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Home My WebLink About20073265.tiff • HYDROLOGIC AND HYDRAULIC ANALYSIS PROPOSED SPILLWAY AND CHANNEL HIGHLAND NO. 3 RESERVOIR WATERFRONT AT FOSTER LAKE SEO DAMID 050135 Submitted to: Weld County • Colorado Division of Water Resources—Dam Safety Branch Prepared for.• HF Holdings, LLC c/o Darwin Horan Attn: Linda Sweetman-King Prepared by: TETRA TECH 1900 South Sunset Street, Suite 1-F Longmont, Colorado 80501 Tetra Tech Job No. 80-5161.002.05 June 2007 l TETRA TECH • 2007-3265 lbTETRA TECH • July 12, 2007 Mr. David Bauer, P.E. Senior Engineer Weld County—Public Works 1111 H Street Greeley, CO 80632 Re: Hydrologic and Hydraulic Analysis, Proposed Spillway and Channel Report for the Waterfront at Foster Lake,Weld County, Colorado; Tetra Tech Job No. 80-5161.002.05 Dear Mr. Bauer: Tetra Tech, on behalf of HF Holdings, LLC, is submitting this Hydrologic and Hydraulic Analysis, Proposed Spillway and Channel Report for the Waterfront at Foster Lake. This report provides information regarding the existing and proposed Highland No. 3 Reservoir spillway and proposed drainage channels to St Vrain Creek. • This report is supplemental to the Change of Zone plan, drainage report. If there are any questions or comments, or if you would like additional information concerning this report,please feel free to contact us. Sincerely, TETRA TECH vUrt Angus ewnion, P.E., CFM Design Engineer Revie ed By ^41/ Richard J. Tocher, P.E. Project Manager • Attachment cl.Suitc -;ricntCO&0501 Tel30 :781 Fax103 'L/„i .. . .i^oenechcom F:\5161.002\ReportV.etter.doc • ENGINEER'S CERTIFICATION "I hereby certify that this report for the hydrologic and hydraulic analysis for the proposed spillway and channel for the Highland No. 3 Reservoir for Waterfront at Foster Lake was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof." co,t® 1../O . �•�e- .S" • �� .� Rich• qr .ojhe, '. . :� Regist -ssional State of ..°dqNod 143 �! /ONALe\ 7 (31'7 • EXECUTIVE SUMMARY This report summarizes the hydrologic and hydraulic analysis of the planned development of Waterfront at Foster Lake on Highland No. 3 Reservoir. A rainfall/runoff relationship for the drainage basin was developed to evaluate the existing spillway. An Inflow Design Flood (IDF)of 45 percent of the Probable Maximum Precipitation was developed and a new spillway was sized for the reservoir. The proposed trapezoidal spillway has an invert elevation of 4,949.8 feet, a bottom width of 115 feet, 8:1 sideslopes, and will be located near the southeast corner of the reservoir. There is no official existing spillway,just irregular low spots adjacent to the concrete parapet which would effectively function as an overflow location. This overflow / spillway will be abandoned and the dam crest elevated to at least 4,953.0 feet. The area to the south of the dam embankment will be filled and Outlet No. 3 ditch will be replaced by an underground pipe. A clear day dam failure was simulated to determine the breach discharge area. Two channels were sized to route the IDF and dam breach flows. Water surface elevations were determined in order to provide elevations for fill grading and to safely pass the flows to St. Vrain Creek. • The process required to approve the proposed improvements to Highland No. 3 Reservoir include: • Submittal and review by Weld County • Submittal and review by Outlet No. 3 • Submittal and review by Highland No. 3 • Submittal and review by Dam Safety Branch of the Colorado Division of Water Resources. • Synchronization of Hydrologic and Hydraulic report with final construction plans • Obtain all appropriate construction permits • • TABLE OF CONTENTS Page ES EXECUTIVE SUMMARY 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION 2 2.1 Project Location and Ownership 2 2.2 Project Size, Type, and Hazard Classification 2 2.2.1 Size 2 2.2.2 Type 2 2.2.3 Hazard Classification 2 2.3 Basin Description 2 2.4 Geology and Soils 2 2.5 Embankment 3 2.6 Existing Spillway 3 2.7 Floodplain 3 3.0 PRECIPITATION 3 • 3.1 PMP General Storm 4 3.2 PMP Local Storm 4 3.3 Inflow Design Flood 4 3.4 100-year Storm 4 4.0 HYDROLOGIC PARAMETERS 4 4.1 Subbasin Geometry and Topographic Parameters 4 4.2 Unit Hydrograph 5 4.3 Soil Types and Infiltration Losses 5 4.4 