERT: "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .700 DESERT(UNDEVELOPED) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .448 LOW LOSS FRACTION = .334 11 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.05 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 11.31 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: i 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 II 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.175 I II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 21.00 li UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.877 9.883 II 2 13.702 37.179 3 33.902 69.377 4 56.901 78.994 5 69.447 43.091 6 76.898 25.591 7 81.824 16.920 8 85.378 12.207 li 9 88.042 9.149 10 90.160 7.274 11 91.875 5.890 12 93.247 4.713 13 94.386 3.914 14 95.289 3.099 15 96.022 2.518 16 96.711 2.367 li 17 97.250 1.851 18 97.719 1.611 19 98.188 1.611 20 98.516 1.127 I: 21 98.709 •664 22 98.903 .664 23 99.096 .664 24 99.289 .664 25 99.482 .664 26 99.652 .584 27 99.814 .555 28 99.976 •555 29 100.000 .084 TOTAL STORM RAINFALL(INCHES) = 11.31 TOTAL SOIL - LOSS(INCHES) = 3.59 I/ TOTAL EFFECTIVE RAINFALL(INCHES) = 7.72 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 8.4929 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 18.2647 2 4 - H O U R STORM R U N O F F H Y D R O G R A P H 11 HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 11 TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 15.083 9.4315 14.02 . Q • V II 15.167 9.5306 14.39 . 4 • V II 15.250 9.6325 14.79 . Q . .V - • 15.333 9.7376 15.25 . Q . .V . li 15.417 9.8447 15.56 Q .V 15.500 9.9507 15.39 Q .V 15.583 10.0517 14.66 . Q . . V - 15.667 10.1473 13.88 . Q . . V - • 15.750 10.2439 14.03 Q • . V 15.833 10.3467 14.92 Q . . V 15.917 10.4616 16.68 . Q. . V II 16.000 10.5999 20.08 .Q V 16.083 10.8028 29.45 Q V 16.167 11.1224 46.41 V Q 16.250 11.5492 61.98 . . . V . Q II 16.333 11.9823 62.87 V Q 16.417 12.2777 42.89 Q V a 16.500 12.4980 31.99 . Q • V 16.583 12.6815 26.64 . Q V II ii 16.667 12.8464 23.95 Q V 16.750 12.9963 21.76 Q V 16.833 13.1344 20.06 . .Q V - 16.917 13.2626 18.61 . Q V. II 17.000 13.3821 17.35 Q. V. 17.083 13.4945 16.32 Q. V• 17.167 13.6002 15.35 . Q . V. 17.250 13.7004 14.55 . Q . V II II 17.333 13.7965 13.96 Q V - 17.417 13.8880 13.28 Q V i 17.500 13.9759 12.77 . Q V 17.583 14.0610 12.36 . Q . . V II il 17.667 14.1421 11.78 Q V 17.750 14.2197 11.27 Q •V 17.833 14.2955 11.00 . Q - . -V 17.917 14.3697 10.77 . Q - -V 18.000 14.4423 10.54 - Q . . •V s II 18.083 14.5135 10.33 . Q . . .V 18.167 14.5833 10.14 - Q . . •V 3 18.250 14.6522 10.01 . Q . • V 18.333 14.7203 9.90 . Q . • • V 18.417 14.7861 9.55 . Q . • • V - 18.500 14.8508 9.38 . Q . . • V II 18.583 14.9146 9.26 Q V 18.667 14.9776 9.15 Q • V 18.750 15.0397 9.03 . Q . • • V 18.833 15.1011 8.91 Q . V 18.917 15.1618 8.81 Q V 19.000 15.2217 8.70 Q V 19.083 15.2809 8.60 . Q . V 19.167 15.3395 8.50 . Q . . . V - ,' 19.250 15.3974 8.41 Q V 19.333 15.4548 8.32 Q - V 19.417 15.5115 8.24 Q V 19.500 15.5677 8.16 . Q . . V I 1 . 9.583 15.6233 8.08 Q V 19.667 15.6784 8.00 Q V 19.750 15.7330 7.93 . Q . . - V il 19.833 15.7871 7.86 Q V 19.917 15.8408 7.79 Q . V - 20.000 15.8940 7.72 . Q . V 20.083 15.9467 7.66 . Q . . V II 20.167 15.9990 7.60 Q V 20.250 16.0509 7.54 Q V 20.333 16.1024 7.48 . Q V 20.417 16.1535 7.42 . Q . . V I/ 20.500 16.2042 7.36 Q V 20.583 16.2545 7.31 Q V 20.667 16.3045 7.26 - Q . V 20.750 16.3541 7.21 - Q . V I 20.833 16.4034 7.16 . Q . V 20.917 16.4524 7.11 . Q . . . V . 3 21.000 16.5010 7.06 . Q . . . V . ,Il /eye, /OZ O il FLOW PROCESS FROM NODE TO NODE IIIIIIIifIs CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) IR TIME(HRS) VOLUME(AF) Q(CFS) 0.. 225.0 450.0 675.0 900.0 il 15.083 314.6515 397.94 . . VQ . 15.167 317.4388 404.72 . . VQ . li 15.250 320.2737 411.63 . V Q . 15.333 323.1573 418.70 . . V Q . 15.417 326.0867 425.35 . . V Q . . 15.500 329.0551 431.00 . . V Q. . ii 15.583 332.0549 435.58 . V Q. 15.667 335.0857 440.07 V Q. . 15.750 338.1606 446.47 . . V Q. . IM 15.833 341.2917 454.65 . . V Q . 15.917 344.4947 465.07 . V Q 16.000 347.7982 479.66 . . V .Q 16.083 351.3089 509.75 . V . Q . 16.167 355.3667 589.19 . V . Q . OR ii 16.250 360.0297 677.07 . V . Q 16.333 364.8991 707.04 . . V . .4 16.417 369.5791 679.55 . . V. Q . li 16.500 374.1500 663.69 . . V. Q. 16.583 378.6996 660.60 . . V. Q. . 16.667 383.2681 663.35 . . V. Q. . 16.750 387.8672 667.79 . . V Q. . 16.833 392.5188 675.41 . V Q 16.917 397.2420 685.81 . V Q 17.000 402.0290 695.08 . . V Q 17.083 406.8817 704.61 . .V .Q li 17.167 411.8074 715.21 . .V .Q 17.250 416.7661 720.00 .V .4 . 17.333 421.7796 727.96 . . .V . Q . . 17.417 426.8530 736.66 . . . V . Q li 17.500 432.0053 748.12 . . V Q 17.583 437.2300 758.62 . . . V Q 17.667 442.4793 762.20 . . . V . Q . 17.750 447.7295 762.33 . . . V . Q II 17.833 453.0330 770.07 V Q 17.917 458.3828 776.79 ▪ V • Q 18.000 463.7588 780.60 . . . V . Q . 18.083 469.1704 785.77 . . V . Q . II 18.167 474.5748 784.71 V Q 18.250 480.0136 789.71 V • Q 18.333 485.4939 795.74 . . V . Q . 18.417 491.0326 804.22 . . V . Q . 18.500 496.5485 800.91 V Q 18.583 502.0793 803.07 • V Q 18.667 507.6657 811.15 . . V . Q . II 18.750 513.2270 807.50 V Q 18.833 518.7904 807.81 • V Q 18. 524.3772 811.20 V . Q • (j, , 530.0240 819.91 . . . V . Q . 19.083 535.6440 816.03 . . . V . Q . 1 19.167 541.2507 814.08 . . . V . Q . 19.250 546.8488 812.85 . . . V . Q . 19.333 552.4121 807.80 . . . V . Q . 19.417 557.9500 804.11 . . V . Q . II 19.500 563.4816 803.19 . . . V. Q . 19.583 569.0096 802.67 . . . V. Q . I/ 19.667 574.5250 800.83 V. Q 19.750 580.0132 796.89 V Q 19.833 585.4879 794.92 . . . V Q . 19.917 590.9526 793.46 . . . V Q . 20.000 596.4087 792.23 V Q 20.083 601.8515 790.29 .V Q 20.167 607.2929 790.09 . . . .V Q . II 20.250 612.7415 791.13 . .V Q . 20.333 618.1940 791.71 . . V Q 20.417 623.6500 792.22 . V Q . 20.500 629.0765 787.93 . . . . V Q . II 20.583 634.4833 785.07 . V Q 20.667 639.9116 788.18 • V Q 20.750 645.3572 790.71 . V Q . 20.833 650.7556 783.84 . . VQ . il 20.917 653.8873 454.73 Q V 21.000 655.8326 282.45 . Q • V sat) /op/ I: ********************************************* * * * ** ** * * * * * * * * * * * * * ** * * * * * * * ** FLOW PROCESS FROM NODE 020:00 TO NODE 1001:00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< li THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE li INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). li ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1483.00 DOWNSTREAM ELEVATION(FT) = 1481.00 CHANNEL LENGTH(FT) = 710.00 MANNING'S FACTOR = .013 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICINm_ MATED: II MAXIMUM INFLOW(CFS) = COD . Mg)N FoLOWRATE IN EXCE - 50% MAXIMUM INFLOW = 708.00 RMAL VELOCITY FOR Q = 708.00 CFS = 11.53 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .872 II MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 il CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) II (HRS) (CFS) (CFS) (CFS) 15.083 397.9 396.8 396.8 15.167 404.7 403.5 403.5 15.250 411.6 410.4 410.4 15.333 418.7 417.4 417.4 15.417 425.4 424.2 424.2 15.500 431.0 430.0 430.0 II 15.583 435.6 434.8 434.8 15.667 440.1 439.3 439.3 15.750 446.5 445.3 445.3 15.833 454.6 453.2 453.2 15.917 465.1 463.2 463.2 II 16.000 479.7 477.0 477.0 16.083 509.7 504.4 504.4 16.167 589.2 575.0 575.0 16.250 677.1 661.3 661.3 16.333 707.0 701.7 701.7 16.417 679.5 684.5 684.5 il 16.500 663.7 666.5 666.5 16.583 660.6 661.2 661.2 16.667 663.4 662.9 662.9 il 16.750 667.8 667.0 667.0 II 16.833 675.4 674.0 674.0 16.917 685.8 683.9 683.9 17.000 695.1 693.4 693.4 17.083 704.6 702.9 702.9 17.167 715.2 713.3 713.3 17.250 720.0 719.1 719.1 17.333 728.0 726.5 726.5 li 17.417 736.7 735.1 735.1 17.500 748.1 746.1 746.1 17.583 758.6 756.7 756.7 17.667 762.2 761.6 761.6 17.750 762.3 762.3 762.3 17.833 770.1 768.7 768.7 17.917 776.8 775.6 775.6 18.000 780.6 779.9 779.9 li 18.083 785.8 784.8 784.8 18.167 784.7 784.9 784.9 18.250 789.7 788.8 788.8 18.333 795.7 794.7 794.7 ii 18.417 804.2 802.7 802.7 18.500 800.9 801.5 801.5 18.583 803.1 802.7 802.7 18.667 811.2 809.7 809.7 li 18.750 807.5 808.2 808.2 18.833 807.8 807.8 807.8 18.917 811.2 810.6 810.6 II 19.000 819.9 818.4 818.4 19.083 816.0 816.7 816.7 19.167 814.1 814.4 814.4 19.250 812.8 813.1 813.1 li 19.333 807.8 808.7 808.7 19.417 804.1 804.8 804.8 19.500 803.2 803.4 803.4 19.583 802.7 802.8 . 802.8 li 19.667 800.8 801.2 801.2 19.750 796.9 797.6 797.6 19.833 794.9 795.3 795.3 19.917 793.5 793.7 793.7 II 20.000 792.2 792.5 792.5 20.083 790.3 790.6 790.6 20.167 790.1 790.1 790.1 20.250 791.1 790.9 790.9 11 20.333 791.7 791.6 791.6 20.417 792.2 792.1 792.1 20.500 787.9 788.7 788.7 20.583 785.1 785.6 785.6 II 20.667 788.2 787.6 787.6 20.750 790.7 790.3 790.3 20.833 783.8 785.1 785.1 20.917 454.7 513.7 513.7 21.000 282.5 313.3 313.3 PROCESS SUMMARY OF STORAGE: I/ INFLOW VOLUME = 772.639 AF OUTFLOW VOLUME = 772.638 AF LOSS VOLUME = .000 AF II • II FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 1222.370 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 2.745 HOURS VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .110 I FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .190 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED) /DESERT: • "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .700 I DESERT(UNDEVELOPED) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .448 LOW LOSS FRACTION = .334 * HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 li SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.05 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 11.31 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: li 5- MINUTE FACTOR = .950 30- MINUTE FACTOR = .950 1 -HOUR FACTOR = .950 I 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .995 11 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 3.036 li RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 21.00 II UNIT HYDROGRAPH DETERMINATION I INTERVAL "S" GRAPH UNIT HYDROGRAPH ■ NUMBER MEAN VALUES ORDINATES(CFS) j 1 .234 34.543 1 2 .701 69.085 3 1.168 69.085 I' 4 1.636 69.097 5 2.142 74.830 6 2.738 88.088 7 3.393 96.820 8 4.074 100.695 9 4.826 111.112 10 5.718 131.913 II 11 6.654 138.362 12 7.729 159.014 13 8.855 166.409 14 10.007 170.253 I' 15 11.210 177.872 II 16 12.568 200.787 17 14.238 246.797 II 18 15.764 225.627 19 17.386 239.768 20 19.210 269.715 21 21.086 277.340 22 23.136 302.999 23 24.965 270.356 24 26.862 280.508 25 29.083 328.246 26 31.308 329.008 27 33.433 314.076 28 36.046 386.232 II 29 38.242 324.687 30 40.552 341.486 31 43.375 417.385 32 46.372 443.042 II 33 48.924 377.276 34 51.144 328.082 35 52.986 272.285 36 54.663 247.990 II 37 56.357 250.451 38 57.973 238.909 39 59.516 228.099 40 60.952 212.188 41 62.202 184.869 42 63.403 177.432 43 64.441 153.554 44 65.491 155.184 li 45 66.587 161.979 46 67.682 161.947 47 68.710 152.010 48 69.407 102.972 li 49 70.330 136.411 50 71.367 153.402 51 71.927 82.693 52 72.603 100.025 II 53 73.310 104.499 54 73.985 99.701 55 74.861 129.508 56 75.467 89.678 57 76.006 79.673 58 76.591 86.361 59 77.123 78.650 60 77.624 74.133 61 78.126 74.242 , 62 78.617 72.546 1 63 79.090 69.920 II 64 79.562 69.741 65 80.020 67.700 66 80.482 68.358 67 80.933 66.655 68 81.336 59.518 69 81.738 59.535 70 82.133 58.377 71 82.524 57.781 72 82.872 51.444 73 83.196 47.924 74 83.520 47.906 75 83.861 50.411 II 76 84.223 53.524 77 84.583 53.099 78 84.885 44.680 II 79 85.150 39.217 80 85.413 38.893 81 85.668 37.644 82 85.919 37.165 II 83 86.187 39.640 i 84 86.507 1 ii 47.228 85 86.764 37.970 II 86 87.000 34.865 87 87.234 34.688 88 87.465 34.172 89 87.696 34.098 II 90 87.927 34.103 91 88.157 33.974 92 88.377 32.544 93 88.590 31.578 94 88.800 30.977 95 89.002 29.887 96 89.203 29.687 97 89.404 29.681 II 98 89.604 29.650 99 89.805 29.614 100 89.983 26.367 II 101 102 90.150 24.703 90.317 24.680 103 90.487 25.149 104 90.650 24.155 105 90.813 24.031 106 90.975 24.006 107 91.138 23.976 108 91.300 24.021 109 91.462 23.985 110 91.625 24.033 111 91.787 24.002 112 91.950 24.039 li 113 92.112 23.999 114 92.256 21.219 115 92.385 19.097 116 92.505 17.717 117 92.622 17.360 118 92.740 17.406 119 92.857 17.358 120 92.975 17.334 121 93.092 17.369 122 93.210 17.399 123 93.327 17.351 li 124 93.444 17.318 125 93.562 17.381 126 93.679 17.373 127 93.797 17.358 . li 128 93.907 16.302 129 94.004 14.388 130 94.102 14.381 131 94.199 14.430 I/ 132 94.296 14.355 133 94.394 14.391 134 94.491 14.386 1 135 94.588 14.343 II 136 94.679 13.398 137 94.761 12.099 • 138 94.842 12.071 139 94.924 12.034 1/ 140 95.005 12.083 141 95.087 12.086 142 95.169 12.085 143 95.251 12.068 144 95.332 12.102 145 95.413 11.979 146 95.486 10.789 147 95.552 9.735 148 95.618 9.642 149 95.683 9.684 150 95.748 9.674 1 II TOTAL STORM RAINFALL(INCHES) = 11.25 TOTAL SOIL - LOSS(INCHES) = 3.58 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.67 1 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 365.1520 II v TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 747.5729 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 15.083 282.7399 395.47 . . V Q. . 15.167 285.4920 399.60 . . V Q. . II 15.250 288.2740 403.95 . V Q 15.333 291.0880 408.59 V Q . 15.417 293.9312 412.84 . . V Q . 15.500 296.8002 416.58 . . V Q . 15.583 299.6977 420.71 . V .Q 15.667 302.6270 425.34 . . V .Q 15.750 305.5919 430.50 . . V .Q . 15.833 308.5964 436.25 . V .Q 15.917 311.6491 443.25 . V . Q 16.000 314.7707 453.26 . . V . Q 16.083 318.0627 478.00 . V . Q 16.167 321.5083 500.31 . V . Q . 16.250 324.9996 506.93 . V . Q . 16.333 328.5338 513.18 . . V Q 16.417 332.1344 522.80 . . V . Q • . 16.500 335.8283 536.35 . V . Q 16.583 339.6011 547.81 V . Q • 16.667 343.4408 557.52 . . V . Q 16.750 347.3628 . 569.47 . V . Q . li 16.833 351.3996 586.15 . . V . Q. . 16.917 355.5103 596.86 . . V. Q. . 17.000 359.7251 611.99 . V. Q . 17.083 364.0035 621.23 . . V. .4 . I/ 17.167 368.3353 628.96 . V. .Q 17.250 372.7474 640.64 . . V. . Q 17.333 377.2883 659.34 . . V . Q . 17.417 381.9935 683.20 . . V Q . I/ 17.500 386.6753 679.80 V Q 17.583 391.4374 691.45 V • Q 17.667 396.3124 707.86 . . .V Q . 17.750 401.2444 716.12 . . .V Q . II 17.833 406.2559 727.67 .V Q 17.917 411.1803 715.02 . V • Q 18.000 416.1541 722.21 . . . V . Q • II 18.083 421.2776 743.92 . . V Q 18.167 426.4234 747.17 . . V Q • 18.250 431.5561 745.27 . . V Q 18.333 436.8908 774.60 . . . V . Q . 11 18.417 442.0671 751.60 V Q 18.500 447.3256 763.53 • V Q • 18.583 452.7996 794.83 . . • V Q. 18.667 458.2939 797.77 . . . V . Q. II 18.750 463.5088 757.21 . . . V . Q . i 18.833 468.4847 722.50 . . . V . Q . 18.917 473.2372 690.07 . . . V . Q 19.000 477.8809 674.26 . . V Q II 19.083 482.4856 668.60 V Q 19.167 487.0047 656.18 . . . V . Q . 19.250 491.4283 642.30 . . V . Q . 19.333 495.7424 626.42 V .Q 19.417 499.9175 606.22 V Q 19.500 504.0088 594.05 . . . V Q. . II 19.583 507.9925 578.44 VQ 19.667 511.9433 573.66 VQ 19.750 515.8728 570.57 VQ . 19.833 519.7513 563.15 . . VQ . . 19.917 523.5331 549.12 . QV . 20.000 527.1422 524.04 Q V 20.083 530.8117 532.82 Q V . 20.167 " 534.4713 531.36 . . . Q V . . 20.250 537.8925 496.75 . . . Q V . . li 20.333 541.3263 498.59 . . . Q V . . 20.417 544.7495 497.04 . . . Q V. 20.500 548.1416 492.54 . . . Q V. . 20.583 551.5696 497.75 . . . Q V. . 20.667 554.8416 475.09 . . . Q V. . 20.750 558.0503 465.90 . . . Q V. 20.833 561.2440 463.73 . . . Q V . ll 20.917 564.3890 456.65 . . Q V . 21.000 567.4931 450.71 . . . Q V /00/ /op/ r*********** ********************************* ** * * ** * * * **** * * *** * * * * * * * * * * * ** FLOW PROCESS FROM NODE E * 8 TO NODE -,IctIg.,17ES CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< II STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) li TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 t 15.083 596.9006 792.23 . V Q . 15.167 602.4317 803.11 . V Q . 15.250 608.0401 814.34 V Q. . 15.333 613.7289 826.02 . . V Q. . li 15.417 619.4934 837.00 . V Q. 15.500 625.3237 846.56 . . V Q. 15.583 631.2154 855.47 . . V Q j 15.667 637.1700 864.61 . . V Q 11 15.750 643.2018 875.82 V Q 15.833 649.3274 889.43 V Q 15.917 655.5702 906.45 . . V .Q . 16.000 661.9773 930.31 . . V .Q . II 16.083 668.7429 982.36 V Q 16.167 676.1483 1075.27 V Q 16.250 684.1942 1168.26 . . V . Q 16.333 692.5609 1214.84 . V . Q . II 16.417 700.8754 1207.27 V . Q 16.500 709.1597 1202.88 V . Q . 16.583 717.4860 1208.97 . . V . Q . . 16.667 725.8907 1220.38 . V. Q . 16.750 734.4064 1236.47 V. Q. 16.833 743.0854 1260.20 V. Q. 16.917 751.9064 1280.81 . . V. Q 17.000 760.8969 1305.41 . . V Q . II 17.083 770.0162 1324.13 . . V .Q 17.167 779.2606 1342.28 . V .Q 17.250 788.6254 1359.78 . . V .Q I 17.333 798.1700 1385.87 . .V . Q 3 a 1 z II 17.417 807.9379 1418.30 . .V Q . 17.500 817.7579 1425.87 . . .V • Q . 17.583 827.7316 1448.19 . . .V Q 17.667 837.8516 1469.42 . . . V Q . 17.750 848.0335 1478.42 . . . V Q . t II 17.833 858.3390 1496.36 V Q • 17.917 868.6049 1490.60 . V • Q • 18.000 878.9501 1502.12 V • Q . I 18.083 889.4788 1528.76 . . . V Q 1 18.167 900.0302 1532.07 V Q 18.250 910.5955 1534.08 V Q • 18.333 921.4031 1569.25 . . V Q • 1 18.417 932.1077 1554.30 . . V • Q 18.500 942.8861 1565.03 V Q i II 18.583 953.8882 1597.51 V Q • s 18.667 964.9590 1607.47 . V Q • 18.750 975.7397 1 . . V Q • 18.833 986.2786 1530.25 V Q • 18.917 996.6138 1500.66 V Q • 19.000 1006.8930 1492.61 . . . V . Q • 19.083 1017.1230 1485.33 . . . V . Q . 19.167 1027.2510 1470.60 . . . V . Q . 19.250 1037.2740 1455.37 . . . V . Q . 19.333 1047.1580 1435.12 . . . V . Q . 19.417 1056.8760 1410.99 . V . Q . 1 11 19.500 1066.5000 1397.40 . V . Q 19.583 1076.0120 1381.20 . . V . Q 19.667 1085.4800 1374.82 . . . V . Q . ' li 19.750 1094.9030 1368.16 . V . Q . 19.833 1104.2590 1358.43 . V.Q . 19.917 1113.5070 1342.84 . . . V.Q . 1 20.000 1122.5730 1316.49 . . . VQ . II 20.083 1131.6880 1323.46 . . . V.Q . 20.167 1140.7890 1321.49 . . . VQ . 20.250 1149.6580 1287.70 . . . Q . 20.333 1158.5430 1290.19 . . Q . ' li 20.417 1167.4220 1289.17 . 4 20.500 1176.2460 1281.24 . Q 20.583 1185.0840 1283.33 . . QV . 20.667 1193.7810 1262.71 . . . Q.V . 20.750 1202.4320 1256.16 . Q.V 20.833 1211.0330 1248.80 . . Q.V 20.917 1217.7150 970.32 . . . Q . V . 21.000 1222.9770 764.03 . . Q . V - • li 1 END OF FLOOD ROUTING ANALYSIS i 1/ .. t 1 i j 1 9 II S t 11 1 11 i . APPENDIX B FUTURE CONDITIONS HYDROLOGIC ANALYSIS I 1 HAHYDROLOG \SR3OSTreporidoc 12 1 I 1 ,3Asw 4 )0 (FUrvac GJwh) PROJECT: S4iI I3E1A/A4 0 Rap 347 Heock. ATE: 3- 34 -' 8 1 Do, JAI P2oz 2.05,01 ENGINEER Apr 9 '1 1. Enter the design storm return frequency (years) /oo 2. Enter catchment lag (hours) A/41 3. Enter the catchment area (acres) /� 0 1 4. Enter baseflow (cfs,/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed /oo Foothill -- I Mountain _ Valley: Undeveloped Desert 1 6. Enter maximum loss rate, F (inch/hour) p, 37o 1 7. Enter low loss fraction, Y (decimal) p , Col 5 8. Enter watershed area - averaged 5- minute point rainfall LL (inches)* D ■ s V 1 Enter watershed area - averaged 30- minute point rain- fall Cinches)* / 18 Enter watershed area - averaged 1 -hour point rainfall (inches)* J . Sr I Enter watershed area - averaged 3 -hour point rainfall 2 $ S (Inches)* I En(incheter S watershed area - averaged 6-hour point rainfall 41 sa Enter watershed area - averaged 24 -hour point rainfall 1 (Indies)* /o. 9. Enter 24 -hour storm unit interval (minutes) • S 1 0 1 *Note: enter values unadjusted by depth-area factors P 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM E - 28 Figure E-7 . -- . - - // • 11 1..N1-w M N..rrM1t..n ......1111,11•1111.11111 •NM - MY/. .. - .n1 -- .��- .11111-- / / / /..��- I///•11n ._MMMMMM•1 1111 Mm ■MMMMM•M EM. •• /• //MMM. /M/ WE •• M•• n.MM •MM MMM.MI SI II MM MM SWIM MMM•• M■ ■•a seam .....Is MM.•■ ■■• /MMM.•.. .••••• 1111111 M M M• w_MM`I 1111•••.••••■■•.•■ i M ■_m IIIIII..rr ■•GI •••M•.••m1 ' 1111.. u - s_Mm -N- - �_-l...... R• .tt/MM. -- - _ ..... - . --- ■tiMM...r..rt IMMI nnuus ■aNNnNuulnmrnanu1111u1■■�n� ONEMOM■ �nunusunn�nuumunis mnim/snuss■nlm tlll■ m1111n11�■ It■ anne��11111nInn�n�1�111H1n ■ ■ \�m�N ��■■ ��N1111111t111•Y011111111111■■ W �ON1■1■1■•1� 50 .0 - - --- __ - == ------ ..- - _ - - : :. _---- _---- `__.:..-- -- - -W- -_ - -_ :: _ __-_� M. __ := ..M • 111.1.1 . MMM - - -- - _._fl. .M..YMMM.• IMMM Y n/ . 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FIGURE 0-3 1 1 , , 3.5 3.5 1 3 3 1 1 2.5 2.5 co W _ f, Z Z = 2 2 H a W _ O � 1.5 1.5 _Z Q E cc 9 ,--;- -- IoiQ- 0W4=l.oS E ico. . 