Reservoir Storage Capacity 5 4.5 Reservoir Summary 5 5.0 EXISTING CONDITION RESULTS 6 6.0 ROUTING OF THE INFLOW DESIGN FLOOD 6 6.1 Spillway Hydraulics 6 6.2 Proposed Spillway Summary 7 6.3 Flood Routing 7 7.0 CLEAR DAY DAM BREACH 8 S Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F.0161 002 Report Prelim of SEO-H,Jioleev2 0602 Re Aloe • 7.1 Breach Parameters 8 7.2 Elevation of the Bottom of the Breach 8 7.3 Average Breach Width 8 7.4 Side Slope of the Breach 8 7.5 Bottom Width of the Breach 9 7.6 Time to Failure 9 7.7 Tailwater Effect on Breach Development 9 8.0 CLEAR DAY FAILURE RESULTS 9 9.0 PRELIMINARY HYDRAULIC ANALYSIS 9 9.1 Spillway Outlet Channel 9 9.2 Dam Breach Channel 10 10.0 PROCESS I1 11.0 REFERENCES 1I • • ii Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F.5 IS I 002 Report Ndim of SFO-H'droloin^_0602 Re'Jot • List of Tables Table 1 Depth-Duration Relationship, General and Local Storm Probable Maximum Precipitation (PMP) Table 2 100-Year Depth-Duration Relationship Table 3 Basin Characteristics—USBR Methodology Table 4 NRCS Soil Data and Infiltration Rates Table 5 Highland No. 3 Reservoir Elevation-Area-Capacity Table 6 Highland No. 3 Reservoir Proposed Spillway Discharge Capacity Table 7 Summary of Clear Day Dam Failure Results Table 8 Water Surface Elevations for Combined and Outlet Channel Sections List of Figures Figure 1 Vicinity Map Figure 2 Drainage Area Map Figure 3 Existing Land Use Map Figure 4 Soils Map Figure 5 Proposed Spillway Sketch Plan Figure 6 Proposed Channel Alignments • List of Appendices Appendix A NRCS Soil Data Appendix B Supporting Information for Determining HMR-55A Values Appendix C Supporting Information for Determining 100-year Precipitation Depth-Duration Values Appendix D Unit Hydrographs Appendix E HEC-1 Existing Conditions models Appendix F Supporting Information for Determining Spillway Rating Curve Appendix G HEC-1 IDF Spillway Appendix H HEC-1 Clear Day Failure Models Appendix I HEC-RAS Outlet and Breach Channel Models Appendix J CD of Models Appendix K SEO Memorandum of Hydrologic Review for Highland No. 3 Dam ID 050135 • Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F 5161 D0'_Repoli Prelim of FOHvdrologyt 0607 Res doe • 1.0 INTRODUCTION This report presents a hydrologic and hydraulic analysis for Highland No. 3 Reservoir and its existing and proposed spillway and outfall channels. The existing dam is currently not appropriate for an urbanized area as designated by the Weld County Mixed Use Development Plan. There does not appear to be any engineered spillway. Water would overtop the Highland No.3 Reservoir through low spots adjacent to either end of the concrete parapet wall. Development of the Waterfront at Foster Lake adjacent to Highland No. 3 Reservoir will require upgrades to the reservoir. A vicinity map is shown on Figure 1. The upgrades include enclosing the Outlet No. 3 flows in an underground pipe the entire distance between Highland No. 3 reservoir and 1-25. The current ditch (maximum depth approximately 12 feet)would be filled to match adjacent ground elevations. This would reduce the effective height of the dam embankment from 16.4 feet to 4.9 feet. This would not change the SEO rating of the dam. A new spillway is proposed to replace the existing spillway. The ground immediately to the south of the existing embankment is proposed to be elevated with the placement of fill. Two proposed channels will pass through this fill: one channel sized to convey the Inflow Design Flood (IDF)over the proposed new spillway and the other sized to convey the dam failure discharge from a clear day breach. By designing major drainage facilities to safely convey the clear-day failure of the Highland No. 3 dam, the Waterfront at Foster Lake development will not change the hazard classification of the • dam. This report addresses the hydrology and hydraulics of the drainage basin tributary to Highland No. 3 Reservoir, including selection and development of the 1DF, evaluation of the spillway requirements, determination of the clear day dam failure, and routing of spillway and breach flows downstream. The following items are included: • Determination of the existing discharges for the 100-year and IDF event • Sizing of the spillway to pass 100-year and