1 .11 1.55 1 /i' 1 �r� / 1 / 1 2 -1-1. =1.23' / 0.5 / 0.5 1 1 BASoi 90 0 0 1 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE I 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 —YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR • 0.95' AND 100 -YEAR CNE HOUR a1.60" , 25 -YEAR ONE HOUR • I.IS ". REFERENCEsNOAA ATLAS E, VOLUME 3Z— CAL.,1973 RAINFALL DEPTH VERSUS 1 SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 I 1 DMJ M —*rnative-*" Basin No. 90 wig Checked: Q q I Approved: i 1 Catchment Time of Concentration Lag (hours) =0.8 x T where: T = Kirpich's Formula for Time of Concentration 1 , = 0.0078 x L °'n x Sa3e5 L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: E L (ft) = 2,010 High Elev = 1,575.. . Low Elev = 1,518 Calculations: S = 0.0284 ft/ft T = 10.7 (Minutes) Lag = 8.597 (Minutes) 0.143 (hours) ...,. , I , 1 , 3 1 1 1 devlaft Page 1 3/31/98 4:16 PM D MJ M — Basin No. 90 Checked: a Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 160.78 169 160.78 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 160.78 249 160.78'' • 1.55 1 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.00 0.56 2 4.50 160.22 721 160.78 4.50 100 -Year, 24-Hour Rainfall: ‘.., Isohyetal Area Weighted (inches) (acres) .Average 10.00 160.78 1608 rj 160.7814 10.00 1 devlaft Page 2 3/31/98 4:16 PM DMJ M Vitternatrinri - Basin No. 90 Design: Checked: Q PI , Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) III 1 P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) ( in/hr) Residential Planned Community 1.00 A 32 0.74 0.50 0.3700 0.3700 Maximum Watershed Loss Rate - Fm (in /hr) = 0.370 Area-Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC 111) Area (Y) Area (Y) Residential Planned Community 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S)'P24] Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 devlait Page 3 3/31/98 4:16 PM 1 8 ASiN 100 (ALT 1) C ffNiTifil.k._ Cam. PROJECT: SANeERNARDN0 gcu'T+s -3a 14yM0t06Y DATE: 6r-Zo -97 ,# bw.rm PRaz . : ?475. Of ENGINEER: a1 9S6N. 07_,_____ E ,.... c m. / 1. Enter the design storm return frequency (years) / K 4 2. Enter catchment lag (hours) -- 33 ✓..2.`') 3. " Enter the catchment area (acres) -1 32 '37 4. Enter baseflow (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed /. Foothill Mountain — Valley: Undeveloped — Desert - E 6. Enter maximum loss rate, F (inch/hour) 0.370 7. Enter low loss fraction, Y (decimal) o• 6 i 8 8. Enter watershed area - averaged 5-minute point rainfall (inches)* O. 5 7 Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall /.ss (inches)* Enter watershed area - averaged 3 -hour point rainfall 2.85- (inches)* I Enter watershed area - averaged 6 -hour point rainfall (inches)* *SD 1 Enter watershed area - averaged 24 -hour point rainfall (inches)* /0. DO 9. Enter 24 -hour storm unit interval (minutes) -S I *Note: enter values unadjusted by depth-area th -area factors 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM E Figure E7 E -28 •• Ulm MM MINIMUM! 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FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR s 0.95" AND 100 -YEAR CNE HOUR s 1.60" , E5 -YEAR ONE HOUR s1.18". REFERENCE•NOAA ATLAS 2, VOLUME a- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR 1 HYDROLOGY MANUAL PARTIAL DURATION SERIES n_'7 vim loc n_9 � 141terrmtI - Basin No. Design: DMJM chedced: y Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: Tc = Kirpich's Formula for Time of Concentration C = 0.0078 x L x S ° L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT /FT Input Data: L (ft) = 4,800 High Elev = 1,638 _ Low Elev = 1,518 Calculations: s= 0.0250 ft/ft Tc = 22.1 (Minutes) Lag = 17.641 (Minutes) 0.294 (hours) c E 1 1 1 1 devlalt Page 1 3/31/98 4:17 PM DMJ M - Basin No. 100 Design: Checked: Ga Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 160.78 169 160.78 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 160.78 249 160.78 1.55 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted � (inches) (acres) Average 4.00 0.56 2 4.50 160.22 721 k 160.78 4.50 100 -Year, 24-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10.00 160.78 1608 160.7814 10.00 1 _.. .. 1 deviaft Page 2 3/31/98 4:17 PM r fraZlaei^+ Basin No. DMJM Design: o+ 1111111111101.11SONstaisrosio Checked: -111-- I Approved: Watershed Loss Determinations A ntecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC 111) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) ( in/hr) (in/hr) Residential Planned Community 1.00 A 32 0.74 0.50 0.3700 0.3700 Maximum Watershed Loss Rate - Fm (in/hr) = 0.370 Area- Averaged LOW toss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC 11) (AMC III) Area (Y) Area (Y) Residential Planned Community 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 __ Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y {.. E 1 1 1 devlaft Page 3 3/31/98 4:17 PM 1 , 1 BASIN 21)0 (r PROJECT: 9w8fltM4014O R ia 3 H yDR0L% DATE: 6-20-97 DMJM PRRT. # • Zr75. 01 ENGINEER: j- a56W i "f ' 1 cwKDI 1. Enter the design storm return frequency (years) 100 1 2. Enter catchment lag (hours) --a4- D, Z os' 3. Enter the catchment area (acres) -6471-4 fps 3<0 C 4. Enter baseflow (cfs/square mile) i' 5. Enter S -Graph proportions (decimal) Valley: Developed 1 . 0 Foothill - Mountain Valley: Undeveloped — Desert — 6. Enter maximum loss rate, F (inch/how) 0.417 7. Enter low loss fraction, Y (decimal) O. S20 8. Enter watershed area - averaged 5- minute point rainfall (inches)* o_ 58 Enter watershed area - averaged 30- minute point rain- fall (inches)* I - /5' 2 Enter watershed area - averaged 1 -hour point rainfall /� (inches) 10 Enter watershed area - averaged 3 -hour point rainfall Z -$ � (inches)* I Enter watershed area - averaged 6 -hour point rainfall (inches)* 4 oZ I Enter watershed area - averaged 24 -hour point rainfall (inches)* /O.00 9. 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PROJECT LOCATION - SAN�Er��lAl23 R�� t cta qi4 SAN BERNARDINO COUNTY INTENSITY - DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET D ___ FIGURE 0- 3 1 DMJ M Basin No. 200 Aga: Checked: 4 f Approved: Catchment Time of Concentration Lag (hours) =0.8 x T� where: T = Kirpich's Formula for Time of Concentration = 0.0078 x L x S L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: L (ft) = 2,900 High Elev = 1,580 Low Elev = 1,515 Calculations: s= 0.0224 ft/ft T� = 15.6 (Minutes) Lag = 12.482 (Minutes) t E devlalt Page 1 3/31/98 4:17 PM DMJM Basin No. 200 Design: Checked: q N: • Approved: Area Averaged Point Precipitation Determination 10 - Year, 1 - Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 64.13618 67 64.13618 1.05 100 - Year, 1 - Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 64.13618 99 64.13618 1.55 100 - Year, 6 - Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.00 60.94109. _... 244 4.50 3.195064 14 64.13616 4.02 100 - Year, 24 Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10.00 64.13618 641 64.13618 10.00 1 1 1 devl aft Page 2 3/31/98 4:17 PM 1 B asin No. 200 DMJ M Design: Coed: Q r Approved: • Watershed Loss Determinations Antecedent Moisture Condition (AMC) III 1 P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm I Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC 111) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) ( in/hr) (in/hr) 1 Residential Community 0.32 A 32 0.74 0.50 0.3700 0.1177 Public - Recreational 0.61 A 44 0.57 0.85 0.4845 0.2934 Community Mixed Use (commercial) 0.06 A 32 0.74 0.10 0.0740 0.0046 Public Facility 0.01 A 32 0.74 0.10 0.0740 0.0011 1.00 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.417 E Area Averaged Low Loss Fraction, Ybar Area Wt. E Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Residential Planned Community 0.32 A 32 52.0 9.2308 0.3824 0.1217 Public - Recreational 0.61 A 44 64.0 5.6250 0.5432 0.3289 Community Mixed Use - (commercial) 0.06 A 32 52.0 9.2308 0.3824 0.0238 Public Facility 0.01 A 32 52.0 9.2308 0.3824 0.0055 1.00 Area Averaged Storm Yield = 0.480 I Low Loss Fraction (Ybar) = 0.520 Equations: S = (1000 /CN) -10 I Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S)'P24] Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 1 1 1 devlalt Page 3 3/31/98 4:17 PM • A' 4 1 i4Sp) 3 ( F-Lirvac . • PROJECT: . AagaaalAMDWo TTS3v RYDRot.o y DATE: 6-20-97 p.vunn ptza . 2,75. 01 ENGINEER: -M f.- 1g4 1. Enter the design storm return frequency (years) /Oa 1 2. Enter catchment lag (hours) -e- :r Oa 030 3. Enter the catchment area (acres) —{,A 9S 33.34 4. Enter baseflow (cfs/square mile) e 1 S. Enter S -Graph proportions (decimal) Valley: Developed /. D Foothill — Mountain — Valley: Undeveloped — Desert — 6. Enter maximum loss rate, F (inch/hour) 0.4.4.4. E 7. Enter low loss fraction, Y (decimal) 0.61$ 8. Enter watershed area- averaged 5- minute point rainfall 0. 1 (inches) sae povla S GIVII.IS fott Enter watershed area - averaged 30- minute point rain- I -r of fall (inches) * /. / 9 Ass ' Enter watershed area - averaged 1 -hour point rainfall (inches)* /.S5 1 Enter watershed area averaged 3 - hour point rainfall ?.SO (inches) * I Enter watershed area - averaged 6 -hour point rainfall (inches) * +. I o I Enter watershed area - averaged 24 -hour point rainfall (inches)* (D. CO t 9. Enter 24 -hour storm unit interval (minutes) S *Note: enter values unadjusted by depth -area factors 1 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM _ Figure E E -28 __ N..-- ■1111 1111..■ , 11 .1.- -1.. ` .N.1 III .1.1 1111 ■N - - -- 1•• .. .N -. N11 - MI-- -....1 1111.. ..MI- - MIN. N•w...•..•1 .111-. 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I .Mm• ESN m1o� I1C� IS .1M ■m■ Imam m••m• t .m•/ttNI1I.11M /1 C .. ram E mm•Nm sommo ms=NM I Mm.•ms•11 = I1.HIIIMMIall MI III.. 1w1• iuuuI....•p. m�■�.u....iuiiiinll M w�■•■SE: I ■■ I IIII :Bi UUI •uu•.•i• Mu ,i... n i..u. 1 lmuIUIuIn. hII ■ � 11 111 1N.u..uuu. 0.1 UM RI la 1111.111111•11111111111 U11111 HUI 111.11111111111111111111111111111111MIMEIMIll IUD MI 1111111111111111111111111111111 MU■1I11■ 5 10 20 30 40 50 100 200 300 400500 1000 1) 54Nraig I STORM DURATION- MINUTES C.44 kilo ; PROJECT LOCATION 5 , b,n1D -Z 3 HYDP-"eN g' 1 00ye: 1- N1,1,1_� 1.5 b -µ mg.= 4.10 3- N�- e. =Z.' o NOTES J 1 • SAN BERNARDINO COUNTY AREA - AVERAGED MASS RAINFALL HYDROLOGY MANUAL PLOTTING SHEET E -29 -- FIGURE E-8 B asin No. 300 Design: D MJ M Checked: Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: Tc = Kirpich's Formula for Time of Concentration = 0.0078 x L ° ' " x S-° L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT /FT Input Data: ' - L (ft) = 2,200 H igh Elev = 1,525 Low Elev = 1,495 Calculations: s= 0.0136.ft/ft Tc = 15.3 (Minutes) Lag = 12.218 (Minutes) 1 _ E devlalt Page 1 3/31/98 4:17 PM DMJ M Basin No. 300 Design: Checked: a If Approved: Area Averaged Point Precipitation Determination 10 - Year, 1 - Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 69.85002 73 69.85002 1.05 100 - Year, 1 - Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 69.85002 108 69.85002 1.55 100 - Year, 6 - Hour Rainfall: Isohyetal Area Weighted 1 (inches) (acres) Average 4.00 55.33 221 4.50 14.52 - 65 69.85002 4.10 100 - Year, 24 Rainfall: 1 Isohyetal Area Weighted (inches) (acres) Average 10.00 69.85002 699 69.85002 10.00 1 1 1 1 1 devlalt Page 2 3/31/98 4:17 PM DMJM Basin No. soo Checked: G � Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth • Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC ill) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) ( in/hr) Single Family Residential 1.00 A 32 0.74 0.60 0.444 0.4440 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.444 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Single Family Residential 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S= (1000/CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 1 1 1 1 devialt Page 3 3/31/96 4:17 PM 1 1 FAST 4 (ACT ( VRE_ C.c1\1D•) . PROJECT: <,vJ BFX /1D)iJb R , l -3o F fo2in. el DATE: 6 - 9 ' D TM PF-o.7 #: 2_175. 01 ENGINEER: V 1. Enter the design storm return frequency (years) I oa 1 2. Enter catchment lag (hours) _.y} 0,2 6 S 3. Enter the catchment area (acres) ___ 78 Z /42 , 4. Enter baseflow (cfs/square mile) ,® E 5. Enter S -Graph proportions (decimal) Valley: Developed / - Foothill Mountain — Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/how) 0 -370 7. Enter low loss fraction, Y (decimal) 0 -6 S 8. Enter watershed area- averaged 5- minute point rainfall (inches)* 0 .57 56E B IN Enter watershed area - averaged 30- minute point rain- 100 ACT' fall (inches) * 1.1 7 Enter watershed area - averaged 1 -hour point rainfall (inches)* /.5. ..) E Enter watershed area - averaged 3 -hour point rainfall 2 , 8S (inches)* 1 Enter watershed area - averaged 6 -hour point rainfall (inches)* 1. , I Enter watershed area - averaged 24 -hour point rainfall �D. [x7 (inches)* I 9. Enter 24 -hour storm unit interval (minutes) S *Note: enter values unadjusted by depth -area factors 1 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM -E- 2 8 Figure E 7 . AIternattV 1 Basin No. 400 Design: DMJM Cam: "'''► Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: T = Kirpich's Formula for Time of Concentration = 0.0078 x L°17 x S41385 L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: L (ft) = 3,550 High Elev = 1,625 Low Elev = 1,555 Calculations: s= 0.0197 ft/ft T� = 19.2 (Minutes) Lag = 15.323 (Minutes) 1 1 c i 1 1 1 devlal Page 1 3/31/98 4:17 PM 111 DMJ M Aftecuatigirt- Basin No. 400 Design: ` � Checked: G-4 Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) III ® P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth ® Area Averaged Maximum Loss Rate, Fm I Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C -6) (Fig. C-4) (in/hr) ( in/hr) Residential Planned Community 1.00 A 32 0.74 0.50 0.37 0.3700 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.370 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Residential Planned Community 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)"2]/((P24 + 0.8S) *P24] Y = [(P24 - 0.2S)A2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 1 devi alt Page 3 3/31/98 4:17 PM # 411111111111111111. i l3& S /IV 400 5 &41 r021.; cam./) PROJECT: S4 N 6E1WAA l DOW Ro U 1 3:3 A y DATE: 3-30-011 1 Ds retXrn 11201 gi 2/75 ,o I z° Gr ENGINEER: A #.. 1. Enter the design storm return frequency (years) /Oct 1 2. Enter catchment lag (hours) 0 1 1 4 7 3. Enter the catchment area (acres) 31, a 2 1 4. Enter baseflow (cfs/square mile) $- 5. Enter S -Graph proportions (decimal) Valley: Developed /• c Foothill Mountain Valley: Undeveloped Desert .... 6. Enter maximum loss rate, F (inch/hour) 0, 7O 7. Enter low loss fraction, Y (decimal) D . C01 9 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Q , S — 7 1 Enter watershed area- averaged 30- minute point rain- fall ( I n c h e s ) * I , 1 7 Enter watershed area - averaged 1 -hour point rainfall / . S S Enter watershed area - averaged 3 -hour point rainfall Z . 65 I Enter , watershed area - averaged 6-hour point rainfall 4. so Enter watershed area - averaged 24 -hour point rainfall 1 (inches)* /D, o', 9. Enter 24 -hour storm unit interval (minutes) g I *Note: enter values unadjusted by depth-area factors 1 II SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM 1 E -28 Figure E7 DMJ M —*itern l Basin No. 4005 Design: Checked: — 017 — Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: Tc = Kirpich's Formula for Time of Concentration = 0.0078xL ° '"xe ms L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT /FT 1 Input Data: L (ft) = 2,150 High Elev = 1,555 Low Elev = 1,490 Calculations: s= 0.0302 ft/ft Tc = 11.0 (Minutes) Lag = 8.834 (Minutes) 1 1 devlait Page 1 3/31/98 5:20 PM - Basin No. 400S Design: DMJ M coed: Gni - 3 Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted • (inches) (acres) Average 1.05 78.72 83 78.72 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 78.72 122 78.72 1.55 100 -Year, 6 -Hour Rainfall: ii Isohyetal Area Weighted (inches) (acres) Average 4.50 78.72 354 78.72 4.50 100 -Year, 24-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10.00 78.72 787 78.72 10.00 1 1 1 1 1 dev1 aR Page 2 3/31/98 520 PM DMJ M -tea- Basin No. 400S Design: Checked: Approved: • Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) ( in/hr) Residential Planned Community 1.00 A 32 0.74 0.50 0.37 0.3700 Maximum Watershed Loss Rate - Fm (in /hr) = 0.370 Area- Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Residential Planned Community 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 1 1 1 devlalt Page 3 3/31/98 5:20 PM i . 1 6 ,SOO (ft/1 CAA)) PROJECT: SAN BERA/Aeb) IO 1247E- 30 /*Py4°42.46VDATE: 6r 97 p AAA Min #: 2175 - of ENGINEER: V'-4- 156,4 s V 1. Enter the design storm return frequency (years) 10 1 2. Enter catchment lag (hours) _az1'5 G• 1 14 3. ' Enter the catchment area (acres) ..-‘6T-8 41,70 I 4. Enter baseflow (as/square mile) 'i• 1 5. Enter S -Graph proportions (decimal) Valley: Developed /- O I Foothill — Mountain Valley: Undeveloped — Desert 1 6. Enter maximum loss rate, F (inch/hour) O. 1 7. Enter low loss fraction, Y (decimal) 0. 8. Enter watershed area - averaged 5- minute point rainfall (inches)* O • 5 0 1 Enter watershed area - averaged 30- minute point rain - 1tpA fall (inches)* 1. 17 1 Enter watershed area - averaged 1 -hour point rainfall (inches)* CP 1 Enter watershed area - averaged 3 -hour point rainfall Z 770 (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* 4-18 I Enter watershed area - averaged 24 -hour point rainfall fp p� (inches)* 1 9. 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Approved: 1 Catchment Time of Concentration Lag (hours) =0.8 x T where: Tc = ISirpich's Formula for Time of Concentration = 0.0078 x L ° ' T ' x S L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT /FT Input Data: L (ft) = 3,400 High Elev = 1,575 Low Elev = 1,478 Calculations: S. 0.0285 ft/ft Tc = 16.1, (Minutes) Lag = 12.857 (Minutes) 1 • Q 1 1 1 1 1 devlaft Page 1 3/31/98 4:17 PM 1 D MJ M Basin No. 500 Design: Checked: — Alt — Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 66.87 70 66.87 1.05 100 -Year, 1 -Hour Rainfall Isohyetal Area Weighted (inches) (acres) Average 1.55 66.87 104 66.87 "' ` • -1.55 a 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.00 43.07 172 4.50 23.77 107 66.84 4.18 100 -Year, 24-Hour Rainfall: Isohyetal Area Weighted (inches) (acres) _ _ Average 10 66.87 669 66.86839 10.00 E 1 1 1 1 devlaft Page 2 3/31/98 4:17 PM B asin No. 500 Design: DMJ M Checked: 4 14 Approved: Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Pervious Area Wt. Land Use Area Soil Curve No. Fp ( in/hr) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) ( in/hr) Single Family Residential 1.00 A 32 0.74 0.60 0.444 0.4440 Maximum Watershed Loss Rate - Fm ( in/hr) = 0.444 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Single Family Residential 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: s. (1000 /CN) -10 Y = [(P24 - 0.2S) ^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Ybar = 1 - Y 1 1 1 devlaft Page 3 3/31/98 4:17 PM mar 1 Basin No. 500 Design DMJ M : Checked: Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: T = Kirpich's Formula for Time of Concentration = 0.0078 x L o.n x S43 L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: L (ft) = 3,050 High Elev = 1,546 Low Elev = 1,478 Calculations: S = 0.0223 ft/ft T = 16.3 (Minutes) Lag = 13.003 (Minutes) 0. Z.170 v,a/) 1 1 1 altldev.xls Page 7 8/20/97 11:22 AM Basin No. 500 DMJM C,edced: Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.05 66.87 70 66.87 1.05 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.55 66.87 104 66.87 1.55 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.00 43.07 172 4.50 23.77 107 66.84 4.18 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10 66.87 669 66.86839 10.00 1 1 i i 1 altldev.xls Page 8 6/20/97 1122 AM DMJ M Basin No. 50 Design: Checked: Appro ved • Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Pervious Area Wt. Land Use Area Soil Curve No. Fp ( in/hr) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) (in/hr) Single Family Residential 1.00 A 32 0.74 0.60 0.444 0.4440 Maximum Watershed Loss Rate - Fm (in/hr) = 0.444 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Single Family Residential 1.00 A 32 52.0 9.2308 0.3824 0.3824 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Ybar =1 - Y c c r 1 1 1 1 aR1 dev.xls Page 9 6/20/97 1122 AM 8 4 1 64SW 6ato FAT . PROJECT: S AN ErAZAARDWO wit_ 30 141. DATE: ()MUMPhi•#'. ENGINEER: - °� . ng=d: 1. Enter the design storm return frequency (years) / 00 1 2. Enter catchment lag (hours) 0. / 3. Enter the catchment area (acres) 81 .21 - 4. Enter baseflow (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed /- O Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (in/hour) 0.074 - E 7. Enter low loss fraction, Y (decimal) 0 . /'1 8. Enter watershed area - averaged 5- minute point rainfall O. 55 (inches)* Enter watershed area - averaged 30- minute point rain- fall (inches)* 1 . bi Enter watershed area - averaged 1 -hour point rainfall (inches)* /. SCE Enter watershed area - averaged 3 -hour point rainfall .z 75 (inches) * Enter watershed area - averaged 6 -hour point rainfall (inches)* 4. Enter watershed area - averaged 24 -hour point rainfall (inches) * /0.00 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM E-28 Figure E-7 ...1.. ■..- .....■ , BBB HIM= - -MM. 1.. , •-- •1 •I... - -..• ....I.I.w...... - -• --- 1 ,I11.. -- • MUM= ..■ •• ■ -- ......111 1111.. .M. ■•t..MM.■ ■.•MM... 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FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR• 0.95" AND 100 -YEAR CNE HOUR 21.60" , 25 -YEAR ONE HOUR • I.16 ". REFERENCE•NOAA ATLAS 2, VOLUME 1M - CAL.,I973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR 1 HYDROLOGY MANUAL PARTIAL DURATION SERIES n- 7 el 1.21 MC R A 1 DMJM Design- Basin No. 600 Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.00 44.04 44 1.05 37.21 39 81.24 1.02 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.50 81.24 122 81.24 1.50 !!� 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted 1 (inches) (acres) Average 4.00 81.04 324 4.50 0.20 1 81.24 4.00 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10.00 81.24 812 81.24 10.00 aitl dev.xls Page 11 6/20/97 11:22 AM Ba sin No. 600 Design: — DMJM wed: %nom I Approved: • Watershed Loss Determinations Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. ® Land Use Area Soil Curve No. (AMC III) Fraction Fm Fm I and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) ( in/hr) ( in/hr) • Commercial Regional Mixed Use 0.89 A 32 0.74 0.10 0.074 0.0658 Community Mixed Use (commercial) 0.11 A 32 0.74 0.10 0.074 0.0082 1.00 Maximum Watershed Loss Rate - Fm (in/hr) = 0.074 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious E and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) C ommercial Regional Mixed Use 0.89 A 32 52.0 9.2308 0.3824 0.3402 E Community Mixed Use (commercial) 0.11 A 32 52.0 9.2308 0.3824 0.0422 1.00 Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: S = (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Ybar =1 - Y to 1 1 1 1 altldev.xls Page 12 6/20/97 11:22 AM B No. 600 Design�`� �- " - D MJ M Checked: Approved: Catchment Time of Concentration Lag (hours) =0.8 x T c where: T = Kirpich's Formula for Time of Concentration = 0.0078 x L °'n x 5 43.385 L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: L (ft) = 2,750 High Elev = 1,573 Low Elev = 1,503 Calculations: S = 0.0253 ft/ft T = 14.3 (Minutes) Lag = 11.4 (Minutes) 0.19c(hours) E c 1 1 1 attldev.xls Page 10 6/20/97 11:22 AM ft E . . . - 1 &'J -70o C-4 (f:v3P€ 1 PROJECT: 5,v4 8ERVARDuJ 0 /Z030 Mb/241-06r DATE: ‘-Z- -97 D N t w t f C. 47. 71 01 ENGINEER: t t*. IJ-J : I 1. Enter the design storm return frequency (years) /GO 1 2. Enter catchment lag (hours) 0- i91 1 3. Enter the catchment area (acres) g 4. Enter baseflow (cfs/square mile) 0 1 S. Enter S -Graph proportions (decimal) Valley: Developed /- Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (ind�/hou O. O - 1 sl- 1 7. Enter low loss fraction, Y (decimal) 0. hl 8 8. Enter watershed area - averaged 5- minute point rainfall o . SS S� 1� c ()* (, Enter watershed area - averaged 30- minute point rain- /../4- fall (inches) * Enter watershed area - averaged 1 -hour point rainfall ' -� (inches) * . /4_50 Enter watershed area - averaged 3 -hour point rainfall 2.-75 1 (inches)* ` n u> er watershed area - averaged 6 - hour point rainfall * , lb I Enter watershed area - averaged 24 -hour point rainfall /p . CO (inches)* 1 9. Enter 24 -hour storm unit interval (minutes) -5 *Note: enter values unadjusted by depth -area factors 1 1 SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM 1 E - Fpure E 7 B asin No. 700 Desi DMJ M Checked: I Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: T = Kirpich's Formula for Time of Concentration = 0.0078 x L ° ' n x S L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT/FT Input Data: L (ft) = 2,750 High Elev = 1,573 Low Elev = 1,503 Calculations: S = 0.0253 ft/ft Tc= 14.3 (Minutes) Lag = (Minutes) 0.191(hours) 11.411 1 • 1 1 alt1 dev.xls Page 13 6/20/97 11:22 AM Basin No. 700 Design: DMJM cam: Approved: Area Averaged Point Precipitation Determination 10 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.00 40.66 41 1.05 22.08 23 62.74 1.02 100 -Year, 1 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 1.50 62.74 94 62.74 1.50 100 -Year, 6 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 4.00 62.74 251 62.74 4.00 100 -Year, 24 -Hour Rainfall: Isohyetal Area Weighted (inches) (acres) Average 10.00 62.74 627 62.74 10.00 1 1 1 altl dev.xls Page 14 6/20/97 1122 AM 1 Basin No. 700 Design: DMJM Checked: I Approved: • Watershed Loss Determinations 1 Antecedent Moisture Condition (AMC) III P24 = 10.00 (inches) 24 -hour Storm Rainfall Depth 1 Area Averaged Maximum Loss Rate, Fm Fp ( in/hr) Pervious Area Wt. I Land Use Area Soil Curve No. (AMC 11I) Fraction Fm Fm and Condition Fraction Group (AMC II) (Fig. C-6) (Fig. C-4) (in/hr) (in/hr) Commercial Regional Mixed • I Use 0.50 A 32 0.74 0.10 0.074 0.0370 Community Mixed Use I (commercial) 0.50 A 32 0.74 0.10 0.074 0.0370 Maximum Watershed Loss Rate - Fm (in/hr) = 0.074 Area - Averaged Low Loss Fraction, Ybar Area Wt. Land Use Area Soil Curve No. CN S Pervious Pervious and Condition Fraction Group (AMC II) (AMC III) Area (Y) Area (Y) Commercial Regional Mixed Use 0.50 A 32 52.0 9.2308 0.3824 0.1912 I Community Mixed Use (commercial) 0.50 A 32 52.0 9.2308 0.3824 0.1912 I Area Averaged Storm Yield = 0.382 Low Loss Fraction (Ybar) = 0.618 Equations: I s= (1000 /CN) -10 Y = [(P24 - 0.2S)^2]/[(P24 + 0.8S) *P24] Y = [(P24 - 0.2S)`2]/[(P24 + 0.8S) *P24] Ybar =1 - Y E It 1 1 1 1 aftldev.xis Page 15 6/20/97 11:22 AM 1 _ E DASD Soo (FuTv26 coN►.) PROJECT: SAN 13E2N.4a0)tvo Ro ✓Tcr 3o DATE: D,.... .Ter% Pao J 0 2175 ,v1 ENGINEER: A Q r C FM K: 1. Enter the design storm return frequency (years) /00 1 g � cY Y 2. Enter catchment lag (hours) 0 .2 c.6 . 3. Enter the catchment area (acres) 3 0 1 4. Enter baseflow (cis/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed 1. 0 Foothill Mountain — Valley: Undeveloped — Desert — A 6. Enter maximum loss rate, F (inch/hour) 0. 7. Enter low loss fraction, Y (decimal) 0. Co 18 I 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0 , SS Enter watershed area- averaged 30- minute point rain - fall (inches)* I . i i / Enter s watershed area - averaged 1 -hour point rainfall I. S Enter watershed area - averaged 3 -hour point rainfall (Inches)* 2 5 I Enter watershed area - averaged 6 -hour point rainfall (inches)* 4.0 Enter watershed area - averaged 24 -hour point rainfall 1 (inches)* /0 0 0 9. Enter 24 -hour storm unit interval (minutes) 6 I *Note: enter values unadjusted by depth-area factors P 1 I SAN BERNARDINO COUNTY WATERSHED HYDROLOGY MANUAL INFORMATION FORM 1 E -28 _ Figure E7 1 _ DMJM Basin No. 800 Design: Checked: air Approved: Catchment Time of Concentration Lag (hours) =0.8 x T where: Tc = Kirpich's Formula for Time of Concentration = 0.0078 x L 43.n x S -43.385 L= Length of Channel from Divide to Outlet in Feet S= Average Channel Slope in FT /FT Input Data: L (ft) = 4,820 High Elev = 1,668, ;)r . . Low Elev = 1,508 Calculations: s= 0.0328 ft/ft T = 19.931 (Minutes) Lag = 15.945 (Minutes) 0.266 (hours) 1 1 1 1 attldev Page 1 3/30/98 9:08 AM 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -96 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/96 License ID 1403 II Analysis prepared by: DMJM 275 WEST HOSPITALITY LANE SUITE 314 SAN BERNARDINO, CA 92408 1110 . D❑❑❑D❑❑ DDD D❑DDDD D❑ DD❑D DD❑D❑ D❑DD D❑❑❑ DD❑❑ DDD ❑❑❑DDDD❑❑❑❑D❑❑❑❑❑❑❑❑❑❑DDDDD❑❑❑❑ 1[FILE NAME: ALT1DEV.DAT TIME /DATE OF STUDY: 10:53 4/ 7/1998 + AREAS 600, 700, AND 800 I 1 FROM SIERRA TO MANGO 1 t + ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 1 »» >UNIT- HYDROGRAPH ANALYSIS ««< r =. _____ _ __________ (UNIT- HYDROGRAPH ADDED TO STREAM #1) I: WATERSHED AREA = 63.240 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .190 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. I: THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = - .074 E LOW LOSS FRACTION = .618 * HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: II 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 II 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 11 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.860 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 1 + + 1 USE CHANNEL SECTION TO MODEL STREET FLOW I 1 I I 1 + + li * ********************************************* ****** ************************ FLOW PROCESS FROM NODE 601.00 TO NODE 701.00 IS CODE = 5.2 II » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, li U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: li BASEWIDTH(FT) = 36.00 CHANNEL Z = .00 UPSTREAM ELEVATION(FT) = 1595.00 DOWNSTREAM ELEVATION(FT) = 1525.00 CHANNEL LENGTH(FT) = 2640.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 I: CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 206.12 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 178.93 CHANNEL NORMAL VELOCITY FOR Q = 178.93 CFS = 10.02 FPS li ESTIMATED CHANNEL ROUTING COEFFICIENT = .855 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .905 I: CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS li MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 15'.083 36.1 35.1 35.1 15.167 37.5 36.3 36.3 15.250 39.0 37.7 37.7 15.333 40.7 39.3 39.3 II 15.417 42.2 40.9 40.9 15.500 41.5 41.9 41.9 15.583 39.2 41.0 41.0 15.667 38.5 39.2 39.2 II 15.750 41.0 39.1 39.1 15.833 46.2 42.0 42.0 15.917 54.4 47.7 47.7 16.000 68.0 56.9 56.9 II 16.083 98.7 73.9 73.9 16.167 164.7 111.3 111.3 16.250 206.1 169.0 169.0 16.333 166.0 193.5 193.5 II 16.417 98.1 153.3 153.3 16.500 63.4 95.5 95.5 16.583 49.5 63.3 63.3 16.667 45.4 49.8 49.8 16.750 41.5 44.9 44.9 16.833 38.0 41.0 41.0 16.917 35.1 37.6 37.6 17.000 32.7 34.8 34.8 I: PROCESS SUMMARY OF STORAGE: a II INFLOW VOLUME = 43.318 AF OUTFLOW VOLUME = 43.318 AF II LOSS VOLUME = .000 AF li FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< II = _ (UNIT - HYDROGRAPH ADDED TO STREAM #1) li WATERSHED AREA = 49.750 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .191 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. li THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .074 I: LOW LOSS FRACTION = .618 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 I: SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.14 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 li 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 I: 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.630 E RUNOFF HYDROGRAPH LISTING LIMITS: I: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 = _______ = = = = = === UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) II 1 3.416 20.555 2 22.965 117.619 3 56.507 201.807 4 83.014 159.485 II 5 94.000 66.099 6 97.899 23.458 7 98.911 6.090 8 99.490 3.483 II 9 99.796 1.841 10 99.949 .921 11 100.000 .307 li 1 TOTAL STORM RAINFALL(INCHES) = 10.00 II TOTAL SOIL - LOSS(INCHES) = 1.78 TOTAL EFFECTIVE RAINFALL(INCHES) = 8.22 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 7.3630 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 34.0777 1 ❑ = x =s== x axsx =xxx = =s == 2 4 - H O U R S T O R M R U N O F F li H Y D R O G R A P H • HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) li Q(CFS) TIME(HRS) VOLUME(AF) Q( ) 0. 50.0 100.0 150.0 200.0 15.083 17.4994 28.38 Q V 15.167 17.7023 29.46 Q • V • 15.250 17.9135 30.66 . Q • .V 15.333 18.1341 32.03 . Q . .V li 15.417 18.3625 33.17 Q .V 15.500 18.5876 32.68 Q •V 15.583 18.8000 30.84 . Q • . v I: 15.667 19.0087 30.30 Q • V 15.750 19.2307 32.24 Q • V 15.833 19.4808 36.31 Q V . 15.917 19.7751 42.74 . Q . V • I: 16.000 20.1426 53.36 Q V 16.083 20.6755 77.37 0 V 16.167 21.5636 128.96 . . Q 16.250 22.6765 161.60 . . . V • Q E 16.333 23.5794 131.10 . QV 16.417 24.1151 77.78 . Q . V 16.500 24.4610 50.23 . Q V • 16.583 24.7297 39.02 . Q V. . E 16.667 24.9760 35.77 Q . V. 16.750 25.2011 32.68 Q • . V• 16.833 25.4073 29.94 . Q . . V. 16.917 25.5974 27.60 . Q -V • E 17.000 25.7748 25.77 . Q . V - II FLOW PROCESS FROM NODE 701.10 TO NODE 701.10 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH««< 11 = sxaxxsxaxsxsxxsa == =xs saa==sxaaxxx=ssxxaaaxxxx== STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 15.083 39.5352 63.44 . Q . V - I 15.167 39.9882 65.77 Q v 15.250 40.4590 68.37 Q V 15.333 40.9500 71.29 . Q . .V • 15.417 41.4603 74.09 . Q .V 15.500 41.9740 74.60 0 •V 15.583 42.4691 71.88 Q •V - 15.667 42.9477 69.50 . Q . • V 15.750 43.4393 71.37 . 0 - • V - • I: 15.833 43.9787 78.32 Q V - - 15.917 44.6013 90.41 Q. V II 16.000 45.3604 110.21 . .Q . V . 16.083 46.4020 151.24 . Q . V II 16.167 48.0564 240.22 . Q 16.250 50.3333 330.61 . V Q • 16.333 52.5691 324.64 . V . Q 16.417 54.1603 231.04 . . Q V . li 16.500 55.1640 145.74 Q V . • 16.583 55.8684 102.29 . Q V 16.667 56.4580 85.61 . Q . V. li 16.750 56.9924 77.58 . Q . . V. . 16.833 57.4811 70.97 . Q . V. - 16.917 57.9304 65.23 . Q V. 17.000 58.3473 60.54 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 1 II » » >UNIT- HYDROGRAPH ANALYSIS « «< _ ___ li (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 31.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .266 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .074 LOW LOSS FRACTION = .618 li * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.14 E SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 I: *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 li 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 31.328 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 II MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 II UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 1.985 7.441 2 11.969 37.432 I: 3 31.532 73.340 4 57.243 96.399 1 5 78.145 78.363 6 89.482 42.504 7 95.147 21.237 8 97.764 9.813 9 98.587 3.083 10 99.174 2.202 il 11 99.670 1.858 12 99.917 .929 13 100.000 .310 II TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 1.78 TOTAL EFFECTIVE RAINFALL(INCHES) = 8.22 li TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 4.5880 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 21.2344 11 D = == = = = = == = = = = =_ = =_ = = = = =a 2 4 - H O U R S T O R M R U N O F F li H Y D R O G R A P H _ _ __===== a== = = =___ = = = = =s = =s = = = = = = = =s = = = = =__ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 li 15.083 10.7907 17.14 . Q . V . 15.167 10.9130 17.76 . Q . V 15.250 11.0400 18.44 . Q . V I: 15.333 11.1723 19.21 . Q . •V • 15.417 11.3095 19.92 . Q • .V 15.500 11.4485 20.19 . Q . .V 15.583 11.5856 19.91 . Q . .V I: 15.667 11.7193 19.41 . Q . • V 15.750 11.8540 19.57 . Q . . V • 15.833 11.9986 20.99 . Q. • V 15.917 12.1618 23.71 . Q • V 16.000 12.3576 28.42 . Q V 16.083 12.6222 38.43 Q . V 16.167 13.0213 57.95 . VQ 16.250 13.5505 76.84 . . V 4 • II 16.333 14.1324 84.50 • V Q 16.417. 14.6203 70.84 . . V .Q - 16.500 14.9596 49.26 . . .4 V II 16.583 15.2027 35.31 Q V 16.667 15.3924 27.53 Q V 16.750 15.5500 22.89 4 V• 16.833 15.6941 20.92 . Q. V. II 16.917 15.8273 19.35 4 . V. 17.000 15.9490 17.67 4 V + + 1 1 FUTURE EAST HIGHLAND CHANNEL I 1 I I I + + II FLOW PROCESS FROM NODE 801.00 TO NODE 701.10 IS CODE = 5.2 II »»>MODEL CHANNEL ROUTING BY THE CONVEX METHOD««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1508.00 DOWNSTREAM ELEVATION(FT) = 1503.00 CHANNEL LENGTH(FT) = 1400.00 MANNING'S FACTOR = .013 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 84.50 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 67.88 CHANNEL NORMAL VELOCITY FOR Q = 67.88 CFS = 6.35 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .789 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .900 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 15.083 17.1 16.8 16.8 15.167 17.8 17.3 17.3 15.250 18.4 18.0 18.0 15.333 19.2 18.7 18.7 15.417 19.9 19.4 19.4 15.500 20.2 20.0 20.0 15.583 19.9 20.1 20.1 15.667 19.4 19.7 19.7 15.750 19.6 19.5 19.5 15.833 21.0 20.1 20.1 15.917 23.7 21.9 21.9 16.000 28.4 25.3 25.3 16.083 38.4 31.9 31.9 16.167 57.9 45.2 45.2 16.250 76.8 63.8 63.8 16.333 84.5 78.4 78.4 16.417 70.8 78.7 78.7 16.500 49.3 63.5 63.5 16.583 35.3 45.4 45.4 16.667 27.5 33.4 33.4 16.750 22.9 26.4 26.4 16.833 20.9 22.5 22.5 16.917 19.3 20.5 20.5 17.000 17.7 18.8 18.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 21.234 AF OUTFLOW VOLUME = 21.234 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.10 TO NODE 701.20 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 ««< FLOW PROCESS FROM NODE 701.10 TO NODE 701.20 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« s---- .==== = =ssassssxsss =x =ss= =ssasassaxss =sss == === ==== === -===== STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 15.083 50.2447 80.20 . Q . V II 15.167 50.8171 83.11 Q • V 15.250 51.4117 86.34 Q V 15.333 52.0314 89.98 . Q • .V 15.417 52.6755 93.52 . Q . .V • li 15.500 53.3268 94.57 . Q .V 15.583 53.9600 91.94 . Q • .V . 15.667 54.5745 89.23 . Q • • V • 15.750 55.2004 90.87 . Q • . V • I: 15.833 55.8782 98.42 . Q . • V • 15.917 56.6519 112.34 . Q • . V • 16.000 57.5853 135.53 . Q V 16.083 58.8465 183.14 . • Q V II 16.167 60.8120 285.39 . . Q V 16.250 63.5285 394.43 . . V .Q 16.333 66.3046 403.09 . . V • Q 16.417 68.4379 309.76 . . . Q V li 16.500 69.8786 209.19 . Q V 16.583 70.8957 147.68 . .Q V • 16.667 71.7151 118.98 . Q. V. li 16.750 72.4309 103.94 . Q . V. 16.833 73.0746 93.46 . Q V. 16.917 73.6649 85.71 . Q V. 17.000 74.2114 79.36 . Q . . v ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.20 TO NODE 701.20 IS CODE = 6 » »> STREAM NUMBER 1 CLEARED AND SET TO ZERO «< ii s x ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.20 TO NODE 701.20 IS CODE = 6 II » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO««< + + II 1 OUTFLOW HYDROGRAPH FROM DEVELPOMENT BETWEEN SIERRA AND CITRUS I 1 AREA 6000 ULTIMATE CONDITION Q100 = 546 CFS 1 1 WITHOUT TIME OF CONSENTRATION, MODELED PEAK FLOW AS CONSTANT 1 1 + + ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 6000.00 TO NODE 91.00 IS CODE = 10 » »>USER SPECIFIED UNIT- HYDROGRAPH ««< II = s== xsaasssaassssssxssoxse =xxsa = =sss= =sa =zss =xas sac = =ssssa = = ==xxssss= (UNIT- HYDROGRAPH ADDED TO STREAM #1) I: *USER SPECIFIED DATA: II THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER 1 AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. TOTAL NUMBER OF DATA PAIRS ENTERED = 5 DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) I! TIME(HRS) 1 1 ( .083) 546.00 2 88 ( 7.333) 546.00 3 176 (14.667) 546.00 li 4 264 (22.000) 546.00 5 352 (29.333) 546.00 I: RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 I: TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1323.6360 U S E R - S P E C I F I E D S T O R M R U N O F F H Y D R O G R A P H I: == = = ==_ __ == = ==__= = HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 I: 15.083 680.6201 546.00 V Q 15.167 684.3804 546.00 V • Q 15.250 688.1407 546.00 V • Q 15.333 691.9011 546.00 . . V 4 • I: 15.417 695.6614 546.00 . .V Q 15.500 699.4217 546.00 . . .V Q 15.583 703.1820 546.00 . . .V 4 • 15.667 706.9423 546.00 . . .V Q • li 15.750 710.7026 546.00 . .V Q 15.833 714.4630 546.00 . . .V Q 15.917 718.2233 546.00 . . .V . Q • 16.000 721.9836 546.00 . . .V . Q . I 16.083 725.7439 546.00 . . Q .V 16.167 729.5042 546.00 . V Q 16.250 733.2645 546.00 . . • V 4 16.333 737.0248 546.00 . . . V . Q 11 16.417 740.7852 546.00 • V Q 16.500 744.5455 546.00 • V Q • 16.583 748.3058 546.00 . . . V . 4 - 16.667 752.0661 546.00 . . . V Q I 16.750 755.8264 546.00 • V Q • 16.833 759.5867 546.00 . V Q • 16.917 763.3470 546.00 . . . V Q • II II 17.000 767.1074 546.00 V Q 17.083 770.8677 546.00 ▪ V • Q • • 17.167 774.6280 546.00 • V ▪ Q • 17.250 778.3883 546.00 . V 4 • II 17.333 782.1486 546.00 V Q 17.417 785.9089 546.00 . . • V Q 17.500 789.6693 546.00 . . . V Q • 17.583 793.4296 546.00 . . . V Q • I: 17.667 797.1899 596.00 V 4 • 17.750 800.9502 546.00 . . V Q 4 II 7. 33 804.7105 546.00 . V . • 1 8 Q 17.917 808.4708 546.00 . . V . Q . II 18.000 812.2311 546.00 . . V Q • 18.083 815.9915 546.00 . . V Q • 18.167 819.7518 546.00 . . V . Q • 18.250 823.5121 546.00 . . V . Q • li 18.333 827.2724 546.00 . V Q • 18.417 831.0327 546.00 . . V . Q • 18.500 834.7930 546.00 . . V . Q • il 18.583 838.5533 546.00 . . V Q • 18.667 842.3137 546.00 . . V Q II • 18.750 846.0740 546.00 . . V . Q • 18.833 849.8343 546.00 . . V . Q • II 18.917 853.5946 546.00 . V Q • 19.000 857.3549 546.00 . . V . 0 • + + II 1 AREA 90 EAST HALF OF CITRUS' 1 1 1 1 1 + + ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 1 II » » >UNIT- HYDROGRAPH ANALYSIS « «< II (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 14.000 ACRES II BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .143 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .370 LOW LOSS FRACTION = .618 li * HYDROGRAPH MODEL #5 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.16 - SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.85 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 II 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 II 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 30.