IDF events at existing flow rates and reservoir elevations • Clear day dam breach analysis assuming a reduced dam height, to determine discharge to be routed down breach channel • Sizing of the channel downstream of spillway to pass IDF event to St. Vrain Creek and establishment of ground elevations above the IDF water surface • Sizing of the breach channel to safely convey the clear day breach to St. Vrain Creek. Previous hydrologic modeling of Highland No. 3 Reservoir was presented in a SEO "Memorandum of Hydrologic Review for Highland No. 3 Reservoir, DAMID 050135", dated November 1999, by the SEO. The memorandum is the source of the hydrological and hydraulic data not directly determined by Tetra Tech. • - t - Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 E 5161 002 Report helon of SGOI Icdmloep20607 Rer_doc • 2.0 PROJECT DESCRIPTION 2.1 Project Location and Ownership Highland No. 3 Reservoir(as known as Foster Lake) is located in Section 27, Township 3 North, Range 68 West, of the 6th Principal Meridian, Weld County. The dam is located along the southern side of the lake, approximately 0.1 mile north of County Road 28. The reservoir is located immediately west of Interstate Highway 25 and south of State Highway 66. The location of the reservoir is shown on Figure 1. Highland No. 3 Reservior is an off-stream irrigation storage reservoir belonging to the Highland Ditch Company. Outfall No. 3 is the primary release outlet for this reservoir and is owned by Outlet No. 3 Ditch Company. Outlet No. 3 exits the reservoir near the southwestern corner and flows in an open ditch south towards County Road 28 tending eastward to Interstate 25. It is proposed to enclose the Outlet No. 3 flows in an underground pipe the entire distance between Highland No. 3 reservoir and I-25. The current ditch (maximum depth approximately 12 feet) would be filled to match adjacent ground elevations. This would reduce the effective height of the dam embankment from 16.4 feet to 4.9 feet 2.2 Project Size, Type, and Hazard Classification 2.2.1 Size Highland No. 3 Reservoir has a capacity of 1688 acre-feet at the spillway elevation of 4,949.8 feet. The storage capacity between 100 and 4000 acre-feet results in Highland No. 3 Reservoir being • classified as a Small dam. No change in capacity will result from filling the Outlet No. 3 ditch. 2.2.2 Type Highland No. 3 Reservoir is an earthen embankment constructed in 1881. 2.2.3 Hazard Classification Highland No. 3 Reservoir was previously classified as a Class II dam and is currently classified as a Significant Hazard Dam. The floodplain immediately downstream from the dam is currently rural. This area is proposed to be developed with single family, multi family and commercial development. One of the goals of this investigation is to, in the event of a clear day failure of this dam, safely route the breach flows through the proposed development to the St. Vrain Creek, without changing the hazard rating of the dam. 2.3 Basin Description The contributing drainage basin area is approximately 501 acres including the 167 acre reservoir surface area and is shown as subbasins West, East and Reservoir on Figure 2. The land usage throughout the basins is slightly rolling agricultural and grassland, as shown on Figure 3 —Existing Land Use. 2.4 Geolo'y and Soils iSoil types with the basin were calculated using the NRCS Soil Survey of Weld County. A web based -2 - Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F 5161 002 Report Prelim of 5E61lydrolo0Q 0607 Rev doc • tool (http://websoilsurvey.nrcs.usda.gov/app) was used to determine hydrologic soil types. The soils comprising the drainage basins are predominately classified as soil group B, C and D as summarized in Figure 4 and Table 4. The NRCS data is included in Appendix A. 2.5 Embankment Highland No. 3 is an earthen embankment with a vertical concrete parapet wall as the upstream face. The concrete wall is approximately 1575 feet long. The maximum height of the embankment (including the 3 foot high concrete wall) above the invert of the existing Outlet No. 3. Ditch is approximately 21 feet. At embankment locations away from the outlet channel, the maximum height of the embankment above natural ground is approximately seven feet. If the Outlet No. 3 Ditch is filled as proposed, the maximum height of the embankment would be approximately five feet. The parapet wall does not appear to provide any effective dam functions. The upstream slope of the embankment is covered with a variety of vegetation including shrubs and trees. 