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 349.650 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 II MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 xxaeassaxxmsxxxxx= xxxxxx= xxxxxxmxxxxxxxxassasaxaxsxsaxxxxas= assassxsxx UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 69.578 19.634 2 99.653 8.487 3 99.861 .059 4 99.965 .029 5 100.000 .010 TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 5.52 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.48 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 6.4346 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 5.2294 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 14.083 2.0993 3.07 . Q . V . . 14.167 2.1204 3.07 . Q . V . . 14.250 2.1416 3.07 . Q . V . . 14.333 2.1627 3.07 . Q . V . . 14.417 2.1838 3.07 . Q V . . 14.500 2.2050 3.07 . Q . V . . 14.583 2.2299 3.62 . Q . V . . 14.667 2.2548 3.62 . Q . V . . 14.750 2.2797 3.62 . Q V . . 14.833 2.3046 3.62 . Q . V . . 14.917 2.3296 3.62 . Q . V . - . 15.000 2.3545 3.62 . Q . V . . 15.083 2.3876 4.82 . Q. V . . 15.167 2.4208 4.82 . Q. V . . 15.250 2.4540 4.82 . Q. V . . 15.333 2.4872 4.82 . Q. V. . 15.417 2.5204 4.82 . Q. V. . 15.500 2.5535 4.82 . Q. V. . 15.583 2.6244 10.29 . Q 15.667 2.6953 10.29 . Q 15.750 2.7662 10.29 . QV 15.833 2.8371 10.29 . QV 15.917 2.9080 10.29 . Q V 16.000 2.9789 10.29 . Q V 16.083 3.1073 18.64 . . V Q . 16.167 3.2357 18.64 . . V Q . 16.250 3.3641 18.64 . V Q . 16.333 3.4924 18.64 . V . Q . 16.417 3.6208 18.64 . V . Q . 16.500 3.7492 18.64 . V . Q . 16.583 3.8103 8.88 . Q . V. 16.667 3.8715 8.88 . Q . V. 16.750 3.9326 8.88 . Q . V 16.833 3.9938 8.88 . Q . V 16.917 4.0550 8.88 . Q V 17.000 4.1161 8.88 . Q . V 17.083 4.1389 3.31 . Q . . .V . II 17.167 4.1616 3.31 . Q . . II .V 17.250 4.1844 3.31 Q . V 17.333 4.2072 3.31 Q . V 17.417 4.2300 3.31 . Q . . . V . 17.500 4.2527 3.31 Q . V 17.583 4.2730 2.94 Q • V 17.667 4.2932 2.94 Q • V 17.750 4.3134 2.94 . Q . . V il 17.833 4.3337 2.94 Q V 17.917 4.3539 2.94 Q V 18.000 4.3741 2.94 . Q V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 11 il » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) I: TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 I: 15.083 683.0073 550.82 . V Q 15.167 686.8008 550.82 . V . Q . 15.250 690.5943 550.82 . . V Q 15.333 694.3878 550.82 . V Q . r 15.417 698.1813 550.82 . . .V Q . 15.500 701.9749 550.82 . .V Q 15.583 705.8061 556.29 . .V Q ii 15.667 709.6373 556.29 . .V Q 15.750 713.4686 556.29 . .V Q . 15.833 717.2998 556.29 . .V Q • 15.917 721.1310 556.29 . . .V Q . I: 16.000 724.9623 556.29 . .V Q • 16.083 728.8510 564.64 . .V Q 16.167 732.7397 564.64 . . V Q . 16.250 736.6285 564.64 . . V Q • 1: 16.333 740.5172 564.64 . . . V 4 . 16.417 744.4059 564.64 . . V Q 16.500 748.2947 564.64 . . V Q • 16.583 752.1161 - 554.88 . . V Q I: 16.667 755.9376 554.88 . . V . 4 16.750 759.7591 554.88 . . V Q 16.833 763.5806 554.88 . . V Q 16.917 767.4020 554.88 . . V Q II 17.000 771.2235 554.88 . . V Q • + + 1 PIPE FLOW UNDER CITRUS 1 II I 1 I 1 + + FLOW PROCESS FROM NODE 91.00 TO NODE 101.00 IS CODE = 4 il » »> MODEL PIPEFLOW ROUTING OF STREAM««< = = =ss = =sss= =ssss ==s ss =s = =s == = ssxsss= = =sss = =s= MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR II EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: II PIPELENGTH(FT) = 210.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1510.00 DOWNSTREAM ELEVATION(FT) = 1508.50 PIPE DIAMETER(FT) = 7.50 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 550.8 16.4 550.8 .000 il 15.167 550.8 16.4 550.8 .000 15.250 550.8 16.4 550.8 .000 15.333 550.8 16.4 550.8 .000 15.417 550.8 16.4 550.8 .000 15.500 550.8 16.4 550.8 .000 15.583 556.3 16.5 556.1 .000 15.667 556.3 16.5 556.3 .000 15.750 556.3 16.5 556.3 .000 15.833 556.3 16.5 556.3 .000 15.917 556.3 16.5 556.3 .000 16.000 556.3 16.5 556.3 .000 16.083 564.6 16.5 564.3 .000 16.167 564.6 16.5 564.6 .000 16.250 564.6 16.5 564.6 .000 16.333 564.6 16.5 564.6 .000 16.417 564.6 16.5 564.6 .000 I: 16.500 564.6 16.5 564.6 .000 16.583 554.9 16.5 555.2 .000 16.667 554.9 16.5 554.9 .000 ii 16.750 554.9 16.5 554.9 .000 16.833 554.9 16.5 554.9 .000 16.917 554.9 16.5 554.9 .000 17.000 554.9 16.5 554.9 .000 + + 1 AREA 100 WEST HALF 1 1 OF CITRUS 1 II I I li + + 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS««< il =====__====== = = = = (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 32.370 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .294 HOURS II CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .370 LOW LOSS FRACTION = .618 * HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.85 II SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 . II BASEFLOW = .000 CFS /SQUARE -MILE -II *USER ENTERED "LAG" TIME = .204 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED li MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .444 LOW LOSS FRACTION = .618 *HYDROGRAPH MODEL #1 SPECIFIED* i: SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 i; *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 1: 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 I: UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.930 , RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 2 = UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) hi 1 3.034 12.232 2 20.335 69.761 3 51.030 123.765 4 78.988 112.727 li 5 91.960 52.303 6 97.129 20.842 7 98.582 5.858 II 8 99.316 2.957 9 99.726 1.656 10 99.932 .828 11 100.000 .276 II TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 5.64 • TOTAL EFFECTIVE RAINFALL(INCHES) = 4.36 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 15.6756 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 12.1015 II axxsss sxxxssssssssxssssx xs ss = =ssssx== sass II 2 4 - 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 II ==a xsas == azmxaa== crxsxa - scoosxaaamaae¢acscs = HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 25.0 50.0 75.0 100.0 li 15.083 5.6016 8.18 . Q . V . • 15.167 5.6599 8.46 • Q . V . . il 15.250 5.7206 8.81 . Q . V . 15.333 5.7850 9.35 . Q . V. . 15.417 5.8538 9.99 . Q V. • 15.500 5.9233 10.09 . Q . V. . 1: 15.583 5.9887 9.49 • Q . V. • 15.667 6.0511 9.06 . Q V . 15.750 6.1183 9.77 . Q V 15.833 6.2013 12.05 . Q V . 15.917 6.3132 16.25 Q V ' 16.000 6.4741 23.37 Q. .V 16.083 6.7429 39.02 . . Q . V . 16.167 7.2428 72.58 . . V Q. . 16.250 7.9060 96.30 V . Q • 16.333 8.4801 83.37 V . Q 16.417 8.8027 46.84 . . Q . V. . 16.500 8.9788 25.57 . Q V. . 16.583 9.0857 15.51 . Q . . V . 16.667 9.1724 12.60 . Q . V 16.750 9.2461 10.69 . Q . . V 16.833 9.3102 9.31 . Q . V 16.917 9.3673 8.30 . Q . . V 17.000 9.4199 7.64 . Q . . •V i: FLOW PROCESS FROM NODE 301.20 TO NODE 301.20 IS CODE = 11 0 » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) I: TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 I: 15.083 706.2303 587.44 . V Q 15.167 710.2891 589.33 . . V Q 15.250 714.3603 591.14 . . V Q . 15.333 718.4465 593.31 . V Q . 15.417 722.5477 595.49 V Q 15.500 726.6527 596.05 .V Q 15.583 730.7745 598.48 . .V Q 15.667 734.8980 598.74 . . .V Q . 11 15.750 739.0341 600.56 .V Q 15.833 743.2159 607.20 .V Q 15.917 747.4890 620.44 . . .V Q . 16.000 751.9240 643.96 . .V Q 16.083 756.7551 701.48 .V Q • 16.167 762.3535 812.89 • V • Q 16.250 768.5746 903.31 . . . V 4 • 16.333 774.6983 889.17 . . V Q 16.417 780.1223 787.56 . . V •4 16.500 784.9815 705.56 . . . V Q . 16.583 789.4496 648.78 . . . V Q II 16.667 793.7452 623.71 . . V Q 16.750 797.9515 610.76 . . VQ 16.833 802.0969 601.92 . . . VQ • 16.917 806.2040 596.35 . . . Q II 17.000 810.2853 592.60 . . Q . • II FLOW PROCESS FROM NODE 302.00 TO NODE 404.00 IS CODE = 10 II »»>USER SPECIFIED UNIT - HYDROGRAPH ««< li (UNIT - HYDROGRAPH ADDED TO STREAM #4) *USER SPECIFIED DATA: THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS I/ OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. 1: TOTAL NUMBER OF DATA PAIRS ENTERED = 5 DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) li TIME(HRS) 1 1 ( .083) 110.00 2 88 ( 7.333) 110.00 3 176 (14.667) 110.00 1: 4 264 (22.000) 110.00 5 352 (29.333) 110.00 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 1: TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 266.6667 1: 9 = = = _____________ U S E R - S P E C I F I E D S T O R M II RUNOFF H Y D R O G R A P H _ = _ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) I TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 137.1212 110.00 . . V Q . 15.167 137.8787 110.00 . . V Q . 15.250 138.6363 110.00 . . V Q . 15.333 139.3939 110.00 V Q II 15.417 140.1514 110.00 .VQ 15.500 140.9090 110.00 .VQ 15.583 141.6666 110.00 . . .VQ . 15.667 142.4241 110.00 . . .VQ . II 15.750 143.1817 110.00 . . .VQ . 15.833 143.9393 110.00 . . .VQ . 15.917 144.6968 110.00 . . .VQ . il 16.000 145.4544 110.00 . . .VQ . 16.083 146.2120 110.00 . . .VQ . 16.167 146.9695 110.00 . . . Q . 16.250 147.7271 110.00 . . . Q . 16.333 148.4847 110.00 . . . Q . 16.417 149.2422 110.00 . . . Q . 16.500 149.9998 110.00 . . . Q . 16.583 150.7574 110.00 . . . Q II 16.667 151.5150 110.00 . . Q 16.750 152.2725 110.00 . . . Q II 16.833 153.0301 110.00 • Q • • 16.917 153.7877 110.00 . . • QV • R 17.000 154.5452 110.00 . QV • 17.083 155.3028 110.00 . . QV 17.167 156.0604 110.00 . • QV • 17.250 156.8179 110.00 . • QV • li 17.333 157.5755 110.00 . • QV • 17.417 158.3331 110.00 . • QV • 17.500 159.0906 110.00 . • QV 17.583 159.8482 110.00 . • QV • 17.667 160.6058 110.00 . . Q V 17.750 161.3633 110.00 . • Q V 17.833 162.1209 110.00 . . Q V . I: 17.917 162.8785 110.00 . • Q V 18.000 163.6360 110.00 . • Q V 18.083 164.3936 110.00 . . Q V 18.167 165.1512 110.00 . • Q V ill 18.250 165.9088 110.00 . Q V . 18.333 166.6663 110.00 . Q V 18.417 167.4239 110.00 . . Q V 18.500 168.1815 110.00 . . Q V 18.583 168.9390 110.00 . • Q V 18.667 169.6966 110.00 . • Q V 18.750 170.4542 110.00 . . Q V 18.833 171.2117 110.00 . • Q V - 18.917 171.9693 110.00 . . Q V . 19.000 172.7269 110.00 . . • Q V • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 1: » »> STREAM NUMBER 4 ADDED TO STREAM NUMBER 1««< a••= as ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I: FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< I: =sss= =__s==ass ==a=s assn =ssa - = = a - - - - - -- STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) I: TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 15.083 843.3519 697.44 . V Q • ii 15.167 848.1682 699.33 . V Q • 15.250 852.9970 701.14 . V Q • 15.333 857.8408 703.31 . V Q II 15.417 862.6995 705.49 . V Q 15.500 867.5621 706.05 . .V Q 15.583 872.4415 708.48 . Q 15.667 877.3226 708.74 . .V Q • 15.750 882.2162 710.56 . .V Q 15.833 887.1556 717.20 . .V Q 15.917 892.1862 730.44 . .V Q 16.000 897.3788 753.96 . .V Q I 16.083 902.9675 811.48 . .V 4. 16.167 909.3234 922.89 . . . V • 0 16.250 916.3021 1013.31 . . V 4 • 16.333 923.1834 999.17 . . . V 0 • II 16.417 929.3649 897.56 . . • V • Q 16.500 934.9818 815.56 . . . V Q. 16.583 940.2075 758.78 . . • V Q • 16.667 945.2606 733.71 . . . V Q II 16.750 950.2245 720.76 . . . V Q 16.833 955.1276 711.92 . V Q II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: - I/ 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 -1; 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.345 I: RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 li UNIT HYDROGRAPH DETERMINATION li INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) I: 1 1.743 6.825 2 9.700 31.149 3 26.258 64.819 4 48.378 86.595 5 70.626 87.096 6 84.580 54.624 7 92.097 29.428 8 96.137 15.815 9 98.040 7.450 10 98.643 2.361 11 99.174 2.081 IC 12 99.670 1.940 13 99.917 .970 14 100.000 .323 a TOTAL STORM RAINFALL(INCHES) = 10.00 - TOTAL SOIL - LOSS(INCHES) = 5.51 E TOTAL EFFECTIVE RAINFALL(INCHES) = 4.49 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 14.8563 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 12.1125 ==========================-==================-== ___ ______ 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 I 15.083 5.3810 8.90 Q V . 15.167 5.4466 9.52 Q V . 15.250 5.5170 10.22 . Q . V . . 15.333 5.5929 11.01 . Q . V . . I 15.417 5.6740 11.78 Q V 15.500 5.7580 12.20 4 V. II 15.583 5.8417 12.15 . Q . V. . I/ 15.667 5.9236 11.89 . Q • V. . 15.750 6.0058 11.93 Q V. • . 15.833 6.0955 13.04 Q . V • 15.917 6.2017 15.41 . Q V . 16.000 6.3364 19.57 . Q. V . I; 16.083 6.5353 28.87 . . Q .V . 16.167 6.8547 46.38 . . VQ . 16.250 7.3075 65.75 . . . V . Q . 16.333 7.8261 75.30 . . . V . Q • I: 16.417 8.3129 70.68 . . V . Q . 16.500 8.6593 50.29 . . . Q V . . 16.583 8.8924 33.86 . . 0 . V. • li 16.667 9.0582 24.07 . . Q V. . 16.750 9.1818 17.95 . Q . . V 16.833 9.2773 13.87 . Q . . V 16.917 9.3610 12.15 . Q . . V ii 17.000 9.4348 10.72 . Q . . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 ««< 1; * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 11 I: » »>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 15.083 688.2271 559.67 . V .Q • 15.167 692.0862 560.34 . . V . Q I: 15.250 695.9501 561.04 . V • Q 15.333 699.8195 561.83 . V • Q 15.417 703.6941 562.60 . . V • Q 15.500 707.5717 563.02 . . .V • Q li 15.583 711.4852 568.25 . .V . Q 15.667 715.3983 568.18 . . .V . 0 15.750 719.3118 568.23 . . .V • Q • 15.833 723.2328 569.33 . . .V • Q • II 15.917 727.1702 571.70 .V • Q 16.000 731.1362 575.86 .V • Q 16.083 735.2217 593.21 . . .V . Q 16.167 739.4298 611.02 . . . V Q II 16.250 743.7713 630.39 • V Q • 16.333 748.1786 639.94 . V Q • 16.417 752.5541 635.32 . V Q 16.500 756.7891 614.93 . . V Q - 16.583 760.8462 589.09 . . V • Q 16.667 764.8334 578.95 . . . V • Q 16.750 768.7786 572.83 . . V • Q II 16.833 772.6956 568.75 . V • Q 16.917 776.6007 567.03 . . V • Q 17.000 780.4960 565.60 V • Q C ++ PIPE FLOW FROM WEST CITRUS TO CATAWBA I I I I I I ***** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -I/ FLOW PROCESS FROM NODE 101.00 TO NODE 201.10 IS CODE = 4 » »> MODEL PIPEFLOW ROUTING OF STREAM««< ssasss= xxsssaassxx ssxaaxxxassssssxaxassssxsssssxxs == MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: PIPELENGTH(FT) = 1190.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1508.50 I: DOWNSTREAM ELEVATION(FT) = 1500.00 PIPE DIAMETER(FT) = 7.50 NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) E 15.083 559.7 16.5 559.3 .000 15.167 560.3 16.5 560.2 .000 15.250 561.0 16.5 560.9 .000 15.333 561.8 16.5 561.7 .000 E 15.417 562.6 16.5 562.4 .000 15.500 563.0 16.5 562.9 .000 15.583 568.2 16.5 567.2 .000 I: 15.667 568.2 16.5 568.2 .000 15.750 568.2 16.5 568.2 .000 15.833 569.3 16.5 569.1 .000 15.917 571.7 16.5 571.2 .000 16.000 575.9 16.6 575.0 .000 16.083 593.2 16.6 589.6 .000 16.167 611.0 16.7 607.2 .000 16.250 630.4 16.7 626.1 .000 I: 16.333 639.9 16.7 637.8 .000 16.417 635.3 16.7 636.3 .000 16.500 614.9 16.7 619.4 .000 16.583 589.1 16.6 594.6 .000 E 16.667 578.9 16.6 581.1 .000 16.750 572.8 16.5 574.1 .000 16.833 568.7 16.5 569.6 .000 16.917 567.0 16.5 567.4 .000 11 17.000 565.6 16.5 565.9 .000 + + I AREA 200 FROM I I CITRUS TO CATAWBA I I I + + I/ FLOW PROCESS FROM NODE 200.00 TO NODE 201.10 IS CODE = 1 II » »>UNIT- HYDROGRAPH ANALYSIS««< II (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 65.360 ACRES BASEFLOW = .000 CFS /SQUARE -MILE II *USER ENTERED "LAG" TIME = .208 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. II THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .417 LOW LOSS FRACTION = .520 *HYDROGRAPH MODEL #1 SPECIFIED* li SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.19 II SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.02 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 I: *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 li UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.064 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 1: UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.921 23.086 2 19.516 131.181 I: 3 49.239 234.938 4 77.506 223.443 5 91.191 108.166 6 96.779 44.170 li 7 98.477 13.422 8 99.221 5.884 9 99.688 3.695 10 99.922 1.847 II 11 100.000 .616 II TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 4.79 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.21 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.0692 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 28.3828 0 ___________= = =axsaa = = = = =____________________ 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H sssasssxss= asssssasxasasxasaxssaxasasaao =xcxssssssaa HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 13.7914 20.11 . Q V. 15.167 13.9347 20.80 . Q . V. • • li 15.250 14.0832 21.56 Q V. • • 15.333 14.2377 22.44 . Q . V • • 15.417 14.3974 23.19 . Q V • II 15.500 14.5562 23.06 Q . V • • 15.583 14.7083 22.09 . Q V 15.667 14.8565 21.52 . Q . V . 15.750 15.0127 22.68 . Q . .V . II 15.833 15.1948 26.44 . Q . .V • 15.917 15.4276 33.80 . Q . .V . • 16.000 15.7522 47.14 . Q. . V • 16.083 16.2815 76.86 . . Q . V . I: 16.167 17.2503 140.67 . . . V Q . . 16.250 18.5394 187.19 . . V . Q • 16.333 19.6906 167.15 . . V . Q 16.417 20.3627 97.58 . . Q. V . . I: 16.500 20.7416 55.02 .Q . V. . 16.583 20.9797 34.58 . Q . . V. . 16.667 21.1741 28.23 . Q . . V. . 16.750 21.3468 25.08 . Q . V . 16.833 21.5012 22.42 Q V . 16.917 21.6411 20.31 Q V . 17.000 21.7707 18.81 . Q . . V . FLOW PROCESS FROM NODE 201.10 TO NODE 201.10 IS CODE = 11 1: »»>VIEW STREAM NUMBER 1 HYDROGRAPH< « < I: STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 I: 15.083 701.0912 579.44 . V Q 15.167 705.0927 581.01 . V Q 15.250 709.1041 582.46 .. V Q • li 15.333 713.1268 584.10 . V Q 15.417 717.1601 585.63 . V Q 15.500 721.1959 585.99 . .V Q 15.583 725.2542 589.27 . .V Q . II 15.667 729.3156 589.71 .V Q 15.750 733.3852 590.90 .V Q 15.833 737.4868 595.55 . .V Q . di 15.917 741.6536 605.03 . . .V Q II 16.000 745.9385 622.16 .V Q 16.083 750.5283 666.44 .V Q. 16.167 755.6789 747.86 . . V • 0 . 16.250 761.2803 813.33 . . V Q • II 16.333 766.8243 804.98 . V • Q • 16.417 771.8788 733.92 V • Q 16.500 776.5238 674.45 . . . V Q. . II 16.583 780.8572 629.21 V Q . 16.667 785.0535 609.29 . . V Q 16.750 789.1798 599.14 . V Q . 16.833 793.2569 592.00 . . . V Q . . 16.917 797.3043 587.69 V Q . 17.000 801.3312 584.70 . V Q . . + + 11 1 PIPE FLOW FROM CATAWBA TO COOPER 1 1 1 • II I I li FLOW PROCESS FROM NODE 201.10 TO NODE 301.20 IS CODE = 4 »» > MODEL PIPEFLOW ROUTING OF STREAM« «< xxxx=== sasx=== a= axes =====as==s=a=x==x==s=axx=xs== ==========_ MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE . STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: I; PIPELENGTH(FT) = 830.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1500.00 DOWNSTREAM ELEVATION(FT) = 1485.00 II PIPE DIAMETER(FT) = 7.00 li NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) I: 15.083 579.4 23.9 579.3 .000 15.167 581.0 23.9 580.9 .000 15.250 582.5 23.9 582.3 .000 15.333 584.1 23.9 584.0 .000 li 15.417 585.6 23.9 585.5 .000 15.500 586.0 23.9 586.0 .000 15.583 589.3 24.0 589.0 .000 15.667 589.7 24.0 589.7 .000 II 15.750 590.9 24.0 590.8 .000 15.833 595.6 24.0 595.2 .000 15.917 605.0 24.1 604.2 .000 16.000 622.2 24.3 620.6 .000 II 16.083 666.4 24.6 662.5 .000 16.167 747.9 25.1 740.3 .000 16.250 813.3 25.3 807.0 .000 li 16.333 805.0 25.3 805.8 .000 II 16.417 733.9 25.0 740.7 .000 16.500 674.4 24.7 680.0 .000 16.583 629.2 24.3 633.3 .000 16.667 609.3 24.2 611.1 .000 II 16.750 599.1 24.1 600.1 .000 16.833 592.0 24.0 592.6 .000 16.917 587.7 24.0 588.1 .000 I 17.000 584.7 23.9 585.0 .000 + + I AREA 300 FROM CATAWBA TO COOPER I II 1 I I I + + FLOW PROCESS FROM NODE 300.00 TO NODE 301.20 IS CODE = 1 II » » >UNIT- HYDROGRAPH ANALYSIS « «< == s==s=====__ ==== =x=====s======== ==s== =axx=xa==========s===a = == (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 33.340 ACRES 4101...... II 16.917 959.9922 706.35 . • . V Q . 17.000 964.8311 702.60 . • . V Q . li 17.083 969.6228 695.75 . • . V Q . 17.167 974.3876 691.86 . . . V Q . 17.250 979.1395 689.97 . . . V Q . il 17.333 983.8832 688.78 . . . V Q . 17.417 988.6207 687.89 . . . V Q . li 17.500 993.3527 687.08 . . Q . 17.583 998.0774 686.03 . . Q . 17.667 1002.7960 685.19 Q 17.750 1007.5100 684.50 Q 17.833 1012.2200 683.86 . . . Q . 17.917 1016.9260 683.28 . . . Q . 18.000 1021.6280 682.75 . . . Q 18.083 1026.3250 681.98 . . . Q . 18.167 1031.0210 681.91 . . . QV . 18.250 1035.7210 682.42 . . . QV . I: 18.333 1040.4240 682.91 . . . QV . 18.417 1045.1280 682.90 . . . QV . 18.500 1049.8290 682.65 . . . QV 18.583 1054.5270 682.10 . . . QV . li 18.667 1059.2220 681.70 . . . QV . 18.750 1063.9140 681.39 . . . QV . 18.833 1068.6050 681.10 . . . QV . 18.917 1073.2940 680.83 . . . Q V . li 19.000 1077.9810 680.56 . . . Q V • 19.083 1082.6660 680.20 . . . Q V . 19.167 1087.3480 679.92 . . . Q V • li 19.250 1092.0290 679.69 . . . Q V . 19.333 1096.7090 679.46 . . . Q V . 19.417 1101.3870 679.25 . . . Q V . 19.500 1106.0640 679.05 . . . Q V . I 19.583 1110.7380 678.76 . . . Q V . 19.667 1115.4110 678.54 . . . Q V . 19.750 1120.0830 678.35 . . . Q V . 19.833 1124.7540 678.17 . . . Q V - 19.917 1129.4230 678.00 . . . Q V • 20.000 1134.0920 677.83 . . . Q V . 20.083 1138.7580 677.60 . . . Q V . 20.167 1143.4240 677.41 . . . Q V li 20.250 1148.0880 677.26 Q V • 20.333 1152.7510 677.11 . . . Q V 20.417 1157.4140 676.97 . . . Q V . . 20.500 1162.0750 676.83 . . . Q V . - 20.583 1166.7350 676.63 . Q V 20.667 1171.3940 676.48 Q V . 20.750 1176.0520 676.34 . . . Q V . . 20.833 1180.7090 676.22 . . Q V . . II 20.917 1185.3650 676.09 . . Q V . . 21.000 1190.0210 675.97 . . Q V . II 4-I + PIPE FLOW FROM COOPER TO KNOX I I I I I II FLOW PROCESS FROM NODE 301.20 TO NODE 404.00 IS CODE = 4 » » >MODEL PIPEFLOW ROUTING OF STREAM««< =====asssxass ======ssssxxxxas === ssssc�ssss li MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS li OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: II PIPELENGTH(FT) = 560.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1485.00 DOWNSTREAM ELEVATION(FT) = 1483.00 II PIPE DIAMETER(FT) = 10.00 I/ NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 697.4 13.6 697.2 .000 15.167 699.3 13.6 699.1 .000 15.250 701.1 13.6 700.9 .000 15.333 703.3 13.6 703.1 .000 li 15.417 705.5 13.6 705.3 .000 15.500 706.0 13.6 706.0 .000 15.583 708.5 13.7 708.2 .000 15.667 708.7 13.7 708.7 .000 II 15.750 710.6 13.7 710.4 .000 15.833 717.2 13.7 716.5 .000 15.917 730.4 13.7 729.0 .000 16.000 754.0 13.8 751.4 .000 II 16.083 811.5 14.0 805.2 .000 16.167 922.9 14.3 910.2 .000 16.250 1013.3 12.6 962.5 .172 16.333 999.2 12.6 988.4 .246 II 16.417 897.6 14.3 958.0 .000 16.500 815.6 14.0 829.0 .000 16.583 758.8 13.8 765.0 .000 16.667 733.7 13.8 736.4 .000 16.750 720.8 13.7 722.2 .000 16.833 711.9 13.7 712.9 .000 16.917 706.4 13.6 707.0 .000 II 17.000 702.6 13.6 703.0 .000 + + 1 AREA 400 OVERLAND FLOW TO KNOX STORM DRAIN 1 II 1 I I 1 + + II **************************4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 di .-..... ... FLOW PROCESS FROM NODE 400.00"TO NODE 401.0 IS CODE = 1 I/ » » >UNIT- HYDROGRAPH ANALYSIS « «< ______ = _____________ = = =__ = =_ II (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 142.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .255 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. li VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .370 LOW LOSS FRACTION = .618 *HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.85 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 _ II SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 li 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 I/ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.680 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 I; = = = UNIT HYDROGRAPH DETERMINATION ii INTE RV AL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.108 36.199 2 13.049 187.884 3 34.117 361.805 I! 4 61.007 461.789 5 80.972 342.866 6 91.161 174.969 li 7 96.095 84.740 8 98.154 35.354 9 98.802 11.134 10 99.377 9.864 li 11 99.751 6.424 12 99.938 3.212 13 100.000 1.071 TOTAL STORM RAINFALL(INCHES) = 10.00 I TOTAL SOIL - LOSS(INCHES) = 5.51 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.49 I/ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 65.1711 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 53.1348 li ❑ = = = = = __ 2 4 - 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 axxxxssaa === sxsaax======aaxasaasa sssss HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 II 15.083 23.7377 40.19 Q . V . 15.167 24.0346 43.10 . Q . V . 15.250 24.3537 46.34 . Q . V . . 15.333 24.6982 50.02 . Q . V . . li 15.417 25.0662 53.45 Q V . 15.500 25.4425 54.64 Q V. . 15.583 25.8090 53.21 . Q . V. • • 15.667 26.1604 51.02 . Q . V. • • II 15.750 26.5221 52.52 . Q V. • 15.833 26.9326 59.62 . Q . V • 15.917 27.4300 72.22 . Q . V • 16.000 28.0795 94.31 Q. .V • 16.083 29.0647 143.05 . . Q .V . 16.167 30.7320 242.08 . . . VQ . 16.250 33.0330 3 A . . V • Q . II 16.333 35.5445 4 l GY . . . V . Q • 16.417 37.4902 53 . . . Q . . 16.500 38.7222 178.88 . . Q . V. . 16.583 39.5299 117.28 . .Q . V. . 16.667 40.1030 83.22 . Q . . V . 16.750 40.5470 64.46 . Q . . V . 16.833 40.9354 56.41 . Q . . V . 16.917 41.2683 48.33 . Q . . .V . 17.000 41.5530 41.34 . Q . . .V . + + 1 PIPE FLOW IN KNOX 1 I: I I + + li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.00 TO NODE 404.00 IS CODE = 4 I! » »> MODEL PIPEFLOW ROUTING OF STREAM««< _ _ ______ : MODEL PIPEFLOW ROUTING OF STREAM 3 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR : EACH UNIT INTERVAL(NORMAL DEPTH), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET: li _ PIPELENGTH(FT) = 2200.00 MANNINGS FACTOR = .013 UPSTREAM ELEVATION(FT) = 1550.00 DOWNSTREAM ELEVATION(FT) = 1483.00 PIPE DIAMETER(FT) = 5.50 E NORMAL DEPTH VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM (HRS) (CFS) (FPS) (CFS) PONDING(AF) 15.083 40.2 13.8 39.2 .000 15.167 43.1 14.1 42.0 .000 II 15.250 46.3 14.4 45.2 .000 15.333 50.0 14.7 48.7 .000 15.417 53.4 15.1 52.3 .000 li 15.500 54.6 15.2 54.3 .000 15.583 53.2 15.0 53.7 .000 15.667 51.0 14.8 51.7 .000 15.750 52.5 15.0 52.0 .000 li 15.833 59.6 15.6 57.3 .000 15.917 72.2 16.5 68.2 .000 16.000 94.3 18.0 87.9 .000 16.083 143.1 20.4 130.0 .000 II 16.167 242.1 23.5 217.9 .000 16.250 334.1 25.5 313.6 .000 16.333 364.7 25.9 357.7 .000 16.417 282.5 24.4 300.7 .000 16.500 178.9 21.8 203.6 .000 16.583 117.3 19.2 132.8 .000 li 16.667 83.2 17.3 92.6 .000 16.750 64.5 16.0 70.1 .000 16.833 56.4 15.3 59.1 .000 16.917 48.3 14.6 51.0 .000 17.000 41.3 13.9 43.9 .000 + + AREA 402 FROM COOPER TO KNOX I I I 1/ I I + + ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< li = = (UNIT - HYDROGRAPH ADDED TO STREAM #4) li WATERSHED AREA = 31.820 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .147 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. E THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .370 I: LOW LOSS FRACTION = .618 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 ii SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.85 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 ��11 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: E 5- MINUTE FACTOR = 1.000 3 0- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 - 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES II UNIT INTERVAL PERCENTAGE OF LAG -TIME = 56.689 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 = _____________ ====== = = UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) II 1 5.722 22.019 2 37.318 121.589 3 77.603 155.026 4 94.117 63.549 5 98.341 16.256 6 99.339 3.842 II 7 99.736 1.525 8 99.934 .763 9 100.000 .254 TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 5.51 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.49 I TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 14.6038 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 11.9067 II 0 11 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) li TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 5.4077 9.85 .Q . V . • . 15.167 5.4807 10.60 . Q . V . • • I: 15.250 5.5596 11.45 . Q . V . • 15.333 5.6450 12.41 . Q . V . 15.417 5.7351 13.08 . Q . V. . . 15.500 5.8179 12.03 . Q . V. li 15.583 5.8907 10.57 Q . V. 15.667 5.9680 11.22 . Q . V 15.750 6.0594 13.27 . Q . V 15.833 6.1721 16.37 . Q . V . I: 15.917 6.3168 21.01 Q .V 16.000 6.5203 29.54 Q .V 16.083 6.8731 51.23 . Q . V 16.167 7.5524 ,,9.8,64- Q. V 16.250 8.2803 105.6) . .Q V 16.333 8.6616 `'5:37 . .Q V. 16.417 8.8397. 25.86 . Q . . V. • 16.500 8.9539 16.58 Q V 16.583 9.0546 14.62 . Q V 16.667 9.1429 12.82 . Q . . V 16.750 9.2181 10.93 . Q . . V II 16.833 9.2826 9.36 .Q •V 16.917 9.3393 8.22 .0 .V . 17.000 9.3906 7.45 .Q . .V . II * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 II » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 4« «< I **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 11 II » »>VIEW STREAM NUMBER 4 HYDROGRAPH« = _______ STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 15.083 166.1199 159.04 . Q V • • 15.167 167.2398 162.60 . Q V • • 15.250 168.3872 166.60 . .Q V . • 15.333 169.5658 171.14 . .Q V li 15.417 170.7737 175.38 .Q V • • • 15.500 171.9877 176.28 .Q V . 15.583 173.1877 174.24 . .Q V . 15.667 174.3790 172.97 . .Q .V . 15.750 175.5862 175.29 . .Q .V . 15.833 176.8513 183.70 . . Q .V • 15.917 178.2230 199.16 . . Q .V • 16.000 179.7896 227.47 . . Q .V • 16.083 181.7953 291.24 . Q.17 . li 16.167 184.7332 426.59 . . . V Q • . 16.250 188:3784 529.27 . . V Q li 16.333 191.9810 523.10 . . . V • Q . 16.417 194.9876 436.56 . . V Q. . 16.500 197.2615 330.16 . . . QV . 16.583 199.0343 257.41 . . Q . V . 16.667 200.5182 215.46 . Q . V . 16.750 201.8338 191.04 . . Q . V . 16.833 203.0626 178.42 . .Q . V . 16.917 204.2281 169.23 . .Q . V . I: 17.000 205.3393 161.34 . Q . V . FLOW PROCESS FROM NODE 404.00 TO NODE 404.10 IS CODE = 7 » »> STREAM NUMBER 4 ADDED TO STREAM NUMBER 1««< _ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.10 TO NODE 404.10 IS CODE = 11 »» >VIEW STREAM NUMBER 1 HYDROGRAPH««< li STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 15.083 1008.8130 856.23 . . VQ • 15.167 1014.7480 861.72 . . VQ • li 15.250 1020.7230 867.55 . VQ 15.333 1026.7430 874.21 . . VQ 15.417 1032.8080 880.64 . . V Q • 15.500 1038.8840 882.27 . . V Q 15.583 1044.9620 882.46 . •VQ 15.667 1051.0340 881.68 .VQ 15.750 1057.1340 885.65 . . .VQ • II 15.833 1063.3330 900.17 . .VQ 15.917 1069.7250 928.16 . .V Q 16.000 1076.4670 978.90 .V Q 16.083 1084.0190 1096.46 . .V 4 • II 16.167 1093.2250 1336.79 . . V • 0 16.250 1103.4990 1491.73 . . V Q • 16.333 1113.9080 1511.45 V Q • 16.417 1123.5130 1394.56 . . . V • 0 16.500 1131.4960 1159.18 . • V Q 16.583 1138.5370 1022.39 . . . V Q 16.667 1145.0930 951.86 . . Q 16.750 1151.3820 913.20 . . . QV 16.833 1157.5200 891.30 . . QV . 16.917 1163.5550 876.20 . . .Q V II 17.000 1169.5080 864.35 . .Q V . II + + 1 CHANNEL FLOW FROM KNOX TO MALOOF I 1 1 I 1 li + + I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.1070 NODE 501.20 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< I: = = = _______ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE I: INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). I: ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 1.50 li UPSTREAM ELEVATION(FT) = 1483.00 DOWNSTREAM ELEVATION(FT) = 1481.00 CHANNEL LENGTH(FT) = 710.00 MANNING'S FACTOR = .013 CONSTANT LOSS RATE(CFS) = .00 li CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1511.45 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 816.95 CHANNEL NORMAL VELOCITY FOR Q = 816.95 CFS = 11.98 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .876 I: MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 E CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 15.083 856.2 855.3 855.3 15.167 861.7 860.8 860.8 li 15.250 867.5 866.5 866.5 15.333 874.2 873.1 873.1 15.417 880.6 879.5 879.5 15.500 882.3 882.0 882.0 li 15.583 882.5 882.4 882.4 15.667 881.7 881.8 881.8 15.750 885.7 885.0 885.0 15.833 900.2 897.7 897.7 li 15.917 928.2 923.3 923.3 16.000 978.9 970.1 970.1 16.083 1096.5 1076.1 1076.1 16.167 1336.8 1295.2 1295.2 16.250 1491.7 1464.9 1464.9 16.333 1511.5 1508.0 1508.0 16.417 1394.6 1414.8 1414.8 16.500 1159.2 1199.9 1199.9 16.583 1022.4 1046.1 1046.1 16.667 951.9 964.1 964.1 16.750 913.2 919.9 919.9 16.833 891.3 895.1 895.1 I: 16.917 876.2 878.8 878.8 17.000 864.4 866.4 866.4 . • II PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1979.837 AF OUTFLOW VOLUME = 1979.837 AF LOSS VOLUME = .000 AF li + + I AREA 500 FROM KNOX TO MALOOF I I I I I + + I ****** *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 501.20 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS ««< II _ (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 41.700 ACRES BASEFLOW = .000 CFS /SQUARE -MILE 1 2 . 8 5 1 /'n i fl *USER ENTERED "LAG" TIME = .214 HOURS ti CAUTION: LAG TIME IS LESS THAN .50 HOURS. I: THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED I: MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .444 LOW LOSS FRACTION = .618 * HYDROGRAPH MODEL #1 SPECIFIED* in SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 il SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 3 -HOUR FACTOR = 1.000 11 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 38.941 11 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 II = = = = = = = UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) II 1 2.780 14.021 2 18.486 79.206 3 46.871 143.147 4 75.460 144.178 II 5 90.083 73.744 6 96.230 31.001 NIIIIINNIMIllo I/ 7 98.338 10.632 8 99.070 3.689 II 9 99.628 2.815 10 99.907 1.407 11 100.000 .469 li TOTAL STORM RAINFALL(INCHES) = 10.00 II TOTAL SOIL - LOSS(INCHES) = 5.66 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.34 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 19.6575 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 15.0847 t o =_ _ 2 4 - H O U R S T O R M f R U N O F F H Y D R O G R A P H _ _ _ HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) I: TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 I: 15.083 7.0298 9.38 .Q . V . 15.167 7.0967 9.72 .Q V . 15.250 7.1663 10.10 . Q . V. . I: 15.333 7.2389 10.55 Q . V. 15.417 7.3150 11.04 Q V. . 15.500 7.3928 11.30 Q V. . 15.583 7.4706 11.30 . Q . V. . E 15.667 7.5504 11.59 Q . V 15.750 7.6395 12.94 Q V 15.833 7.7473 15.65 Q V . 15.917 7.8857 20.09 . Q . V . ll 16.000 8.0779 27.91 Q .V . 1.6.083 8.3927 45.71 Q. V . 16.167 8.9715 84.05 . . Q . V . 16.250 9.7503 lerftiol .0. . . Q V . II 16.333 10.4739 105.08 .Q V 16.417 10.9096 63.26 . . 0 V . 16.500 11.1524 35.25 . 0 . . V. . 16.583 11.2960 20.86 . Q V. II 16.667 11.3999 15.09 Q V 16.750 11.4888 12.90 Q V 16.833 11.5649 11.06 . Q . . V . II 16.917 11.6319 9.73 .Q V 17.000 11.6928 8.83 .Q .V I FLOW PROCESS FROM NODE 501.20 TO NODE 501.20 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 15.083 1014.8210 864.71 . . Q . . II 15.167 1020.8170 870.49 . 0 15.250 1026.8540 876.64 . . Q II 15.333 1032.9390 883.61 . 4 15.417 1039.0730 890.56 . . Q . I/ 15.500 1045.2250 893.28 . . VQ . 15.583 1051.3800 893.72 . . .Q . 15.667 1057.5330 893.41 . .Q . 15.750 1063.7170 897.90 . .Q , ii 15.833 1070.0070 913.31 . . .Q . 15.917 1076.5040 943.40 . . .VQ . 16.000 1083.3780 998.02 . . .V Q . II 16.083 1091.1040 1121.80 . . .V Q . 16.167 1100.6020 1379.21 . . V • . Q 16.250 1111.4700 1577.96 . . V Q • 16.333 1122.5790 X613,, . . V . Q • I 16.417 1132.7590 3478.06 . . V Q . 16.500 1141.2660 1235.19 . . V Q. 16.583 1148.6140 1066.94 . . V Q . 16.667 1155.3570 979.17 . . Q li 16.750 1161.7820 932.80 . . .Q V . 16.833 1168.0220 906.15 . .Q V 16.917 1174.1420 888.54 . Q V 17.000 1180.1700 875.24 . . Q V . 17.083 1186.1090 862.38 . . Q V . 17.167 1191.9900 853.87 . . Q V . 17.250 1197.8440 850.12 . Q V 17.333 1203.6890 848.58 . Q. V I: 17.417 1209.5250 847.39 . Q. V . 17.500 1215.3500 845.86 . . Q. V . 17.583 1221.1620 843.88 . Q. V 17.667 1226.9610 841.95 . Q. V I: 17.750 1232.7470 840.21 . Q. V . 17.833 1238.5230 838.65 . . Q. V . 17.917 1244.2890 837.22 . . Q. V . 18.000 1250.0450 835.73 . Q. V I: = = END OF FLOOD ROUTING ANALYSIS I: ° II • li II II II II II APPENDIX C HYDROLOGIC ANALYSIS 1 E _ ii `i 1 xurcuaoLoasn3osrAwtdoc 12 it k ..+....-.. v1• •I S ••1./1•V ■-%Awr■ 11V1\ 11 =U.0 1.) 5000 4000 3000 �•;� 1__ � �1111 _ _ IIIIPiJ. �11,: 2000 • 1 1111 I �W�� 011 ∎ ∎� ■�%WA4 O � 1 1 11110Maggra ]Cii.ONVOP _ 1 1000 - ME��MIN■■ iii ►� i:.�i��:�1.�7aA.Y►RMAi� � �■ 800 NO � P 2 C . %i iii ii .ii iW �� iIN % E 6 00 � ��► i %1 %ealkIl :�!LIPMI K4�M1111I °° Mil KA,�PINCIWINa il∎IMPINF2431:411 ILTAI ! 400. _► MIAL05i � ��MM SAM21 , 1 •�LV / •P' 300 m om' ,, - eri�10;M;/l illO I I E 2 00 NvdVranEMMRMPE2rMIPraIESV* o r i r 26 �%: �� e� ��i U 100 �c.. ��iu�, w ■..+w.� -s�s� . 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CHART 1 0 180 10,000 168 8,000 EXAMPLE (1) (2) (3) 156 6 000 0.42 bean (3 feet) 8, 6, E 5000 0.120 de 6, 144 - 6. s. 4,000 a NW 132 0 het - 4. 3,000 (1) 2.5 t.11 -. � . 4. E 120 - (2) 2.1 7.4 108 2,000 (3) 2.2 7.7 _ 4. 3. II 0 is feet - 3 ' a 96 1,000 3, 800 ' __ __ E 84 600 I'.7 2. 2- 500 k • 2. 72 400 3 w E x _ 300 � / 1.5 (.5 Z H Z 60 0 200 F -ls -- Z W 9 G S4 / a a 1 — cr � 100 O Z J 48 / o 80 — 4 B' / = 60 a - -1.0 42 W E cr o c S CALE 50 HW ENTRANCE " -- . 1.0 40 0 TYPE 1... 36 30 (1) spare edge with 3 W - ,9 '9 .9 33 sed.ell C E ,-:, Q Q 20 (2) Greece sad IMO 30 headwall S - . 8 .8 (3) Groove end — . 27 projecting E 10 ' .7 -T' 24 8 -.7 6 ye use scale (2) or (3) project 21 5 horizontally to scale (1), Mk 4 use straight inclined line tarsusA 0 end 0 scabs, or reverse es .6 .6 3 illustrated. - .6 18 2 1 iS '6 - ,6 .5 1.0 12 HEADWATER DEPTH FOR HEADWATER SCALES 2!'1<3 CONCRETE PIPE CULVERTS BUREAU Of MUG ROADS JAN. 043 REVISED MAY 1964 WITH INLET CONTROL 181 E 1 Planning DM J M Engineering ti,, Management STATE ROUTE 30 SEGMENT 7 JOB No: 2214.01 SHEET No: HIGHLAND FACILITY CITRUS AVENUE DESIGNED BY: ADF DATE: 6 —10 - 98 INLET HYDRAULIC ANALYSIS APPROVED BY: FILE No: r3ohdal.cal AT THE MOST EASTERLY END OF THIS DESIGN, A HEADWALL WILL TEMPORARORLY END THE PIPE UNTILL IT IS EXTENDED NORTHERLY OR EASTERLY BY THE FUTURE DEVELOPMENT. THE PIPE IS A 2300 mm AND THE INLET FLOW IS 15.5 CMS PER THE HYDROLOGY REPORT. I PER THE INLET CONTROL NOMO GRAPH, (CHART 1) A 2300 mm (90 in) PIPE WITH 15.5 CMS (548 CFS) REQUIRES A HW /D OF 1.5. THE REQUIRED HEAD AT THE INTERIM CONDITION IS; HW = 1.5 * 2300 = 3450 mm (11.32 ft) I THE ULTIMATE INLETS ON CITRUS WILL COLLECT THE FLOWS IN CITRUS PRIOR TO THE RAMPS. THE FLOW IN CITRUS WILL BE 2.12 CMS IN THE WEST SIDE PLUS 0.51 CMS IN THE EAST SIDE PER THE HYDROLOGY REPORT. IN ADDITION TO THE ULTIMATE INLETS A TEMPORARY INLET WILL BE PLACED ON THE WEST SIDE TO INTERCEPT FLOWS IN THE EXISTING CONDITION AND IN THE FUTURE, THE LATERAL WILL BE EXTENDED UP CITRUS TO HELP PICKUP FLOWS WITHIN THE ULTIMATE STREET SECTION. 1 TOTAL FLOW WITHIN CITRUS = 2.63 CMS. THE ULTIMATE CAPACITY OF CITRUS AT STA 106 +35 IS 1.71 CMS PER MANNINGS EQUATION. THEREFORE, AN ADDITIONAL 0.92 CMS MUST BE INTERCEPTED NORTH OF THE HIGHLAND FACILITY. PER THE NEW IMPROVEMENTS, THE MINIMUM FLOW INTO THE CATCH BASINS IS 0.04 CMS PER THE 95% HYDROLOGY REPORT. FOR THE ULTIMATE SECTION, FLOW WILL BE OVER THE CENTERLINE, THEREFORE; USE HALF THE FLOW IN EACH BASIN, 2.63 - .92 = 1.71/ 2 =0.855 CMS PER BASIN, USE 90% INTERCEPTION, FIND THE LENGTH; WITH LOCAL DEPRESSION, LT = K Q 0.42 S 0.3( 1 ) 0.6 n SE LT = TOTAL LENGTH K = CURB OPENING CONSTANT = 0.810 Q = HALF STREET FLOW = 0.855 CMS S = STREET SLOPE = 0.005 AT STA 106 +35 GUTTER CROSS n = MANNING'S ROUGHNESS FACTOR = 0.015 SLOPE SLOPE SE = STREET CROSS FALL = 0.125 SE = SX + Sw X E0, Sw = .1166, S = .02,TRY E =90% SE =. 02 X .9(.1166) = .125 LT = 0.810 (0.855 0 ).005 0.3( 1 ) 0.6 = 6.700 M (21.97 FEET) HALF STREET .015 X .125 FOR ULTIMATE LOCATION ONLY, USE TWO 6.700 M (21.97') CATCH BASINS AT 106 +35. THIS ALLOWS 0.086 CMS 1 BYPASS TO FLOW TO THE RAMPS. ADDITIONAL BASINS ARE REQUIRED NORTH OF STA 106 +35 TO INTERCEPT THE ULTIMATE FLOWS WITHIN 1 THE ULTIMATE STREET SECTION. A TEMPORARY 900 mm FLARED END WILL BE USED TO INTERCEPT THE FLOW ON THE WEST SIDE OF CITRUS. I IT IS LOCATED AT THE ULTIMATE LOCATION OF TWO FUTURE 6.400 M CATCH BASINS, ONE ON THE WEST SIDE AND ONE ON THE EAST SIDE. THE CONNECTOR PIPE FROM THE EAST CB AT STA 106 +35 TO THE WEST WILL BE 600 mm, THE LATERAL 1 FROM THE CB TO THE HIGHLAND FACILITY WILL BE A 900 mm PIPE. THE LATERAL TO THE TEMPORARY FLARED END WILL BE A 900 mm PIPE 1 Planning DMJM Architecture Engineering Project/Construction . Management STATE ROUTE 30 SEGMENT 7 JOB No: 2214.01 SHEET No: I HIGHLAND FACILITY CATAWBA AVENUE DESIGNED BY: ADF DATE: 6 -10 - 98 INLET HYDRAULIC ANALYSIS APPROVED BY: FILE No: r30hda2.cal AT THE LOW POINT OF THE CUL - DE-SAC THE FLOW OF 3.88 CMS WILL BE COLLECTED WITH AT GRADE AND SUMP CATCH BASINS. FOR THE CATCH BASIN IN THE SUMP; WITH OR WITHOUT LOCAL DEPRESSION, Q = C H L [ 2 G ( D - H) ] 050 2 C = CURB OPENING CONSTANT = 0.67 LT = TOTAL LENGTH (M) H = HEIGHT OF OPENING (M) G = 9.81 M /S D DEPTH FROM UP OF INLET TO WATER SURFACE (M) 1 Q = 0.67 (0.178 X 15.5) [ 2 (9.81) ( 0.315 - 0.178 ) ] °.5° = 3.88 CMS, FOR TOTAL INTERCEPTION, A 15.5 M CB 2 THIS IS NOT PRACTICAL, TRY A 8.534 M CB Q = 0.67 (.178 X 8.534) [ 2 (9.81) ( 0.315 - 0.178 ) ] = 2.143 CMS FOR 40% INTERCEPTION 2 FOR THE REMAINING FLOW, IT WILL BE OVER THE CENTERLINE OF CATAWBA, THEREFORE; USE HALF THE FLOW IN EACH BASIN, 3.88 - 2.143 = 1.737 CMS IN CATAWBA 1.737/2 = 0.868 CMS PER BASIN, USE 90% INTERCEPTION, FIND THE LENGTH; WITH LOCAL DEPRESSION, LT = K Q °.42 s 0.3( 1 ) 0.6 n SE LT = TOTAL LENGTH K = CURB OPENING CONSTANT = 0.810 ' " - Q = HALF STREET FLOW = 0.855 CMS S = STREET SLOPE = 0.005 AT STA 106 +35 GUTTER CROSS n = MANNING'S ROUGHNESS FACTOR = 0.015 SLOPE SLOPE SE = STREET CROSS FALL = 0.125 SE = Sx + SW X E0, SN, = .1166, S = .02,TRY E =90% SE =.02 X .9(.1166) _ .125 LT = 0.810 (0.868 0.42 ).005 0.3( 1 ) 0.6 = 6.737 M (22.10 FEET) HALF STREET .015 X .125 . I FOR ULTIMATE ONGRADE LOCATION, USE TWO 6.700 M (22') CATCH BASINS AT 40 +38. THIS ALLOWS 0.0868 CMS BYPASS TO FLOW TO THE SUMP. 1 THE BASIN IN THE SUMP OF THE CUL-DE-SAC WILL BE A 8.534 M (28') BASIN. THIS UTILIZES PONDING TO THE RIGHT -OF -WAY. THE LATERAL PIPE FROM THE HIGHLAND FACILIMO THE SUMP BASIN WILL BE A 1.500 M (5') PIPE. FROM THE 1 SUMP TO THE ON GRADE BASINS WILL BE A 1.200 M (4') PIPE LOCATED 1.500 M EAST OF CENTERLINE. 