2.6 Existin&Spillway According to the Memorandum of Hydrologic Review for Highland No. 3 Reservoir, there is no specific information regarding the spillways other than brief descriptions of spillway geometry. The spillways are merely open areas on each end of the dam and no spillway designs are on record. For modeling purposes, the ground surface to the east of the concrete wall was used to model the existing spillway. The spillway is merely a lower area, with an inconsistent elevation, in the earthen embankment. The area to the north of the northwestern end of the concrete parapet wall is also at a • similarly low elevation. Sections representing the crest and adjacent ground profiles were modeled into HEC-RAS and a rating curve was developed. This rating curve was then entered into the HEC-1 reservoir model. 2.7 Floodplain There is no effective FEMA defined floodplain or flood hazard zone between Highland No. 3 Reservoir and St. Vrain Creek floodplain. The flow path immediately downstream from Highland No. 3 Reservoir is currently agricultural and is proposed to be developed with residential properties. If the dam were to fail, floodwaters would travel approximately two to three miles in a southerly direction to the St Vrain Creek. Flows would overtop County Road 28. 3.0 PRECIPITATION Evaluation of the hydrologic adequacy of the dam and spillway began with determination of the PMP. The PMP is defined as the theoretically greatest depth of precipitation for a given duration that is physically possible over a drainage basin at any specific time of the year. PMP values are derived from Hydrometeorological Reports (HMRs). The appropriate report for the Highland No. 3 Reservoir drainage basin is HMR-55A used in Colorado between the Continental Divide and the 103rd Meridian. The procedures for computing the PMPs associated with general storms and local storms are outlined in HMR-55A. Supporting information related to computation of the PMP is provided in Appendix B. • -3 - Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F.5161 002 Repoli Melon ofSE0-Hvdroiogp2 060]Re,doc 3.1 PMP General Storm Determination of 1-, 6-, 24-, and 72-hour general storm index PMP values was made using the HMR- 55A 10-mil PMP index maps. General storm precipitation data for the U.S. Army Corps of Engineers' HEC-1 program requires depth duration values at 5-minute, 15-minute, 1-hour, 2-hour, 3- hour, 6-hour, 12-hour, 24-hour, 48-hour, and 96-hour durations. The recommended procedure by the Colorado Dam Safety Branch Hydrology Committee was used for intermediate depth duration values that were not readily available from HMR-55A. The index and intermediate depths are shown on Table 1. 3.2 PMP Local Storm Determination of the one-hour index PMP estimate was made using the 1-mi' PMP at elevation 5,000 feet index map in HMR-55A. Local storm precipitation data for the HEC-1 program requires depth duration values at 5-minute, 15-minute, 1-hour, 2-hour, 3-hour, and 6-hour durations. Intermediate depth duration values that were not readily available from HMR-55A were based upon the recommended procedure by the Colorado Dam Safety Branch Hydrology Committee. The index and intermediate depths are shown in Table 1. 3.3 Inflow Design Flood The Inflow Design Flood, as determined using Hydrometerorological Report, and Table 5.2 of the Rules and Regulations for Darn Safety and Dam Construction, is defined as 45 percent of the PMP • event. 