1 A I THE TMPORARY INLET WITHIN THE EASEMENT WILL COLLECT 1.42 CMS WHICH WILL COLLECT WITHIN THE RIGHT -OF —WAY. THE INLET WILL BE A RISER TYPE WITH A GRATE AND DEPRESSED APPRON. WITH LOCAL DEPRESSION, Q = C A [ 2 G D ] 0-50 C = ORIFICE CONSTANT = 0.67 A = CLEAR OPENING (SM), 900 mm DIA, (0.457) X PI = 0.657, CLEAR OPENING= 0.657 X 0.95 = 0.624 G = 9.81 M/S D 1 = DEPTH TO WATER SURFACE (M), 0.200 (0.50') AT DEPRESSION Q, = 0.67 (0.624) [ 2 (9.81) ( 0.2) r = 0.828 CMS, FOR TOTAL INTERCEPTION. TRY A DEEPER DEPRESSION Q, = 0.67 (0.525) [ 2 (9.81) ( 0.609) ] °• = 1.445 CMS, FOR TOTAL INTERCEPTION, 0.609 M (2') DEPRESSION E 1 1 1 1 Planning DMJM Engineeflng I PmjectlCcns Management STATE ROUTE 30 SEGMENT 7 JOB No: 2214.01 SHEET No: HIGHLAND FACILITY COOPER AVENUE DESIGNED BY: ADF DATE: 6 —10 — 98 INLET HYDRAULIC ANALYSIS APPROVED BY: FILE No: r30hda3.cal AT THE LOW POINT OF THE CUL-DE-SAC THE FLOW OF 1.81 CMS WILL BE COLLECTED WITH AT GRADE AND SUMP CATCH BASINS. FOR THE CATCH BASIN IN THE SUMP; WITH OR WITHOUT LOCAL DEPRESSION, Q = C H L [ 2 G (D, — H) ] ° 2 Co = CURB OPENING CONSTANT = 0.67 L = TOTAL LENGTH (M) H = HEIGHT OF OPENING (M) G = 9.81 M /S D DEPTH FROM LIP OF INLET TO WATER SURFACE (M) Q = 0.67 (0.178 X 6.400) [ 2 (9.81) ( 0.315 — 0.178 ) 1 .50 = 1.865 CMS, FOR TOTAL INTERCEPTION, A 21' CB 2 OK! THE TMPORARY INLET WITHIN THE EASEMENT WILL COLLECT 1.2 CMS WHICH WILL COLLECT WITHIN THE RIGHT -OF —WAY. THE INLET WILL BE A RISER TYPE WITH A GRATE AND DEPRESSED APPRON. WITH LOCAL DEPRESSION, Q, = G A [ 2 G (D n (15° C = ORIFICE CONSTANT = 0.67 A = CLEAR OPENING (SM), 900 mm DIA, (0.457) X PI = 0.657, CLEAR OPENING= 0.657 X 0.95 = 0.624 G = 9.81 M /S D DEPTH TO WATER SURFACE (M), 0.200 (0.50') AT DEPRESSION Q, = 0.67 (0.624) [ 2 (9.81) (0.2) r' = 0.828 CMS, FOR TOTAL INTERCEPTION. TRY A DEEPER DEPRESSION f�1 - oso Q, = 0.67 (0.525) [ 2 (9.81) ( 0.609) ] = 1.445 CMS, FOR TOTAL INTERCEPTION, 0.609 M (2') DEPRESSION THE BASIN IN THE SUMP OF THE CUL - DE-SAC WILL BE A 6.400 M (21) BASIN. THIS UTILIZES PONDING TO THE RIGHT -OF -WAY. THE LATERAL PIPE FROM THE HIGHLAND FACILITYTO THE SUMP BASIN WILL BE A 1.000 M (3.5') PIPE. THE 900 mm PIPE RISER WILL HAVE A 0.609 M (2') DEPRESSION 1 Planning Architecture DMJM Engineering Management STATE ROUTE 30 SEGMENT 7 JOB No: 2214.01 SHEET No: HIGHLAND FACILITY KNOX AVENUE DESIGNED BY: ADF DATE: 6 —10 - 98 INLET HYDRAULIC ANALYSIS APPROVED BY: FILE No: r30hda4.cal THE PIPE FLOW IN KNOX WILL BE 10.300 CMS AND THE SURFACE FLOW WILL BE 3.00 CMS PER THE 1 HYDROLOGY REPORT. THE ULTIMATE INLETS ON KNOX WILL COLLECT THE FLOWS IN CITRUS PRIOR TO THE FREEWAY. THE FLOW I IN KNOX WILL BE 3.0 CMS. IN ADDITION TO THE ULTIMATE INLETS A TEMPORARY INLET WILL BE PLACED ON THE EAST SIDE TO INTERCEPT FLOWS OF 1.200 CMS, IN THE EXISTING CONDITION. THE KNOX LATERAL WILL BE EXTENDED UP KNOX THE FOR THE LENGTH OF ULTIMATE STREET SECTION CONSTRUCTION. I FOR THE ULTIMATE SECTION, FLOW WILL BE OVER THE CENTERLINE, THEREFORE; USE HALF THE FLOW IN EACH BASIN, 3.000/ 2 = 1.500 CMS PER BASIN, USE 90% INTERCEPTION, FIND THE LENGTH; WITH LOCAL DEPRESSION, LT = K Q 0.42 S 0.3( 1 ) 0.6 n SE LT = TOTAL LENGTH K = CURB OPENING CONSTANT = 0.810 Q = HALF STREET FLOW = 1.500 CMS S = STREET SLOPE = 0.020 AT STA 106 +00 GUTTER CROSS n = MANNING'S ROUGHNESS FACTOR = 0.015 SLOPE SLOPE SE = STREET CROSS FALL = 0.125 SE = Sx + Sw X E S = .1166, S = .02,TRY E =90% SE =. 02 X .9(.1166) = .125 L = 0.810 (1.500 0.42 ).020 0.3 1 ) 0.6 = 12.850 M (42'FEET) HALF STREET .015 X .125 • FOR ULTIMATE LOCATION ONLY, USE TWO 6.700 M (21.97') CATCH BASINS ON EACH SIDE. THIS ALLOWS 0.150 CMS BYPASS TO FLOW DOWN KNOX. ADDITIONAL BASINS ARE REQUIRED NORTH OF STA 106 +35 TO INTERCEPT THE ULTIMATE FLOWS WITHIN THE ULTIMATE STREET SECTION. A TEMPORARY 900 mm FLARED END WILL BE USED TO INTERCEPT THE FLOW ON THE EAST SIDE OF KNOX. THERE ARE NO ULTIMATE CATCH BASINS IN KNOX. ALL INLETS WILL BE AT ULTIMATE CURB LOCATIONS AND WILL BE RISER TYPE WITH LOCAL DEPRESSIONS. THE TMPORARY INLETS WITHIN THE RIGHT -OF -WAY WILL COLLECT 1.5 CMS IN EACH HALF OF THE STREET, USE TWO INLETS PER HALF. THE FLOW PER INLET WILL BE 0.750 CMS THE INLETS WILL BE RISER TYPE WITH I A GRATE AND DEPRESSED APPRON. WITH LOCAL DEPRESSION, Q, = C A [ 2 G (D) F °50 C = ORIFICE CONSTANT = 0.67 USE DEBRIS RACK A = CLEAR OPENING (SM), 900 mm DIA, PIPE (0.457) PI = 0.657, CLEAR OPENING= 0.657 X 0.95 = 0.624 G = 9.81 M /S D 1 = DEPTH TO WATER SURFACE (M), 0.200 (0.67') AT DEPRESSION Q, = 0.67 (0.624) [ 2 (9.81) ( 0.204) 1 '5o= 0.836 CMS, FOR TOTAL INTERCEPTION, OK! I USE 900 mm CONNECTOR PIPES FROM THE KNOX LATERAL TO THE RISERS. THE KNOX LATERAL WILL BE A 1800 MM (72) PIPE. 1 . wa 1 Engineering D M J M PP auction Management STATE ROUTE 30 SEGMENT 7 JOB No: 2214.01 SHEET No: HIGHLAND FACILITY MALOOF AVENUE DESIGNED BY: ADF DATE: 6 -10 - 98 INLET HYDRAULIC ANALYSIS APPROVED BY: FILE No: r30hda5.cal AT THE LOW POINT OF THE CUL - DE-SAC THE FLOW OF 2.83 CMS WILL BE COLLECTED WITH AT GRADE AND E SUMP CATCH BASINS. FOR THE CATCH BASIN IN THE SUMP; WITH OR WITHOUT LOCAL DEPRESSION, Q = G H L [ 2 G( D, - H) 1° 2 Co = CURB OPENING CONSTANT = 0.67 LT = TOTAL LENGTH (M) H = HEIGHT OF OPENING (M) G = 9.81 M /S E D, = DEPTH FROM LIP OF INLET TO WATER SURFACE (M) Q = 0.67 (0.178 X 9.709) [ 2 (9.81) ( 0.315 - 0.178 ) ]aS0 = 2.830 CMS, FOR TOTAL INTERCEPTION, A 31.8' CB 2 NO GOOD! Q, = 0.67 (0.178 X 8.534) [ 2 (9.81) ( 0.315 - 0.178 ) ] = 2.143 CMS, FOR 75% INTERCEPTION, A 28' CB E 2 AN ADDITIONAL BASIN WILL BE REQUIRED TO INTERCEPT FLOWS UPSTREAM OF THE CUL -DE -SAC. 2.83 - 2.143 = 0.687 CMS WITH LOCAL DEPRESSION, LT = K Q 0.42 S 0.3( 1 ) 0.6 n SE LT = TOTAL LENGTH K = CURB OPENING CONSTANT = 0.810 Q = HALF STREET FLOW = 0.687/ 2 = 0.344 CMS S = STREET SLOPE = 0.02 AT STA 20 +35 GUTTER CROSS n = MANNING'S ROUGHNESS FACTOR = 0.015 SLOPE SLOPE SE = STREET CROSS FALL = 0.125 SE = Sx + SW X E S = .1166, S = .02,TRY E =90% SE =. 02 X .9(.1166) = .125 • LT = 0.810 (0.344 0.42) 02 0.3 ( 1 ) 0.6 = 6.923 M (23') CATCH BASIN, USE 2 BASINS UPSTREAM OF .015 X .125 THE CUL -DE -SAC. 1 THE TMPORARY INLET WITHIN THE EASEMENT WILL COLLECT 1.42 CMS WHICH WILL COLLECT WITHIN THE RIGHT -OF -WAY. THE INLET WILL BE A RISER TYPE WITH A GRATE AND DEPRESSED APPRON. I WITH LOCAL DEPRESSION, Q = C A [ 2 G( C = ORIFICE CONSTANT = 0.67 A = CLEAR OPENING (SM), 900 mm DIA, (0.457) X PI = 0.657, CLEAR OPENING= 0.657 X 0.95 = 0.624 G =9.81 M/S D, = DEPTH TO WATER SURFACE (M), 0.200 (0.67') AT DEPRESSION Q, = 0.67 (0.624) [ 2 (9.81) ( 0.2) rm = 0.828 CMS, FOR TOTAL INTERCEPTION. TRY A DEEPER DEPRESSION Q, = 0.67 (0.525) [ 2 (9.81) ( 0.609) ]0.50 = 1.445 CMS, FOR TOTAL INTERCEPTION, 0.609 M (2') DEPRESSION THE BASIN IN THE SUMP OF THE CUL - DE-SAC WILL BE A 8.534 M (28') BASIN. THIS UTILIZES PONDING TO THE RIGHT -OF -WAY. THE LATERAL PIPE FROM THE HIGHLAND FACILITY TO THE SUMP BASIN WILL BE A 1.000 M (3.5') PIPE. THE 900 mm PIPE RISER WILL HAVE A 0.609 M (2') DEPRESSION a 1 MALOOF AVENUE II Cross Section for Irregular Channel Project Description Project File f: exchange\ al \programs\haestad\fmw\hwy30.fm2 Worksheet MALOOF AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data • Wtd. Mannings Coefficient 0 15 0.0 000 m/m ' Channel Slope X ' Water Surface Elevation 1.00 m E Discharge 3.86 m /s . . , a • . , , 1 1 0.95- , r , r , r -- - - - - � C O 7.: 0 ID al 0.85- a I- a F. a F -- - - - - C - 0.8- --_, L J L i '- - 1 1 1 1 I 0.75 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 Station (m) 1 06/19/98 FlowMaster v5.12 12:19:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 II MALOOF AVENUE Worksheet for Irregular Channel 1 Project Description Project File f:\ exchange\ ai \programs\haestad \fmw\hwy30.fm2 I Worksheet MALOOF AVENUE Flow Element Irregular Channel Method Manning's Formula II Solve For Discharge Input Data Channel Slope (0.02000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.00 m. Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00. 0.00 2.44 0.013 1.80 0.96 2.44 12.24 0.016 li 1.85 0.76 12.24 14.68 0.013 2.44 0.81 7.34 0.91 12.24 0.81 12.83 0.76 12.88 0.96 14.68 1.00 E Results Wtd. Mannings Coefficient 0.015 Discharge 3.86 ms /s Flow Area 1.71 m Wetted Perimeter 15.00 m Top Width 14.68 m li Height 0.24 m Critical Depth 1.08 m Critical Slope 0.003952 m/m I Velocity 2.26 m/s Velocity Head 0.26 m Specific Energy 1.26 m Froude Number 2.11 Flow is supercritical. 1 1 06/19/98 FlowMaster v5.12 12:18:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 HALF STREET CAPACITY Cross Section for Irregular Channel Project Description Project File f: exchange\ al \programs\haestad\fmw\hwy30.fm2 Worksheet MALOOF AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge rs Section Data Wtd. Mannings Coefficient 00-94 Channel Slope 0.020000 m/m Water Surface Elevation 0.91 m Discharge 0.95 ms /s C \ . . : o 0.95. r r r -- - -- -� E T7 V v i C (7 0 m W 0.85 a F a H 4 I - - - -a 0.8. L J L J L - - - - -j I 0.75 ' 0.0 2.0 4.0 6.0 Station (m) 10.0 12.0 14.0 16.0 1 06/19/98 FlowMaster v5.12 12:34:50 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 KNOX AVENUE Cross Section for Irregular Channel Project Description Project File f:\ exchange1al \programslhaestad\fmwthwy30.fm2 Worksheet KNOX AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge t • Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m Discharge 3.83 m /s _ F t 0.95 - - - -- -- - - - - -, r t t _ i 0.9 1 t M C 0 as Q] W um • I 0.8 J L 1 0.75 0.0 5.0 10.0 Station (m) 15.0 20.0 25.0 06/19/98 FlowMaster v5.12 12:08:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 KNOX AVENUE Worksheet for Irregular Channel 1 Project Description Project File f:\ exchange\ al 1programs\haestad\fmw\hwy30.fm2 I Worksheet KNOX AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge I Input Data Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.00 m. li Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00 0.00 2.44 0.013 1.80 0.96 2.44 21.00 0.016 1.85 0.76 21.00 , 1 23.44 0.013 2.44 0.81 12.05 1.00 21.00 0.81 , 21.59 0.76 21.64 0.96 23.44 1.00 Results Wtd. Mannings Coefficient 0.015 Discharge 3.83 m'/s Flow Area 2.10 m Wetted Perimeter 23.77 m Top_Width 23.44 m • , Height 0.24 m Critical Depth 1.05 m Critical Slope 0.004566 m/m Velocity 1.83 m/s I Velocity Head 0.17 m Specific Energy 1.17 m Froude Number 1.95 Flow is supercritical. Flow is divided. 1 1 1 06/19/98 FlowMaster v5.12 12:08:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 COOPER AVENUE 1 Cross Section for Irregular Channel 1 Project Description Project File f:\ exchange‘al \programstaestadVmw\hwy30.fm2 I Worksheet COOPER AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m Discharge 3.86 ms /s I \ . 1 0.95- i r n r i r - - - - - -� le O O W 0.85- 4 I. 4 I- 4- - - - -4 0.8- J I- J I- - - - - -i 1 1 0.75 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 1 Station (m) 06/19/98 FlowMaster v5.12 11:48:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 w 1 COOPER AVENUE II Worksheet for Irregular Channel Project Description Project File f: exchange\ al \programs\haestad\fmw\hwy30.fm2 Worksheet COOPER AVENUE Flow Element Irregular Channel Method Manning's Formula • Solve For Discharge I Input Data Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.00 m. Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00 0.00 2.44 0.013 1.80 0.96 2.44 12.24 0.016 I 1.85 0.76 12.24 14.68 0.013 2.44 0.81 7.34 0.91 12.24 0.81 12.83 0.76 12.88 0.96 1 14.68 1.00 Results Wtd. Mannings Coefficient 0.015 Discharge 3.86 m /s Flow Area 1.71 m Wetted Perimeter 15.00 m Top Width 14.68 m _ Height 0.24 m Critical Depth 1.08 m Critical Slope 0.003952 m/m I Velocity 2.26 m/s Velocity Head 0.26 m Specific Energy 1.26 m Froude Number 2.11 Flow is supercritical. 1 1 1 06/19/98 FlowMaster v5.12 I 11:49:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 CATAWBA AVENUE C ross Section for Irregular Channel Project Description Project File Mexchangel al \programs\haestad\fmw\hwy30.fm2 I Worksheet CATAWBA AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m 1 Discharge 3.86 ms /s -) . 1 \ 0.95- , r , r , r -- - - - -4 C - - O ...7, (>1 O w 0.85- 4 a a -- - - - -; 0.8 L J L 1 L - - - - -1 1 0.75 1 0.0 2.0 4.0 6.0 Station (m) 10.0 12.0 14.0 16.0 1 06/19/98 FlowMaster v5.12 11:44:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 ,r -. 1 CATAWBA AVENUE Worksheet for Irregular Channel Project Description Project File f: lexchange\ al1programs \haestad\fmw\hwy30.fm2 Worksheet CATAWBA AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.020000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.00 m. Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00 0.00 2.44 0.013 1.80 0.96 2.44 12.24 0.016 1.85 0.76 12.24 14.68 0.013 2.44 0.81 7.34 0.91 12.24 0.81 12.83 0.76 12.88 0.96 14.68 1.00 Results Wtd. Mannings Coefficient 0.015 Discharge 3.86 m /s Flow Area 1.71 m . Z Wetted Perimeter 15.00 m Top Width 14.68 m Height 0.24 m Critical Depth 1.08 m Critical Slope 0.003952 m/m Velocity 2.26 m/s Velocity Head 0.26 m Specific Energy 1.26 m Froude Number 2.11 Flow is supercritical. 1 1 06/19/98 FlowMaster v5.12 E 11:46:46 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 CITRUS AVE AT STA 106 +35 Worksheet for Irregular Channel Project Description Project File f:\ exchange\ aI \programs\haestad \fmw\hwy30.fm2 I Worksheet CITRUS AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.12 m. a Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00 0.00 2.44 0.013 1.80 0.96 2.44 28.84 0.016 1.85 0.76 28.84 31.28 0.013 2.44 0.81 15.64 1.12 28.84 0.81 29.45 0.76 29.48 0.96 31.28 1.00 Results Wtd. Mannings Coefficient 0.015 Discharge 1.71 m /s Flow Area 1.87 m _ Wetted Perimeter 21.40 m Top Width 21.06 m Height 0.24 m Critical Depth 1.00 m Critical Slope 0.005268 m/m Velocity 0.91 m/s Velocity Head 0.04 m Specific Energy 1.04 m Froude Number 0.98 Flow is subcritical. Flow is divided. t 1 1 06/19/98 FlowMaster v5.12 12:30:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 CITRUS AVE AT STA 107 +00 1 Worksheet for Irregular Channel 1 Project Description Project File f:\ exchange\ al \programs\haestad\fmwthwy30.fm2 Worksheet CITRUS AVENUE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data 1 Channel Slope 0.008000 m/m Water Surface Elevation 1.00 m Elevation range: 0.76 m to 1.12 m. Station (m) Elevation (m) Start Station End Station Roughness 0.00 1.00 0.00 2.44 0.013 1.80 0.96 2.44 28.84 0.016 1.85 0.76 28.84 31.28 0.013 2.44 0.81 15.64 1.12 28.84 0.81 29.45 0.76 29.48 0.96 31.28 1.00 Results Wtd. Mannings Coefficient 0.015 • Discharge 2.16 m /s Flow Area 1.87 m Wetted Perimeter 21.40 m Top Width 21.06 m Height 0.24 m Critical Depth 1.02 m Critical Slope 0.005102 m/m Velocity 1.15 m/s 1 Velocity Head 0.07 m Specific Energy 1.07 m Froude Number 1.23 Flow is supercritical. Flow is divided. 1 1 1 06/19/98 FlowMaster v5.12 12:32:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 CITRUS AVENUE AT STA 107 +00 Cross Section for Irregular Channel 1 Project Description Project File f: \ exchange\ al \programsthaestad\fmwlhwy30.fm2 Worksheet CITRUS AVENUE Flow Element Irregular Channel Method Manning's Formula si Solve For Discharge Section Data E Wtd. Mannings Coefficient 0.015 Channel Slope 0.008000 m/m Water Surface Elevation 1.00 m ' E Discharge 2.16 ms /s 1.1 1.05- { - - -- - - - -F 4 + 1.,, r ■ 1 E c o 0.95 - - -• .� + 1. a 0 W 1 0.9 - - -• - T r 1 0.85 J L � _ 1 0.8 - -- -, 4 r 1 0.75 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 1 Station (m) 06/19/98 FlowMaster v5.12 12:33:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 APPENDIX D • 1 TEMPORARY DETENTION BASIN ANALYSIS 1 f+ r r x:wroxoLoMmm'r.epmax 13 NORTH FONTANA DETENTION BASIN FOR 1 1 1 l ROUTE 30 SEGMENT 7 ON THE NORTH EAST CORNER OF SIERRA AND ROUTE 30 1 1 - 30/34196 TOTAL . FOR 18" FOR 18" W/ IN C W/ IN CNTL WATER SUR WATER SUR WATER SUR WATER SUR BASIN BASIN BASIN BASIN BASIN BASIN PIPE PIPE I ENT ELEVATION ELEVATION ELEVATION ELEVATION DEPTH AREA AREA AREA STORAGE STORAGE OUTFL OUTFLO NO. ACTUAL M FT FT FT SQM SF AC CF ACFT CFS CFS 465.727 465.7269 1528.05 1528.05 0 0 0 0 0 .000 0 0 1 1 466.039 466.0317 1529.074 1529.05 1 14881 160194 3.677547 80096.98 1.839 3.5 7 2 466.344 466.3365 1530.075 1530.05 2 15603 167966.3 3.855976 328160.3 7.534 9.1 18.2 3 466.649 466.6413 1531.075 1531.05 3 16338 175878.6 4.037616 515767.3 11.840 12.8 25.6 4 466.954 466.9461 1532.076 1532.05 4 17086 183930.8 4.22247 719618.7 16.520 15.4 30.8 5 467.258 467.2508 1533.073 1533.05 5 17849 192144.5 4.41103 940188.2 21.584 17.8 35.6 6 467.563 467.5556 1534.074 1534.05 6 18624 200487.4 4.602556 1177896 27.041 19.9 39.8 7 467.868 467.8604 1535.075 1535.05 7 19413 208980.9 4.797542 1433139 32.900 21.8 43.6 8 468.173 468.1652 1536.076 1536.05 8 20216 217625.2 4.995988 1706425 39.174 23.5 47 9 468.478 468.47 1537.076 1537.05 9 21031 226398.7 5.197399 1998108 45.870 25.1 50.2 10 468.782 468.7748 1538.074 1538.05 10 21902 235775 5.41265 2310869 53.050 26.6 53.2 11 469.087 469.0795 1539.074 1539.05 11 23430 2522241 5.790265 2683994 61.616 28.1 56.2 12 469.392 469.3843 1540.075 1540.05 12 24703 265927.8 6.104862 3108910 71.371 29.4 58.8 13 469.445 469.4453 1540.249 1540.25 12.2 25436 273818.5 6.286009 3292453 75.584 29.7 59.4 14 469.697 469.6891 1541.076 1541.05 13 27740 298621.1 6.855397 3720858 85.419 30.8 61.6 15 1 111111 7: ii t r, , . : 1111111111E i s 4 ' g r I 60 t. • a, ., e � 4 F Sa. :.;.'Z ,, „k - -4.: 4 '..';:' _, -k, ` ^ sue 1 .. j(@'_ 50 A .; ' :, .:,. : ^' ' '9 41- . Fr i :: ''`' f 30 A s Ea 1 20 iugr :; t ' 11111112111::: : 1_, 10 Et o ___ � �i FT 1530.05 1533.05 1536.05 1539.05 1541.05 I 1 1 1 1 i ! f 1 DBI04.XLS11/8/9612:01 PM 70 . 60 ---=:-.:-, �_ ; . , 50 .., kg L i 40 = • is = j . , 30 20 r -_ - r 10 i 0 FT 1530.05 1533.05 1536.05 1539.05 1541.05 • DBI04.XLS11/8/9612:01 PM ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,r F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -96 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/96 License ID 1403 Analysis prepared by: DMJM 275 WEST HOSPITALITY LANE, SUITE 314 SAN BERNARDINO, CA. 92408 (909) 889 -3466 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * ROUTE 30 SEGMENT 7 * EAST SIERRA DETENTION BASIN * RUNOFF, INFLOW, OUTFLOW AND STORAGE CALCULATIONS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: DEBA03.DAT TIME /DATE OF STUDY: 15:17 11/ 8/1996 ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1..00 TO NODE 2.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 301.700 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 1.240 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .658 LOW LOSS FRACTION = .540 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.20 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .988 30- MINUTE FACTOR = .988 1 -HOUR FACTOR = .988 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.720 UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .560 20.434 li 2 1.685 41.056 3 3.026 48.930 4 4.653 59.361 li 5 6.747 76.407 6 9.260 91.685 7 11.942 97.853 8 15.556 131.863 9 19.435 141.522 10 23.970 165.494 11 28.398 161.531 li 12 33.495 185.976 13 38.536 183.939 14 43.258 172.306 15 48.297 183.865 16 52.524 154.200 17 55.944 124.780 18 59.036 112.843 li 19 61.554 91.860 20 63.718 78.975 21 65.952 81.517 22 67.742 65.307 1: 23 69.567 66.574 24 70.786 44.478 25 72.309 55.572 I: 26 73.597 46.985 27 74.777 43.060 28 75.812 37.775 29 76.790 35.687 30 77.749 34.962 31 78.663 33.367 32 79.559 32.695 I: 33 80.341 28.545 34 81.036 25.349 35 81.843 29.455 36 82.492 23.659 li 37 83.085 21.637 38 83.751 24.293 39 84.384 23.092 40 84.927 19.844 41 85.471 19.848 42 85.989 18.900 II 43 86.473 17.635 44 86.953 17.515 45 87.426 17.265 46 87.821 14.422 li 47 88.206 14.039 48 88.601 14.424 49 88.996 14.416 li 50 89.392 14.429 51 89.787 14.421 52 90.144 13.028 53 90.457 11.403 I: 54 90.769 11.409 55 91.082 11.403 56 91.395 11.409 57 91.707 11.405 58 92.010 11.031 59 92.265 9.307 60 92.513 9.077 li 61 92.762 9.083 62 93.011 9.088 63 93.260 9.081 64 93.509 9.086 65 93.758 9.081 66 94.000 8.814 II 67 94.203 7.422 68 94.401 7.212 69 94.598 7.212 70 94.796 7.214 II 71 94.994 7.215 72 95.191 7.196 73 95.389 7.217 74 75 95.587 7.220 95.785 7.219 76 95.976 6.994 77 96.118 5.185 II 78 96.250 4.787 79 96.380 4.756 80 96.511 4.765 li 81 96.641 4.756 82 96.772 4.767 83 96.902 4.755 84 97.032 4.765 li 85 97.163 4.757 86 97.294 4.767 87 97.424 4.757 II 88 97.555 4.768 89 97.685 4.757 90 97.816 4.768 91 97.946 4.748 II 92 98.028 3.017 93 98.077 1.765 94 - 98.125 1.766 li 95 98.173 1.742 96 98.221 1.765 97 98.270 1.764 98 98.318 1.765 II 99 98.366 1.762 100 98.415 1.762 101 98.463 1.763 li 102 98.511 1.742 103 98.559 1.758 104 98.607 1.762 105 98.655 1.762 106 98.704 1.766 107 98.752 1.757 108 98.800 1.761 109 98.848 1.756 110 98.897 1.760 111 98.945 1.755 112 98.993 1.764 113 99.041 1.755 114 99.089 1.755 115 99.137 1.755 116 99.185 1.755 4 II 117 99.234 1.755 118 99.282 1.755 119 99.330 1.755 120 99.378 1.755 121 99.426 1.755 122 99.474 1.755 1: 123 99.522 1.755 124 99.570 1.755 125 99.618 1.755 li 126 99.666 1.755 127 99.714 1.755 128 99.763 1.755 129 99.811 1.755 130 99.859 1.755 131 99.907 1.755 132 99.955 1.755 I; 133 100.000 1.647 E • s 1 1 1 1 1 • 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0213 .0115 .0098 2 .0213 .0115 .0098 3 .0214 .0115 .0098 4 .0214 .0115 .0098 5 .0214 .0116 .0099 6 .0215 .0116 .0099 7 .0215 .0116 .0099 8 .0216 .0116 .0099 • 9 .0216 .0117 .0099 10 .0217 .0117 .0100 11 .0217 .0117 .0100 12 .0217 .0117 .0100 13 .0218 .0118 .0100 14 .0218 .0118 .0100 15 .0219 .0118 .0101 16 .0219 .0118 .0101 17 .0220 .0119 .0101 18 .0220 .0119 .0101 19 .0221 .0119 .0102 20 .0221 .0119 .0102 21 .0222 .0120 .0102 22 .0222 .0120 .0102 23 .0223 .0120 .0103 24 .0223 .0121 .0103 25 .0224 .0121 .0103 26 .0224 .0121 .0103 27 .0225 .0121 .0103 28 .0225 .0122 .0104 29 .0226 .0122 .0104 30 .0226 .0122 .0104 31 .0227 .0123 .0104 32 .0227 .0123 .0105 33 .0228 .0123 .0105 34 .0228 .0123 - .0105 35 .0229 .0124 .0105 36 .0230 .0124 .0106 37 .0230 .0124 .0106 38 .0231 .0125 .0106 39 .0231 .0125 .0106 40 .0232 .0125 .0107 41 .0233 .0126 .0107 42 .0233 .0126 .0107 43 .0234 .0126 .0108 44 .0234 .0126 .0108 45 .0235 .0127 .0108 46 .0235 .0127 .0108 47 .0236 .0128 .0109 48 .0237 .0128 .0109 49 .0237 .0128 .0109 50 .0238 .0128 .0109 51 .0239 .0129 .0110 52 .0239 .0129 .0110 53 .0240 .0130 .0110 54 .0240 .0130 .0111 55 .0241 .0130 .0111 56 .0242 .0131 .0111 57 .0243 .0131 .0112 58 .0243 .0131 .0112 59 .0244 .0132 .0112 60 .0245 .0132 .0112 61 .0245 .0133 .0113 I: 62 .0246 .0133 .0113 63 .0247 .0133 .0114 64 .0247 .0134 .0114 65 .0248 .0134 .0114 66 .0249 .0134 .0114 67 .0250 .0135 .0115 68 .0250 .0135 .0115 69 .0251 .0136 .0116 70 .0252 .0136 .0116 71 .0253 .0137 .0116 72 .0253 .0137 .0117 73 .0255 .0137 .0117 74 .0255 .0138 .0117 75 .0256 .0138 .0118 76 .0257 .0139 .0118 77 .0258 .0139 .0119 78 .0258 .0140 .0119 79 .0260 .0140 .0119 80 .0260 .0141 .0120 81 .0261 .0141 .0120 82 .0262 .0141 .0121 83 .0263 .0142 .0121 84 .0264 .0142 .0121 85 .0265 .0143 .0122 I: 86 .0266 .0143 .0122 87 .0267 .0144 .0123 88 .0268 .0144 .0123 89 .0269 .0145 .0124 90 .0270 .0146 .0124 91 .0271 .0146 .0125 92 .0272 .0147 .0125 I: 93 .0273 .0147 .0126 94 .0274 .0148 .0126 95 .0275 .0149 .0127 96 .02-76 .0149 .0127 I: 97 .0277 .0150 .0128 98 .0278 .0150 .0128 99 .0279 .0151 .0129 100 .0280 .0151 .0129 101 .0282 .0152 .0130 102 .0283 .0153 .0130 103 .0284 .0153 .0131 104 .0285 .0154 .0131 105 .0287 .0155 .0132 106 .0287 .0155 .0132 107 .0289 .0156 .0133 108 .0290 .0157 .0133 109 .0292 .0158 .0134 110 .0293 .0158 .0135 111 .0294 .0159 .0135 112 .0295 .0160 .0136 113 .0297 .0161 .0137 li 114 .0298 .0161 .0137 115 .0300 .0162 .0138 116 .0301 .0163 .0139 117 .0303 .0164 .0139 I: 118 .0304 .0164 .0140 119 .0306 .0165 .0141 120 .0307 .0166 .0141 121 .0310 .0167 .0142 122 .0311 .0168 .0143 123 .0313 .0169 .0144 124 .0314 .0170 .0144 125 .0316 .0171 .0146 126 .0318 .0171 .0146 127 .0320 .0173 .0147 128 .0321 .0173 .0148 129 .0324 .0175 .0149 130 .0325 .0176 .0150 131 .0328 .0177 .0151 132 .0329 .0178 .0151 133 .0332 .0179 .0153 134 .0333 .0180 .0153 135 .0336 .0182 .0155 136 .0338 .0182 .0155 137 .0341 .0184 .0157 138 .0342 .0185 .0157 139 .0346 .0187 .0159 140 .0347 .0188 .0160 141 .0351 .0189 .0161 142 .0352 .0190 .0162 143 .0356 .0192 .0164 144 .0358 .0193 .0165 145 .0313 .0169 .0144 146 .0315 .0170 .0145 147 .0320 .0173 .0147 148 .0322 .0174 .0148 149 .0326 .0176 .0150 150 .0329 .0177 .0151 151 .0333 .0180 .0153 152 .0336 .0181 .0155 153 .0341 .0184 .0157 154 .0344 .0186 .0158 155 .0349 .0189 .0161 156 .0352 .0190 .0162 157 .0358 .0194 .0165 158 .0362 .0195 .0166 159 .0368 .0199 .0169 160 .0372 .0201 .0171 161 .0379 .0205 .0174 162 .0382 .0207 .0176 163 .0390 .0211 .0180 164 .0394 .0213 .0181 165 .0403 .0218 .0185 166 .0408 .0220 .0188 167 .0418 .0225 .0192 168 .0423 .0228 .0194 169 .0478 .0258 .0220 170 .0484 .0261 .0223 171 .0496 .0268 .0228 172 .0502 .0271 .0231 1 173 .0516 .0278 .0237 174 .0523 .0282 .0241 175 .0539 .0291 .0248 1 176 .0547 .0296 .0252 177 .0566 .0306 .0260 178 .0576 .0311 .0265 179 .0598 .0323 .0275 180 .0611 .0330 .0281 3.81 .0638 .0345 .0294 182 .0654 .0353 .0301 183 .0689 .0372 .0317 184 .0710 .0383 .0327 185 .0532 .0287 .0245 186 .0562 .0303 .0258 187 .0636 .0343 .0292 188 .0685 .0370 .0315 189 .0783 .0423 .0360 190 .0886 .0478 .0407 191 .1271 .0548 .0723 192 .1758 .0548 .1210 193 .5632 .0548 .5084 194 .1033 .0548 .0484 195 .0745 .0402 .0343 196 .0595 .0321 .0274 197 .0733 .0396 .0337 198 .0671 .0362 .0309 199 .0624 .0337 .0287 200 .0587 .0317 .0270 201 .0556 .0300 .0256 202 .0531 .0287 .0244 203 .0509 .0275 .0234 204 .0490 .0264 .0225 205 .0428 .0231 .0197 206 .0413 .0223 .0190 207 .0399 .0215 .0183 208 .0386 .0209 .0178 209 .0375 .0203 .0173 210 .0365 .0197 .0168 211 .0355 .0192 .0163 212 .0347 .0187 .0159 213 .0338 .0183 .0156 214 .0331 .0179 .0152 215 .0324 .0175 .0149 216 .0317 .0171 .03.46 217 .0360 :0194 .0165 r 218 .0354 .0191 .0163 219 .0349 .0188 .0161 220 .0344 .0186 .0158 . 221 .0339 .0183 .0156 222 .0335 .0181 .0154 223 .0331 .0178 .0152 224 .0326 .0176 .0150 225 .0323 .0174 .0148 226 .0319 .0172 .0147 227 .0315 .0170 .0145 228 .0312 .0168 .0143 229 .0308 .0167 .0142 230 .0305 .0165 .0140 231 .0302 .0163 .0139 232 .0299 .0162 .0138 233 .0296 .0160 .0136 234 .0294 .0159 .0135 235 .0291 .0157 .0134 236 .0288 .0156 .0133 237 .0286 .0154 .0131 238 .0283 .0153 .0130 239 .0281 .0152 .0129 240 .0279 .0151 .0128 241 .0277 .0149 .0127 242 .0274 .0148 .0126 II 243 .0272 .0147 .0125 244 .0270 .0146 .0124 245 .0268 .0145 .0123 246 .0266 .0144 .0122 247 .0264 .0143 .0122 248 .0263 .0142 .0121 li 249 .0261 .0141 .0120 250 .0259 .0140 .0119 251 .0257 .0139 .0118 li 252 .0256 .0138 .0118 253 .0254 .0137 .0117 254 .0252 .0136 .0116 255 .0251 .0135 .0115 256 .0249 .0135 .0115 257 .0248 .0134 .0114 258 .0246 .0133 .0113 259 .0245 .0132 .0113 260 .0244 .0132 .0112 261 .0242 .0131 .0111 262 .0241 .0130 .0111 I: 263 .0240 .0129 .0110 264 .0238 .0129 .0110 265 .0237 .0128 .0109 I: 266 .0236 .0127 .0108 267 .0235 .0127 .0108 268 .0233 .0126 .0107 269 .0232 .0125 .0107 I: 270 .0231 .0125 .0106 271 .0230 .0124 .0106 272 .0229 .0124 .0105 273 .0228 .0123 .0105 274 .0227 .0122 .0104 275 .0226 .0122 .0104 276 .0225 .0121 .0103 I: 277 .0224 .0121 .0103 278 .0223 .0120 .0102 279 .0222 .0120 .0102 I: 280 .0221 .0119 .0101 281 .0220 .0119 .0101 282 .0219 .0118 .0101 283 .0218 .0118 .0100 284 .0217 .0117 .0100 285 .0216 .0117 .0099 286 .0215 .0116 .0099 II 287 .0214 .0116 .0099 288 .0213 .0115 .0098 II TOTAL STORM RAINFALL(INCHES) = 9.89 TOTAL SOIL - LOSS(INCHES) = 5.04 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.86 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 126.6849 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 122.0139 li II I: . AI II 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H le HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 .083 .0014 .20 Q . .167 .0055 .60 Q . - .250 .0130 1.08 Q . .333 .0244 1.66 Q . li .417 .0411 2.42 Q . .500 .0639 3.32 Q . .583 .0934 4.28 Q . . - .667 .1318 5.58 Q - E .750 .1799 6.98 Q . .833 .2392 8.61 VQ . . .917 .3095 10.21 VQ . . I: 1.000 .3924 12.05 VQ . - 1.083 .4879 13.87 VQ . 1.167 .5953 15.58 V Q . 1.250 .7152 17.41 V Q 1.333 .8458 18.96 V Q . 1.417 .9850 20.22 V Q . • 1.500 1.1322 21.36 V Q . I: 1.583 1.2858 22.31 V Q . 1.667 1.4450 23.13 V Q . 1.750 1.6101 23.97 V Q . 1: 1.833 1.7800 24.66 V Q . 1.917 1.9546 25.36 V Q . 2.000 2.1327 25.85 V Q . 2.083 2.3148 26.45 V Q . re 2.167 2.5006 26.97 V Q . . . 2.250 2.6896 27.44 V Q . . 2.333 - 2.8815 27.87 V Q . . 2.417 3.0763 28.28 .V Q . 2.500 3.2739 28.69 .V Q . 2.583 3.4741 29.07 .V Q . . . 2.667 3.6770 29.46 .V Q . . . 2.750 3.8822 29.80 .V Q . 2.833 4.0897 30.12 .V Q . - 2.917 4.2995 30.47 .V Q . . . II 3.000 4.5114 30.77 .V Q 3.083 4.7253 31.05 .V Q 3.167 4.9413 31.36 .V Q . . . 3.250 5.1593 31.66 .V Q . . II 3.333 5.3791 31.92 .V Q 3.417 5.6008 32.19 .V Q 3.500 5.8243 32.45 .V Q . II 3.583 6.0495 32.70 .V Q . . 3.667 6.2763 32.94 . V Q . 3.750 6.5049 33.19 . V Q 3.833 6.7350 33.41 . V Q 3.917 6.9666 33.62 V Q . 4.000 7.1997 33.85 V Q . . 4.083 7.4343 34.07 . V Q . I: 4.167 7.6705 34.29 V Q . 4.250 7.9082 34.51 . V Q . . . 4.333 8.1473 34.73 . V Q . . . I 4.417 8.3878 34.92 V Q . 4.500 8.6297 35.12 . V Q . . . 4.583 8.8730 35.32 . V Q . . 4.667 9.1176 35.52 . V Q . . . 4.750 9.3636 35.72 . VQ . . 4.833 9.6109 35.92 . VQ . . . 4.917 9.8595 36.10 . VQ . . . 5.000 10.1094 36.28 . VQ . . . 5.083 10.3605 36.46 . VQ . . . 5.167 10.6129 36.64 . VQ . . . I 5.250 10.8665 36.83 . VQ . . • 5.333 11.1214 37.01 . VQ . . . 5.417 11.3776 37.20 . VQ . . . 5.500 11.6351 37.38 . VQ . . . I 5.583 11.8938 37.56 . V Q . . . 5.667 12.1536 37.73 . V Q . . . 5.750 12.4146 37.90 . VQ . . . I 5.833 12.6768 38.07 . VQ . . . 5.917 12.9403 38.25 . VQ . . . 6.000 13.2049 38.42 . VQ . . . 6.083 13.4707 38.60 . VQ . . . 6.167 13.7378 38.78 . VQ . . . 6.250 14.0061 38.96 . VQ . . . 6.333 14.2757 39.14 . VQ . . . Im 6.417 14.5464 39.30 . VQ . . . 6.500 14.8181 39.46 . VQ . . . 6.583 15.0910 39.62 . VQ . . 6.667 15.3650 39.78 . Q . 6.750 15.6401 39.95 . Q . 6.833 15.9164 40.11 . Q . 6.917 16.1938 40.28 . Q . I: 7.000 16.4723 40.45 Q . 7.083 16.7521 40.62 Q . 7.167 17.0329 40.79 . Q . - 7.250 17.3150 40.96 . Q ii 7.333 17.5983 41.13 Q . 7.417 17.8828 41.31 Q 7.500 18.1685 41.48 . Q . 7.583 18.4554 41.66 QV . 7.667 18.7434 41.82 QV . . . 7.750 19.0325 41.98 . QV . . 7.833 19.3227 42.13 . QV . I 7.917 19.6139 42.29 QV 8.000 19.9062 42.44 QV 8.083 20.1996 42.60 . QV . . . I 8.167 20.4941 42.76 QV 8.250 20.7897 42.93 QV 8.333 21.0865 43.09 . QV . . . 8.417 21.3844 43.26 Q V I 8.500 21.6835 43.42 Q V 8.583 21.9837 43.59 Q V . . 8.667 22.2851 43.77 . Q V . . I 8.750 22.5878 43.94 Q V 8.833 22.8916 44.12 Q V 8.917 23.1967 44.30 . Q V . . 9.000 23.5030 44.48 . Q V . . I 9.083 23.8106 44.66 Q V . 9.167 24.1194 44.85 Q V 9.250 24.4296 45.03 Q V . . II 9.333 24.7411 45.23 Q V . - 9.417 25.0539 45.42 . Q V . . 9.500 25.3680 45.61 . Q V . . II 9.583 25.6835 45.81 . Q V . . 9.667 26.0004 46.01 . Q V . . 9.750 26.3187 46.22 . Q V . . . li 9.833 26.6384 46.42 . Q V . . . 9.917 26.9596 46.63 . Q V . . . 10.000 27.2822 46.85 . Q V . . . 10.083 27.6063 47.06 . Q V. . . II 10.167 27.9320 47.28 . Q V. . . 10.250 28.2591 47.50 . Q V. . . 10.333 28.5878 47.73 . Q V. . . II 10.417 28.9181 47.96 . Q V. . . 10.500 29.2500 48.19 . Q V. . . 10.583 29.5835 48.43 . Q V. . . 10.667 29.9186 48.67 . Q V. . . II 10.750 30.2555 48.91 . Q V. . . 10.833 30.5940 49.16 . Q V . . 10.917 30.9343 49.41 . Q V . . 11.000 31.2764 49.67 . Q V . . 11.083 31.6202 49.93 . Q V . . 11.167 31.9657 50.17 . Q V . . 11.250 32.3130 50.43 . Q V . . li 11.333 32.6621 50.68 . Q V . . 11.417 33.0130 50.95 . Q V . . 11.500 33.3657 51.21 . Q V . . im 11.583 33.7203 51.49 . Q .V . . 11.667 34.0768 51.77 . Q .V . . 11.750 34.4353 52.05 . Q .V . . 11.833 34.7958 52.34 . Q .V . . ; 11.917 35.1583 52.64 . Q .V . . 12.000 35.5229 52.94 . Q .V . . 12.083 35.8894 53.21 . Q .V . . I: 12.167 36.2573 53.43 . Q .V . . 12.250 36.6268 53.65 . Q . V . . 12.333 36.9977 53.85 . Q . V . . 12.417 37.3697 54.02 . Q . V . . 12.500 37.7427 54.16 . Q . V . . 12.583 38.1167 54.30 . Q . V . . 12.667 38.4912 54.38 . Q . V . li 12.750 38.8662 54.44 . Q . V . . 12.833 39.2413 54.47 . Q . V . . 12.917 39.6167 54.51 . Q . V . . il 13.000 39.9921 54.51 Q V 13.083 40.3676 54.53 Q V 13.167 40.7436 54.59 . Q . V . 13.250 41.1198 54.63 . Q . V . . li 13.333 41.4970 54.76 Q V 13.417 41.8756 54.97 Q V 13.500 42.2559 55.23 . Q . V . . I 13.583 42.6385 55.55 . Q . V . 13.667 43.0235 55.91 . Q . V • 13.750 43.4112 56.29 . Q . V • 13.833 43.8019 56.73 . Q . V . 13.917 44.1958 57.19 . Q . V - 14.000 44.5933' 57.72 . Q . V . 14.083 44.9947 58.29 . Q . V . I 14.167 45.4007 58.95 Q V 14.250 45.8117 59.67 Q V 14.333 46.2280 60.45 . Q . V 14.417 46.6502 61.31 . Q • V . il 14.500 47.0788 62.23 . 4 . V • 14.583 47.5142 63.21 . 0 . V . 14.667 47.9570 64.30 . Q . V . 14.750 48.4079 65.47 . Q . V . 14.833 48.8676 66.75 . Q . V . 14.917 49.3363 68.06 . Q. V . I: 15.000 49.8150 69.50 . Q. V . 15.083 50.3041 71.01 . Q. V . . 15.167 50.8038 72.57 . Q. V . . 15.250 51.3151 74.24 . Q. V . . I; 15.333 51.8382 75.96 . Q V . . 15.417 52.3722 77.52 . Q V . . 15.500 52.9162 78.99 . Q V . . 15.583 53.4706 80.51 . Q V . . li 15.667 54.0360 82.10 . Q V . 15.750 54.6129 83.76 . .Q V . . 15.833 55.2023 85.58 . .Q V . . II 15.917 55.8100 88.24 . .Q V . . 16.000 56.4462 92.38 . . Q V . . 16.083 57.1750 105.82 . . Q V . . 16.167 57.9916 118.57 Q V. 16.250 58.8582 125.83 . . Q V. . 16.333 59.7834 134.34 . . Q V. . 16.417 60.7865 145.65 . . Q. . I: 16.500 61.8641 156.46 . . Q . 16.583 62.9944 164.13 . . VQ • 16.667 64.2559 183.17 . . .V Q . 16.750 65.5740 191.38 . . .V Q • li 16.833 66.9808 204.27 . . .V Q . 16.917 68.3940 205.20 . . . V Q • 17.000 69.8846 216.43 . . . V Q - • I: 17.083 71.3630 214.67 . V Q 17.167 72.7979 208.35 V Q 17.250 74.2363 208.85 . . . V Q 17.333 75.5503 190.80 . . . VQ 17.417 76.7428 173.16 . . . Q V . 17.500 77.8653 162.98 . . .Q V 17.583 78.8989 150.08 . Q V 1 17.667 79.8724 141.36 . Q • V - 17.750 80.8286 138.83 . Q • V 17.833 81.7130 - 128.42 . Q V i; 17.917 82.5748 125.13 . Q V 18.000 83.3534 113.06 . Q V 18.083 84.1465 115.15 . Q V il 18.167 84.8957 108.78 Q . V 18.250 85.6155 104.52 . . Q V . 18.333 86.3040 99.96 . Q V - 18.417 86.9743 97.33 . • Q V - I 18.500 87.6310 95.35 • Q V • 18.583 88.2721 93.09 . Q V 18.667 88.9000 91.18 . . 0 V. - I 18.750 89.5060 87.99 .0 V. 18.833 90.0959 85.65 .Q V. 18.917 90.6891 86.13 . .0 . V. 19.000 91.2582 82.64 . .Q V. . il 19.083 91.8164 81.05 Q V 19.167 92.3767 81.35 Q V 19.250 92.9275 79.97 . 0 V II 19.333 93.4630 77.75 . Q V 19.417 93.9925 76.89 . Q V 19.500 94.5136 75.66 . Q V 19.583 95.0256 74.34 . Q. .V II 19.667 95.5315 73.46 . Q. . .V 1: 19.750 96.0306 72.47 . Q. .V 19.833 96.5161 70.49 Q. . .V . 19.917 96.9960 69.68 Q. . .V . II 20.000 97.4727 69.22 Q. .V 20.083 97.9454 68.64 . Q. . v li 20.167 98.4137 67.99 Q. . . v . 20.250 98.8767 67.23 . Q . . . v . 20.333 99.3305 65.89 . Q . . v 20.417 99.7750 64.55 . Q . . v ig 20.500 100.2157 63.99 . Q . . v . 20.583 100.6528 63.46 . Q . . v 20.667 101.0862 62.93 . Q . . V . I: 20.750 101.5153 62.31 . Q . . v 20.833 101.9387 61.48 . Q . . v 20.917 102.3531 60.17 . Q . . V 21.000 102.7634 59.57 . Q . . V . I: 21.083 103.1705 59.11 . Q . . V 21.167 103.5746 58.67 . 4 - . V . 21.250 103.9755 58.22 . Q . . V 21.333 104.3733 57.76 . Q . . V . i 21.417 104.7677 57.26 . 4 - . V 21.500 105.1573 56.58 . Q . . V . 21.583 105.5395 55.49 . Q . . V . 21.667 105.9180 54.96 4 • . v 21.750 106.2938 54.57 4 . . v 21.833 106.6670 54.19 . 4 • . V • 21.917 107.0375 53.80 4 . . V Li 22.000 107.4054 53.42 Q V 22.083 107.7708 53.05 . Q • . . V • 22.167 108.1335 52.66 . Q . . V 22.250 108.4930 52.21 Q V 22.333 108.8482 51.57 Q V 22.417 109.1948 50.32 . Q • . . V . I: ' 22.500 109.5375 49.75 . Q . . V . 22.583 109.8776 49.39 . Q . . V • 22.667 110.2156 49.07 . Q . . . V . 22.750 110.5512 48.73 . Q . . . V I 22.833 110.8845 48.40 . Q . . . V . 22.917 111.2156 48.07 . Q . . . V . 23.000 111.5446 47.77 . Q • . . V . r 23.083 111.8716 47.48 . Q . . . V 23.166 112.1966 47.20 . Q . . V 23.250 112.5197 46.90 . Q . . V si 23.333 112.8407 46.62 4 . V II 23.416 113.1596 46.31 4 . v 23.500 113.4762 45.96 . Q . V . 23.583 113.7894 45.48 . Q . V II 23.666 114.0944 44.28 Q V 23.750 114.3932 43.39 Q V 23.833 114.6900 43.11 . Q V . li 23.916 114.9851 42.85 Q . . . V - 24.000 115.2786 42.61 . Q V 24.083 115.5689 42.16 . Q V 24.166 115.8549 41.52 . Q V . il 24.250 116.1360 40.82 . Q . V 24.333 116.4116 40.02 . Q . . V - 24.416 116.6806 39.06 . Q . . • V II 24.500 116.9419 37.95 . Q . . . V • 24.583 117.1954 36.80 . Q . . . V . 24.666 117.4387 35.33 . Q . . V 24.750 117.6713 33.77 . Q . . . V . I: 24.833 117.8916 31.99 . Q . . . V . 24.916 118.1000 30.25 . Q V . 25.000 118.2948 28.29 . Q V . 25.083 118.4763 26.36 Q . V . 25.166 118.6454 24.54 Q . . . V . 25.250 118.8012 22.62 . Q V . 117 25.333 118.9458 21.01 Q . . . V . 25.416 119.0813 19.68 . Q V. 25.500 119.2086 18.47 . Q V. 25.583 119.3290 17.48 . Q V. 1; 25.666 119.4434 16.62 Q . V. 25.750 119.5517 15.73 . Q V. 25.833 119.6550 15.00 .Q V. I: 25.916 119.7532 14.26 .Q V. 26.000 119.8479 13.74 .Q V. 26.083 119.9382 13.11 .Q . V. 26.166 120.0248 12.57 .Q . V. 26.250 120.1079 12.07 .Q . V. 26.333 120.1879 11.62 .Q . . V. 26.416 120.2650 11.19 .Q . . . V. gl 26.500 120.3393 10.79 .Q . . . V. Ili 26.583 120.4109 10.39 .Q . . . V. 26.666 120.4798 10.01 .Q . . . V. 26.750 120.5463 9.66 .Q . . . V. 7 26.833 120.6105 9.33 .Q V. 26.916 120.6722 8.96 .Q V. 27.000 120.7313 8.58 .Q . . . V. 1: 27.083 120.7872 8.11 .Q . . . V. 27.166 120.8355 7.02 Q . . . V. 27.250 120.8817 6.71 Q . . . V. 27.333 120.9261 6.45 Q . . . V. 27.416 120.9688 6.20 Q . . . V. 27.500 121.0098 5.95 Q . . . V. 27.583 121.0493 5.73 Q . . . V. r olo 27.666 121.0872 5.50 Q . . . V. 27.750 121.1236 5.29 Q . . V. 27.833 121.1588 5.10 Q . V. 27.916 121.1927 4.93 Q V. 28.000 121.2254 4.75 Q V. �i 28.083 121.2568 4.57 Q V. 28.166 121.2871 4.40 Q . . V. C 28.250 121.3163 4.23 Q . V. 28.333 121.3443 4.07 Q V. 28.416 121.3714 3.94 Q V. II 28.500 121.3976 3.80 Q V. 28.583 121.4229 3.67 Q V. 28.666 121.4473 3.54 Q V. 28.750 121.4707 3.41 Q . V. II 28.833 121.4933 3.28 Q . V. 28.916 121.5152 3.17 Q . . . V. 29.000 121.5363 3.07 Q . . . V. il 29.083 121.5567 2.96 Q . . . V. 29.166 121.5763 2.86 Q . . . V. 29.250 121.5953 2.75 Q . . V. 29.333 121.6135 2.64 Q . . . V. 29.416 121.6310 2.54 Q . . . V. 29.500 121.6477 2.44 Q . . . V. 29.583 121.6639 2.35 Q . . . V. II 29.666 121.6795 2.27 Q . . . V. 29.750 121.6945 2.18 Q . . . V. 29.833 121.7090 2.10 Q . . V. 29.916 121.7229 2.02 Q V. 30.000 121.7362 1.93 Q . V. II 30.083 121.7490 1.85 Q . V. 30.166 121.7612 1.77 Q . . . V. li 30.250 121.7728 1.69 Q . . V. 30.333 121.7839 1.61 Q . V. 30.416 121.7946 1.55 Q . V. II 30.500 121.8049 1.50 Q . V. 30.583 121.8149 1.44 Q V. 30.666 121.8244 1.39 Q . V. 30.750 121.8336 1.33 Q V. II 30.833 121.8424 1.28 Q • . V. 30.916 121.8509 1.23 Q V. 31.000 121.8590 1.17 Q . V. 1: 31.083 121.8667 1.12 Q . • . V. 31.166 121.8741 1.07 Q . V. 31.250 121.8811 1.02 Q . V. 31.333 121.8877 .96 Q . . V. 31.416 121.8940 .91 Q . • . V. 31.500 121.8999 .86 Q . . V. 31.583 121.9055 .81 Q V. I/ 31.666 121.9109 .78 Q . V. • 31.750 121.9161 .76 Q V. • 31.833 121.9211 .73 Q V- 31.916 121.9260 .71 Q V. • 1: 32.000 121.9308 .69 Q V- 32.083 121.9355 .67 Q V- 32.166 121.9399 .65 Q V. r 32.250 121.9443 .63 Q . . V. 32.333 121.9485 .61 Q V. 32.416 121.9526 .59 Q V. • 32.500 121.9565 .57 Q V. 1: 32.583 121.9603 .55 Q V- 32.666 121.9640 .53 Q V. 32.750 121.9675 .51 Q V. 32.833 121.9709 .49 Q V. 32.916 121.9741 .47 Q V. 33.000 121.9772 .45 Q V. • 33.083 121.9802 .43 Q . . V. 33.166 121.9831 .41 Q V. 33.250 121.9858 .40 Q . V. 33.333 121.9884 .38 -Q • . V. II 33.416 121.9909 .36 Q . . . V. 33.500 121.9932 .34 Q . . . V. 33.583 121.9954 .32 Q . . . V. I 33.666 121.9975 .30 Q V. 33.750 121.9994 .28 Q V. 33.833 122.0013 .26 Q . . V. 33.916 122.0030 .25 Q . . . V. 11 34.000 122.0045 .23 Q V. 34.083 122.0060 .21 Q V. 34.166 122.0073 .19 Q . . V. II 34.250 122.0085 .17 Q . . . V. 34.333 122.0096 .16 Q . V. 34.416 122.0105 .14 Q . V. 34.500 122.0114 .12 Q . V. 34.583 122.0121 .10 Q . V. 34.666 122.0127 .09 Q V- 34.750 122.0131 .07 Q V. II 34.833 122.0135 .05 Q . . V. 34.916 122.0137 .03 Q V. 35.000 122.0138 .02 Q V. li le FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 » » > MODEL FLOW - THROUGH DETENTION .BASIN ROUTING « «< II ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 li SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 1; BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: II INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 1.00 7.00 1.839 3 2.00 18.20 7.534 4 3.00 25.60 11.840 5 4.00 30.80 16.520 I: 6 7 5.00 35.60 21.584 6.00 39.80 27.041 8 7.00 43.60 32.900 1: 9 8.00 47.00 39.174 10 9.00 50.20 45.870 11 10.00 53.20 53.050 12 11.00 56.20 61.616 13 12.00 58.80 71.371 14 12.20 59.40 75.584 15 13.00 61.60 85.419 1: - INFLOW I: (STREAM 1) V effective depth T (and volume) II V detention < - -> outflow basin I; I dead basin outlet V storage OUTFLOW (STREAM 1) I! BASIN ROUTING MODEL - RESULTS(5- MINUTE INTERVALS): TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) .083 .000 .2 .00 .0 .001 I; .167 .000 .6 .00 .0 .005 .250 .000 1.1 .01 .0 .013 .333 .000 1.7 .01 .1 .024 li .417 .000 2.4 .02 .1 .039 .500 .000 3.3 .03 .2 .061 .583 .000 4.3 .05 .3 .088 .667 .000 5.6 .07 .4 .124 II .750 .000 7.0 .09 .6 .168 .833 .000 8.6 .12 .7 .223 .917 .000 10.2 .16 1.0 .286 1.000 .000 12.0 .20 1.2 .361 1.083 .000 13.9 .24 1.5 .446 1.167 .000 15.6 .29 1.9 .540 1.250 .000 17.4 .35 2.3 .644 1.333 .000 19.0 .41 2.7 .757 1.417 .000 20.2 .48 3.1 .874 1.500 .000 21.4 .54 3.6 .997 1.583 .000 22.3 .61 4.0 1.123 1.667 .000 23.1 .68 4.5 1.251 1.750 .000 24.0 .75 5.0 1.382 1.833 .000 24.7 .82 5.5 1.514 1.917 .000 25.4 .90 6.0 1.647 2.000 .000 25.9 .97 6.5 1.780 2.083 .000 26.4 1.01 7.0 1.914 1: 2.167 .000 27.0 1.04 7.3 2.050 2.250 .000 27.4 1.06 7.5 2.187 2.333 .000 27.9 1.09 7.8 2.325 2.417 .000 28.3 1.11 8.1 2.464 I: 2.500 .000 28.7 1.13 8.4 2.604 2.583 .000 29.1 1.16 8.6 2.745 2.667 .000 29.5 1.18 8.9 2.886 1: 2.750 .000 29.8 1.21 9.2 3.028 2.833 .000 30.1 1.23 9.5 3.170 2.917 .000 30.5 1.26 9.8 3.313 3.000 .000 30.8 1.28 10.0 3.455 I! 3.083 .000 31.1 1.31 10.3 3.598 3.167 .000 31.4 1.33 10.6 3.741 3.250 .000 31.7 1.36 10.9 3.884 - 3.333 .000 31.9 1.38 11.2 4.027 j 3.417 .000 32.2 1.41 11.4 4.170 3.500 .000 32.4 1.43 11.7 4.313 II 3.583 .000 32.7 1.46 12.0 4.455 3.667 .000 32.9 1.48 12.3 4.598 3.750 .000 33.2 1.51 12.6 4.740 3.833 .000 33.4 1.53 12.8 4.881 3.917 .000 33.6 1.56 13. 5.022 4.000 .000 33.8 1.58 13.4 5.163 4.083 .000 34.1 1.61 13.7 5.304 li 4.167 .000 34.3 1.63 14.0 5.444 4.250 .000 34.5 1.66 14.2 5.584 4.333 .000 34.7 1.68 14.5 5.723 4.417 .000 34.9 1.71 14.8 5.862 II 4.500 .000 35.1 1.73 15.0 6.000 4.583 .000 35.3 1.75 15.3 6.138 4.667 .000 35.5 1.78 15.6 6.275 4.750 .000 35.7 1.80 15.9 6.412 4.833 .000 35.9 1.83 16.1 6.548 4.917 .000 36.1 1.85 16.4 6.684 5.000 .000 36.3 1.87 16.7 6.819 5.083 .000 36.5 1.90 16.9 6.953 i lli 5.167 .000 36.6 1.92 17.2 7.087 5.250 .000 36.8 1.94 17.5 7.221 li 5.333 .000 37.0 1.97 17.7 7.354 5.417 .000 37.2 1.99 18.0 7.486 5.500 .000 37.4 2.02 18.2 7.618 li 5.583 .000 37.6 2.05 18.5 7.749 5.667 .000 37.7 2.08 18.7 7.881 5.750 .000 37.9 2.11 18.9 8.011 5.833 .000 38.1 2.14 19.1 8.142 I! 5.917 .000 38.2 2.17 19.4 8.272 6.000 .000 38.4 2.20 19.6 8.402 6.083 .000 38.6 2.23 19.8 8.531 I: 6.167 .000 38.8 2.26 20.0 8.660 6.250 .000 39.0 2.29 20.2 8.789 6.333 .000 39.1 2.32 20.5 8.918 6.417 .000 39.3 2.35 20.7 9.046 li 6.500 .000 39.5 2.38 20.9 9.174 6.583 .000 39.6 2.41 21.1 9.301 6.667 .000 39.8 2.44 21.3 9.428 li 6.750 .000 39.9 2.47 21.6 9.555 6.833 .000 40.1 2.50 21.8 9.681 6.917 .000 40.3 2.53 22.0 9.807 7.000 .000 40.4 2.56 22.2 9.933 I: 7.083 .000 40.6 2.59 22.4 10.058 7.167 .000 40.8 2.62 22.6 10.183 7.250 .000 41.0 2.64 22.9 10.307 I: 7.333 .000 41.1 2.67 23.1 10.432 7.417 .000 41.3 2.70 23.3 10.556 7.500 .000 41.5 2.73 23.5 10.680 7.583 .000 41.7 2.76 23.7 10.803 li 7.667 .000 41.8 2.79 23.9 10.927 7.750 .000 42.0 2.82 24.1 11.049 7.833 .000 42.1 2.84 24.3 11.172 7.917 .000 42.3 2.87 24.6 11.294 8.000 .000 42.4 2.90 24.8 11.416 8.083 .000 42.6 2.93 25.0 11.537 8.167 .000 42.8 2.96 25.2 11.658 il 8.250 .000 42.9 2.99 25.4 11.779 8.333 .000 43.1 3.01 25.6 11.900 8.417 .000 43.3 . 3.04 25.7 12.020 8.500 .000 43.4 3.06 25.9 12.141 8.583 .000 43.6 3.09 26.0 12.262 8.667 .000 43.8 3.12 26.1 12.384 8.750 .000 43.9 3.14 26.3 12.505 II 8.833 .000 44.1 3.17 26.4 12.627 8.917 .000 44.3 3.19 26.5 12.750 9.000 .000 44.5 3.22 26.7 12.872 li 9.083 .000 44.7 3.25 26.8 12.995 9.167 .000 44.8 3.27 27.0 13.118 9.250 .000 45.0 3.30 27.1 13.242 li 9.333 .000 45.2 3.33 27.2 13.366 9.417 .000 45.4 3.35 27.4 13.490 9.500 .000 45.6 3.38 27.5 13.615 9.583 .000 45.8 3.41 27.6 13.740 II 9.667 .000 46.0 3.43 27.8 13.866 9.750 .000 46.2 3.46 27.9 13.992 9.833 .000 46.4 3.49 28.1 14.118 9.917 .000 46.6 3.51 28.2 14.245 I: 10.000 .000 46.8 3.54 28.3 14.373 10.083 .000 47.1 3.57 28.5 14.501 10.167 .000 47.3 3.60 28.6 14.629 II 10.250 .000 47.5 3.62 28.8 14.758 10.333 .000 47.7 3.65 28.9 14.888 10.417 .000 48.0 3.68 29.1 15.018 li 10.500 .000 48.2 3.71 29.2 15.148 10.583 .000 48.4 3.74 29.3 15.280 10.667 .000 48.7 3.76 29.5 15.412 li 10.750 .000 48.9 3.79 29.6 15.545 10.833 .000 49.2 3.82 29.8 15.678 10.917 .000 49.4 3.85 29.9 15.812 11.000 .000 49.7 3.88 30.1 15.947 li 11.083 .000 49.9 3.91 30.2 16.082 11.167 .000 50.2 3.94 30.4 16.219 11.250 .000 50.4 3.96 30.5 16.356 I 11.333 .000 50.7 3.99 30.7 16.493 11.417 .000 50.9 4.02 30.8 16.632 11.500 .000 51.2 4.05 31.0 16.771 11.583 .000 51.5 4.08 31.1 16.912 li 11.667 .000 51.8 4.11 31.2 17.053 11.750 .000 52.1 4.13 31.4 17.195 11.833 .000 52.3 4.16 31.5 17.339 I: 11.917 .000 52.6 4.19 31.6 17.483 12.000 .000 52.9 4.22 31.8 17.629 12.083 .000 53.2 4.25 31.9 17.776 12.167 .000 53.4 4.28 32.1 17.923 I: 12.250 .000 53.6 4.31 32.2 18.071 12.333 .000 53.8 4.34 32.3 18.219 12.417 .000 54.0 4.36 32.5 18.367 I: 12.500 .000 54.2 4.39 32.6 18.516 12.583 .000 54.3 4.42 32.8 18.664 12.667 .000 54.4 4.45 32.9 18.812 12.750 .000 54.4 4.48 33.0 18.959 li 12.833 .000 54.5 4.51 33.2 19.106 12.917 .000 54.5 4.54 33.3 19.252 13.000 .000 54.5 4.57 33.5 19.397 I: 13.083 .000 54.5 4.60 33.6 19.541 13.167 .000 54.6 4.62 33.7 19.684 13.250 .000 54.6 4.65 33.9 19.827 13.333 .000 54.8 4.68 34.0 19.970 13.417 .000 55.0 4.71 34.1 20.114 13.500 .000 55.2 4.74 34.3 20.258 13.583 .000 55.5 4.77 34.4 20.404 I: 13.667 .000 55.9 4.80 34.6 20.551 13.750 .000 56.3 4.83 34.7 20.700 13.833 .000 56.7 4.86 34.8 20.850 13.917 .000 57.2 4.89 35.0 21.003 li 14.000 .000 57.7 4.92 35.1 21.159 14.083 .000 58.3 4.95 35.3 21.318 14.167 .000 59.0 4.98 35.4 21.480 14.250 .000 59.7 5.01 35.6 21.646 14.333 .000 60.5 5.04 35.7 21.816 14.417 .000 61.3 5.07 35.8 21.991 14.500 .000 62.2 5.11 36.0 22.172 14.583 .000 63.2 5.14 36.1 22.359 14.667 .000 64.3 5.18 36.3 22.552 14.750 .000 65.5 5.21 36.4 22.752 II 14.833 .000 66.7 5.25 36.6 22.959 14.917 .000 68.1 5.29 36.7 23.175 15.000 .000 69.5 5.33 36.9 23.400 15.083 .000 71.0 5.38 37.1 23.633 I: 15.167 .000 72.6 5.42 37.3 23.876 15.250 .000 74.2 5.47 37.5 24.130 15.333 .000 76.0 5.51 37.7 24.393 li 15.417 .000 77.5 5.56 37.9 24.667 II 15.500 .000 79.0 5.62 38.1 24.948 15.583 .000 80.5 5.67 38.3 25.239 II 15.667 .000 82.1 5.72 38.5 25.539 15.750 .000 83.8 5.78 38.8 25.849 15.833 .000 85.6 5.84 39.0 26.170 li 15.917 .000 88.2 5.90 39.3 26.507 16.000 .000 92.4 5.97 39.5 26.871 16.083 .000 105.8 6.05 39.8 27.325 16.167 .000 118.6 6.14 40.2 27.865 li 16.250 .000 125.8 6.24 40.5 28.453 16.333 .000 134.3 6.35 40.9 29.096 16.417 .000 145.7 6.47 41.4 29.815 16.500 .000 156.5 6.61 41.9 30.604 16.583 .000 164.1 6.75 42.4 31.442 16.667 .000 183.2 6.92 43.0 32.408 16.750 .000 191.4 7.08 43.6 33.426 16.833 .000 204.3 7.26 44.2 34.528 16.917 .000 205.2 7.44 44.8 35.633 17.000 .000 216.4 7.62 45.4 36.811 li 17.083 .000 214.7 7.81 46.0 37.972 17.167 .000 208.4 7.99 46.7 39.086 17.250 .000 208.8 8.15 47.2 40.199 17.333 .000 190.8 8.30 47.7 41.185 17.417 .000 173.2 8.43 48.2 42.045 17.500 .000 163.0 8.55 48.6 42.833 17.583 .000 150.1 8.65 48.9 43.530 li 17.667 .000 141.4 8.75 49.2 44.165 17.750 .000 138.8 8.84 49.5 44.780 17.833 .000 128.4 8.92 49.8 45.321 17.917 .000 125.1 9.00 50.1 45.838 li 18.000 .000 113.1 9.06 50.3 46.270 18.083 .000 115.2 9.12 50.5 46.716 18.167 .000 108.8 9.17 50.6 47.116 I: 18.250 .000 104.5 9.23 50.8 47.486 18.333 .000 100.0 9.27 50.9 47.824 18.417 .000 97.3 9.32 51.1 48.142 18.500 .000 95.4 9.36 51.2 48.446 II 18.583 .000 93.1 9.40 51.3 48.734 18.667 .000 91.2 9.44 51.5 49.007 18.750 .000 88.0 9.47 51.6 49.258 li 18.833 .000 85.7 9.50 51.7 49.492 18.917 .000 86.1 9.54 51.8 49.729 19.000 .000 82.6 9.57 51.9 49.941 19.083 .000 81.1 9.59 51.9 50.142 19.167 .000 81.4 9.62 52.0 50.344 19.250 .000 80.0 9.65 52.1 50.535 19.333 .000 77.7 9.67 52.2 50.711 II 19.417 .000 76.9 9.70 52.3 50.881 19.500 .000 75.7 9.72 52.3 51.042 ' 19.583 .000 74.3 9.74 52.4 51.193 19.667 .000 73.5 9.76 52.5 51.338 II 19.750 .000 72.5 9.78 52.5 51.475 19.833 .000 70.5 9.80 52.6 51.598 19.917 .000 69.7 9.81 52.6 51.716 I 20.000 .000 69.2 9.83 52.7 51.830 20.083 .000 68.6 9.85 52.7 51.940 20.167 .000 68.0 9.86 52.8 52.045 20.250 .000 67.2 9.87 52.8 52.144 II 20.333 .000 65.9 9.89 52.8 52.234 20.417 .000 64.5 9.90 52.9 52.314 20.500 .000 64.0 9.91 52.9 52.391 li 20.583 .000 63.5 9.92 52.9 52.463 II 20.667 .000 62.9 9.93 53.0 52.532 20.750 .000 62.3 9.94 53.0 52.596 20.833 .000 61.5 9.94 53.0 52.654 20.917 .000 60.2 9.95 53.0 52.703 21.000 .000 59.6 9.96 53.1 52.748 li 21.083 .000 59.1 9.96 53.1 52.789 21.167 .000 58.7 9.97 53.1 52.828 21.250 .000 58.2 9.97 53.1 52.863 II 21.333 .000 57.8 9.98 53.1 52.895 21.417 .000 57.3 9.98 53.1 52.923 21.500 .000 56.6 9.99 53.2 52.947 21.583 .000 55.5 9.99 53.2 52.963 II 21.667 .000 55.0 9.99 53.2 52.975 21.750 .000 54.6 9.99 53.2 52.985 21.833 .000 54.2 9.99 53.2 52.992 II 21.917 .000 53.8 9.99 53.2 52.996 22.000 .000 53.4 9.99 53.2 52.998 22.083 .000 53.0 9.99 53.2 52.997 22.167 .000 52.7 9.99 53.2 52.993 I 22.250 .000 52.2 9.99 53.2 52.987 22.333 .000 51.6 9.99 53.2 52.976 22.417 .000 50.3 9.99 53.2 52.956 22.500 .000 49.8 9.98 53.2 52.933 22.583 .000 49.4 9.98 53.1 52.907 22.667 .000 49.1 9.98 53.1 52.879 22.750 .000 48.7 9.97 53.1 52.849 li 22.833 .000 48.4 9.97 53.1 52.816 22.917 .000 48.1 9.96 53.1 52.782 23.000 .000 47.8 9.96 53.1 52.745 li 23.083 .000 47.5 9.95 53.1 52.706 23.167 .000 47.2 9.95 53.0 52.666 23.250 .000 46.9 9.94 53.0 52.624 23.333 .000 46.6 9.93 53.0 52.580 li 23.417 .000 46.3 9.93 53.0 52.534 23.500 .000 46.0 9.92 53.0 52.486 23.583 .000 45.5 9.91 53.0 52.434 II 23.667 . 44.3 9.91 52.9 52.375 23.750 .000 43.4 9.90 52.9 52.309 23.833 .000 43.1 9.89 52.9 52.242 23.917 .000 42.8 9.88 - 52.8 52.173 I: 24.000 .000 42.6 9.87 52.8 52.103 24.083 .000 42.2 9.86 52.8 52.029 24.167 .000 41.5 9.85 52.8 51.952 li 24.250 .000 40.8 9.84 52.7 51.870 24.333 .000 40.0 9.82 52.7 51.783 24.417 .000 39.1 9.81 52.7 51.689 24.500 .000 37.9 9.80 52.6 51.588 li 24.583 .000 36.8 9.78 52.6 51.479 24.667 .000 35.3 9.76 52.5 51.361 24.750 .000 33.8 9.75 52.5 51.232 li 24.833 .000 32.0 9.73 52.4 51.092 24.917 .000 30.3 9.71 52.3 50.939 25.000 .000 28.3 9.68 52.3 50.774 25.083 .000 26.4 9.66 52.2 50.596 li 25.167 .000 24.5 9.63 52.1 50.406 25.250 .000 22.6 9.60 52.1 50.203 25.333 .000 21.0 9.57 52.0 49.990 1! 25.417 .000 19.7 9.54 51.9 49.768 25.500 .000 18.5 9.51 51.8 49.539 25.583 .000 17.5 9.48 51.7 49.304 25.667 .000 16.6 9.44 51.6 49.063 I: 25.750 .000 15.7 9.41 51.5 48.816 I: 25.833 .000 15.0 9.38 51.4 48.566 25.917 .000 14.3 9.34 51.3 48.311 26.000 .000 13.7 9.30 51.2 48.053 26.083 .000 13..1 9.27 51.1 47.792 26.167 .000 12.6 9.23 50.9 47.528 ii 26.250 .000 12.1 9.19 50.8 47.261 26.333 .000 11.6 9.16 50.7 46.991 26.417 .000 11.2 9.12 50.6 46.720 il 26.500 .000 10.8 9.08 50.5 46.446 26.583 .000 10.4 9.04 50.4 46.171 26.667 .000 10.0 9.00 50.3 45.894 26.750 .000 9.7 8.96 50.1 45.615 26.833 .000 9.3 8.92 50.0 45.335 26.917 .000 9.0 8.88 49.9 45.053 27.000 .000 8.6 8.84 49.7 44.769 27.083 .000 8.1 8.79 49.6 44.484 27.167 .000 7.0 8.75 49.5 44.191 27.250 .000 6.7 8.71 49.3 43.898 27.333 .000 6.4 8.66 49.2 43.603 I: 27.417 .000 6.2 8.62 49.0 43.308 27.500 .000 6.0 8.57 48.9 43.012 27.583 .000 5.7 8.53 48.8 42.716 27.667 .000 5.5 8.48 48.6 42.419 27.750 .000 5.3 8.44 48.5 42.122 27.833 .000 5.1 8.40 48.3 41.824 27.917 .000 4.9 8.35 48.2 41.526 li 28.000 .000 4.7 8.31 48.1 41.228 28.083 .000 4.6 8.26 47.9 40.929 28.167 .000 4.4 8.22 47.8 40.630 I: 28.250 .000 4.2 8.17 47.6 40.332 28.333 .000 4.1 8.13 47.5 40.033 28.417 .000 3.9 8.08 47.3 39.734 28.500 .000 3.8 8.04 47.2 39.435 1: 28.583 .000 3.7 7.99 47.1 39.136 28.667 .000 3.5 7.95 46.9 38.837 28.750 .000 3.4 7.90 46.7 38.539 li 28.833 .000 3.3 7.85 46.6 38.241 28.917 .000 3.2 7.80 46.4 37.943 29.000 .000 3.1 7.76 46.3 37.646 29.083 - .000 3.0 7.71 46.1 37.349 I: 29.167 .000 2.9 7.66 45.9 37.052 29.250 .000 2.7 7.61 45.8 36.756 29.333 .000 2.6 7.57 45.6 36.460 II 29.417 .000 2.5 7.52 45.4 36.164 29.500 .000 2.4 7.47 45.3 35.869 29.583 .000 2.3 7.43 45.1 35.575 29.667 .000 2.3 7.38 45.0 35.280 II 29.750 .000 2.2 7.33 44.8 34.987 29.833 .000 2.1 7.29 44.7 34.694 29.917 .000 2.0 7.24 44.5 34.401 II 30.000 .000 1.9 7.19 44.3 34.109 30.083 .000 1.9 7.15 44.2 33.818 30.167 .000 1.8 7.10 44.0 33.527 30.250 .000 1.7 7.05 43.9 33.236 I 30.333 .000 1.6 7.01 43.7 • 32.946 30.417 .000 1.6 6.96 43.5 32.657 30.500 .000 1.5 6.91 43.3 32.369 30.583 .000 1.4 6.86 43.2 32.082 30.667 .000 1.4 6.81 43.0 31.795 30.750 .000 1.3 6.76 42.8 31.510 30.833 .000 1.3 6.71 42.6 31.225 I! 30.917 .000 1.2 6.67 42.4 30.942 31.000 .000 1.2 6.62 42.2 30.659 31.083 .000 1.1 6.57 42.1 30.377 li 31.167 .000 1.1 6.52 41.9 30.096 31.250 .000 1.0 6.47 41.7 29.816 31.333 .000 1.0 6.43 41.5 29.536 li 31.417 .000 .9 6.38 41.3 29.258 31.500 .000 .9 6.33 41.1 28.981 31.583 .000 .8 6.28 41.0 28.704 31.667 .000 .8 6.24 40.8 28.428 31.750 .000 .8 6.19 40.6 28.154 31.833 .000 .7 6.14 40.4 27.881 31.917 .000 .7 6.10 40.3 27.608 II 32.000 .000 .7 6.05 40.1 27.337 32.083 .000 .7 6.00 39.9 27.067 32.167 .000 .7 5.96 39.7 26.798 32.250 .000 .6 5.91 39.5 26.530 li 32.333 .000 .6 5.86 39.3 26.264 32.417 .000 .6 5.81 39.1 25.998 32.500 .000 .6 5.76 38.9 25.734 I: 32.583 .000 .6 5.71 38.7 25.472 32.667 .000 .5 5.66 38.5 25.210 32.750 .000 .5 5.62 38.3 24.950 32.833 .000 .5 5.57 38.1 24.691 li 32.917 .000 .5 5.52 37.9 24.433 33.000 .000 .5 5.48 37.7 24.177 33.083 .000 .4 5.43 37.5 23.922 li 33.167 .000 .4 5.38 37.3 23.668 33.250 .000 .4 5.34 37.1 23.415 33.333 .000 .4 5.29 36.9 23.163 33.417 .000 .4 5.24 36.7 22.913 li 33.500 .000 .3 5.20 36.5 22.664 33.583 .000 .3 5.15 36.3 22.416 33.667 .000 .3 5.11 36.1 22.169 1: 33.750 .000 .3 5.06 36.0 21.923 33.833 .000 .3 5.02 35.8 21.678 33.917 .000 .2 4.97 35.6 21.435 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 122.014 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) 1: OUTFLOW VOLUME = 122.014 AF LOSS VOLUME = .000 AF II END OF FLOOD ROUTING ANALYSIS 1 II II APPENDIX E WSPG(Existing Conditions) 1 6 E 1 1 * q p. U* o O 0 0 0 0 0 0 0 4 L a • • .E .,.. 1 • t 3 0 • k a ! a . ! a 3. ! ! at S a g o W m + Z W ci • 4. 0 1 o I E o I H o 1 E o 1 E o 1 E o 1 E o 1 �•. 0 1 E O N 4 !t I (y. k 4 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 a a 4; In u1 u1 In u, in to u u, u, in to , in an In In in 10 « N N « # t 1-1 .-1 HI .-1 .-*-4-I i . .-I . .i .1 .-4 .•1 .i .i .i .i .i .i E•1 4 1 « 1 1 1 1 1 1 1 1 1 it 4 L • 1 « 0 1 0 I 0 1 0 1 0 I 0 I 0 1 0 1 0 1 ON 4 3 Q 4 . et er a a V' V' a a 0t 4 4 1- N N r- r- t- h r V' E 01 4 111 H 4 .-1 4 tD 4 . N N . N N N N N 4 0 11 4 10 k (A O 1 4 1 1 1 1 1 1 1 1 1 N * 1 4\ .z• 1 4 1 1 1 1 1 1 1 1 1 ✓ ' at 4•1 4 0 0 0 0 0 0 0 0 0 ' 4 • 0 1 • 4 01 to 0 1n 0 1n 1 O 1 O an 0 1n 0 to 0 to O to 4 (71 • Z 4 N .••1 In .••I in .•1 U1 .4 co HI {n . to 1n .• 1 to .4 0 • E # +1 .4 • 4 • 0 • 0 • 0 O • 0 H 0 • 0 0 0 • 0 .1./ 4 a) • * 01 • el • 01 • 01 • el • el • rea • m • 01 0 # .`(. 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W U van me me ea Es N i l II II MINIUM III =OM • 1/11•1 ICS MI • ■ ■ • • ■ ',NM rim I tp a mg ire g . i g •,.• L•••• limn musammememessmain simian mum sunnsin gamma N arm ramtli pas um me. 7...z....•," r111110111 NNW 1111 MMMMM IMPIPLUI 111218 1 11121111161113 1111111minro rumor MMMMM 1111111 MN •• MMM MIMI 11•111111 M Min --- ' 111 11111 larsuussurromuurnumusuratrianm Inn suntillimarnmmau manumit ussisillimimm._ .liu mourn' minim I 0.1 13/124110711176111M11110/11 MINI 1111111111.1111111111111611111 email MB lill u. nos MM III 2 3 4 5 6 T 8 9 10 IIMMIM111111161141111Mi 20 30 40 Mb.- - . MTh . 1 ril 111U12111 50 60 0 80 90 STORM DURATION (MINUTES) 1 DESIGN STORM FREQUENCY = 1 YEARS • • ONE HOUR POINT RAINFALL =_L__-- INCHES ( F ,3-4) I LOG-LOG SLOPE = PROJECT LOCATION = SAN BERNARDINO COUNTY I NTE N S TY - DURATION ) I CURVES HYDROLOGY MANUAL CALCULATION SHEET 1 D FIGURE D-3 1 ; . DRAINAGE DESIGN Il CALC. FC DATE 03/18/99 ROUTE Route 30 (Segment 7) CHECK DATE DESCRIPTION Basin No 1000 STATION I DRAINAGE SYSTEM NO. 1 AREA REFERENCE AREA = 14798.67 In x 0.0574 50 SCALE 0.0826 160 SCALE 1 0.23 100 SCALE 91.8 2000 SCALE AREA = 1222.37 ACRES COEFFICIENT OF RUNOFF: C (Consider Probable Development) Paved Surface % @ 0.90 TIME OF CONCENTRATION Commercial Area % @ 0.85 Dense Residential % @ 0.75 High Pt = 1960.0 Normal Residential 11.0 % 0.65 7.2 Low Pt = 1480.0 Suburban Property % @ 0.55 Farm Land % @ 0.35 H = 480.0 ft. Parks, Golf Courses % @ 0.30 L = 21000 ft Slopes Barren: Over 30% % @ 0.80 Use Kirpich formula 10% - 30% % @ 0.70 (HDM 816.6) 5 % -10% % @ 0.60 O% - 5% % @ 0.55 TC = 0.0078 (L/S ^ 0.5)"0.77 Slopes Vegetated: TC (calc) = 71.1 min Over 30 °k % 0.65 USE 71.1181 min 10% - 30% % @ 0.55 5% -10% % @ 0.45 - I 0% - 5 °k 89.0 % @ 0.40 35.6 TOTAL 100 % C = 0.43 ( Rational Formula: Q =CIA \\) 1 I NTENSITY CHART: l,o = " /HR = cfs Use Q = cfs 1 25 = "/HR X 522.56 = cfs Use Q28 = cfs Iso = " /HR (CA) cfs Use Q = cfs Iwo = 1.45 " /HR = 757.72 cfs Use QIN = 758.0 cfs 1 1 1 I DRAINAGE DESIGN CALC. FC DATE 03118/99 • ROUTE Route 30(Segment 7) CHECK DATE DESCRIPTION Basin No 1010 STATION DRAINAGE SYSTEM NO. 1 AREA REFERENCE AREA = 343.83 in x 0.0574 50 SCALE 0.0826 160 SCALE 1 0.23 100 SCALE 91.8 2000 SCALE AREA = 28.40 ACRES COEFFICIENT OF RUNOFF: C (Consider Probable Development) Paved Surface % @ 0.90 TIME OF CONCENTRATION Commercial Area % @ 0.85 Dense Residential % @ 0.75 High Pt = 1555.0 Normal Residential 11.0 % 0.65 7.2 Low Pt = 1500.0 Suburban Property % @ 0.55 Farm Land % @ 0.35 H = 55.0 ft. Parks, Golf Courses % @ 0.30 L = 2400 ft. Slopes Barren: Over 30% % @ 0.80 Use Kirpich formula 10% - 30% % @ 0.70 (HDM 816.6) 5% -10% % @ 0.60 0% - 5% % @ 0.55 TC = 0.0078 (US ^0.5) ^0.77 Slopes Vegetated: TC (calc) = 13.4 min Over 30% @ 0.65 USE 70 min 10 % -30% % @ 0.55 5% -10% - % @ 0.45 I 0% - 5% 89.0 % @ 0.40 35.6 TOTAL 100 % C = 0.43 1 --- - -- Rational Formula: Q =CIA I INTENSITY CHART: 1 10 = " /HR = cfs Use Q = cfs e 1 25 = "IHR X 12.14 = cfs Use Q25 cfs lao = " /HR (CA) Use Q50 = cfs 1 100 = 1.45 "IHR = 17.60 cfs Use Q 100 = 18.0 cfs 1 1 • 1 DRAINAGE DESIGN CALC. FC DATE 03/18/99 ROUTE Route 30(Segment 7) 1 CHECK DATE DESCRIPTION Basin No 1030 STATION I DRAINAGE SYSTEM NO. 1 AREA REFERENCE AREA = 253.03 in x 0.0574 50 SCALE 0.0826 160 SCALE 0.23 100 SCALE 91.8 2000 SCALE AREA = 20.90 ACRES COEFFICIENT OF RUNOFF: C (Consider Probable Development) Paved Surface % @ 0.90 TIME OF CONCENTRATION Commercial Area % @ 0.85 Dense Residential % @ 0.75 High Pt = 1555.0 Normal Residential 11.0 % 0.65 7.2 Low Pt = 1505.0 Suburban Property % @ 0.55 Farm Land % @ 0.35 H = 50.0 ft. Parks, Golf Courses % @ 0.30 L = 2000 ft. I Slopes Barren: Over 30% % @ 0.80 Use Kirpich formula 10% - 30% % @ 0.70 (HDM 816.6) 1 5% -10% % @ 0.60 0% - 5% % @ 0.55 TC = 0.0078 (US ^0.5) ^0.77 Slopes vegetated: TC (calc) = 11.2 min Over 30% % @ 0.65 USE 68 min 10% - 30% % @ 0.55 5% -10% % @ 0.45 I 0% - 5% 89.0 % @ 0.40 35.6 TOTAL 100 % C = 0.43 Rational Formula: Q =CIA I INTENSITY CHART: 1 10 = " /HR = cfs Use Q = cfs 1 25 = " /HR X 8.93 = cfs Use Q25 = cfs lao = " /HR (CA) cfs Use Q50 = cfs 1 100 = 1.45 " /HR = 13.0 cfs Use Q 100 = 13.0 cfs 1 . 1 1 DRAINAGE DESIGN I CALC. FC DATE 03/18/99 ROUTE Route 30(Segment 7) 1 CHECK DATE DESCRIPTION Basin No 2000 STATION DRAINAGE SYSTEM NO. 1 AREA REFERENCE . AREA = 4163.44 in x 0.0574 50 SCALE 0.0826 160 SCALE 1 1 0.23 100 SCALE 91.8 2000 SCALE AREA = 343.90 ACRES COEFFICIENT OF RUNOFF: C (Consider Probable Development) Paved Surface % @ 0.90 TIME OF CONCENTRATION Commercial Area % @ 0.85 Dense Residential % @ 0.75 High Pt = 1930.0 Normal Residential % @ 0.65 Low Pt = 1510.0 Suburban Property % @ 0.55 Farm Land % @ 0.35 H = 420.0 ft. Parks, Golf Courses % @ 0.30 L = 15750 ft. Slopes Barren: Over 30% % @ 0.80 Use Kirpich formula 10% - 30% % @ 0.70 (HDM 816.6) 1 5 % -10% % @ 0.60 0% - 5% % @ 0.55 TC = 0.0078 (US ^0.5) ^0.77 Slopes Vegetated: TC (calc) = 53.7 min 111 Over 30% % @ 0.65 USE 67 min 10% - 30% % @ 0.55 5% -10% % @ 0.45 - 0% - 5% 100.0 % @ 0.40 40.0 TOTAL 100 % C = 0.40 Rational Formula: Q=CIA I INTENSITY CHART: -� to 0 " /HR = cfs Use Q10 = cfs 125 = "/HR X 137.56 = cfs Use Q25 = cfs 150 = " /HR (CA) = cfs Use Q50 = cfs 1100 = 1.50 "/HR = 206.34 cfs Use Q 100 = 206.0 cfs 1' y IMINeenit II DRAINAGE DESIGN CALC. FC DATE 03/18/99 ROUTE Route 30 Se ment 7 ( 9 7) 1 CHECK DATE DESCRIPTION Basin No 3000 STATION I DRAINAGE SYSTEM NO. 1 9 1 AREA REFERENCE AREA = 10569.01 in x 0.0574 50 SCALE 0.0826 160 SCALE 1 0.23 100 SCALE 91.8 2000 SCALE AREA = 873.00 ACRES COEFFICIENT OF RUNOFF: C (Consider Probable Development) I Paved Surface % @ 0.90 TIME OF CONCENTRATION Commercial Area % @ 0.85 Dense Residential % @ 0.75 High Pt = 1930.0 Normal Residential % @ 0.65 Low Pt = 1520.0 Suburban Property % @ 0.55 Fann Land % @ 0.35 H = 410.0 ft. Parks, Golf Courses % @ 0.30 L = 15750 ft. I Slopes Barren: Over 30% % @ 0.80 Use Kirpich formula 10% - 30% % @ 0.70 (HDM 816.6) 1 5% -10% % @ 0.60 0% - 5% % @ 0.55 TC = 0.0078 (US ^0.5) ^0.77 Slopes Vegetated: TC (calc) = 54.2 min Over 30% % @ 0.65 USE 67` min 10% - 30% % @ 0.55 5 % -10% % - @ 0.45 I 0% - 5% 100.0 % @ 0.40 40.0 TOTAL 100 % C = 0.40 Rational Formula: Q =CIA INTENSITY CHART: �, = = -1 10 = /HR - cfs Us Q10 cfs II 125 = " /HR X 349.20 = cfs Use Q25 = cfs 155 = " /HR (CA) cfs Use Q50 = cfs 1 100 = 1.50 " /HR = 523.80 cfs Use Q100 = 524.0 cfs 1 1 Planning Architecture Engineering Program/Construction fe 30 s 7 Management JOB No. 2 17 SHEET No. / Ol`Z /tr3Ve t‘/n P 40'r'mCi 7/ l'o11 DESIGNED BY OC, DATE0 /x$ /99 APPROVED Mite e /0 20 —...� / OO / ( CA n ne. 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