3.4 100-war Storm The 6- and 24-hour 100-year precipitation values were estimated using the NOAA Atlas 2—Volume III (Colorado). Intermediate depth duration values were based upon the procedure recommended in this publication. The index and intermediate depths are shown in Table 2. Supporting information related to the computation of the 100-year storm is provided in Appendix C. 4.0 HYDROLOGIC PARAMETERS 4.1 Subbasin Geometry and Topographic Parameters The Highland No. 3 basin was delineated into three subbasins as shown on Figure 2. Table 3 summarizes the following information estimated for each subbasin: • Drainage area, in square miles,A; • Length of the longest water course from the point of concentration to the boundary of the drainage basin, in miles,L; • Length along L from the point of concentration to a point opposite the centroid of the drainage basin, in miles,Lc; and • Overall basin slope along the watercourse of length L, in feet per mile, S. • The hydraulic characteristics of the drainage network were represented by a Kn roughness value. The -4- Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F:5161 002 Report Prelim of5[6H'drolopv2 0607 Rev doe United States Bureau of Reclamation (USBR)publication, "Design of Small Dams", recommends Kn • values that range from 0.030 to 0.070 for the Great Plains west of the Mississippi River and cast of the foothills of the Rocky Mountains. A Kn value of 0.050 was applied as a representative roughness for the study drainage basin based on previously accepted basin studies in comparable hydrologic and topographic settings. This value is near the upper limit for the recommended range and corresponds with the minimal amount of development in the basins. 4.2 Unit Hydroxraph The synthetic unit hydrographs for the subbasins were determined using a Microsoft Excel spreadsheet developed by the Division One Office of the State Engineer. Input data required by the spreadsheet to compute the unit hydrograph for a subbasin includes: the subbasin area, length of the longest water course, length to centroid, average subbasin slope, Kit value, unit duration, and selected time step. These values were presented in the previous sections of this report. The spreadsheet was computed for each subbasin using the USBR Great Plains data. Spreadsheet output is provided in Appendix D. For precipitation falling directly onto the reservoir surface, the following equation was used to create a unit hydrograph: Q =645.33�A t Where: Qp=Peak discharge(ft3/s) A =Area (mi2) • t=time, calculation time step (hr) 4.3 Soil Types and Infiltration Losses A composite infiltration rate was estimated for each of the subbasins using information from soil maps from the Natural Resources Conservation Service(NRCS)publication, "Soil Survey of Weld County, Colorado, Southern Part". These soil types were then classified according to NRCS hydrologic soil groups A, B, C, and D (Figure 4). The ranges for minimum infiltration losses suggested by NRCS are based on the hydrologic soil group (Table 4). For each hydrologic soil group, the applied infiltration rate was the lower limit of the acceptable infiltration rate range. 4.4 Reservoir Storage Capacity The reservoir storage capacity at 1.0 foot intervals is listed in Table 5. This information was derived from topographic survey data collected in 2006. 4.5 Reservoir Summary Reservoir Storage Volume (acre-feet) 1688 Surcharge Volume(acre-feet) 377 • Lowest Crest Elevation (feet) 4949.8 - 5- Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F 5161 00?Report "elm,of SFO-H,drolopv?0607 Re,doc • 5.0 EXISTING CONDITION RESULTS The following summarizes the existing conditions spillway discharges for the 100-year and PMP storms for the reservoir: Maximum Water Peak Discharge Reservoir Elevation Event (ft /s) (ft) Elevation Above Existing Spillway(ft) 100-Year 79 4950.54 0.74 0.45*Local PMP 239 4951.02 1.22 0.45*General PMP 1009 495 L87 2.07 HEC-1 existing conditions model input and output is located in Appendix E. 6.0 ROUTING OF THE INFLOW DESIGN FLOOD The proposed spillway facility at Highland No. 3 Reservoir includes a trapezoidal open channel spillway to be located approximately 1250 feet east of the concrete wall, near the southeast corner of the reservoir. (see Figure 5) The intent of the spillway design was to provide sufficient discharge capacity to match the current existing conditions and to maintain the routed water level below the • existing dam crest elevation (elevation 4949.8). The proposed spillway would also provide a maximum normal water elevation while discharging into the proposed downstream channel. The spillway is sized to pass 45%of the PMP. 6.1 Spillway Hydraulics The proposed Highland No. 3 spillway is configured as a short, trapezoidal open channel, spillway structure. A riprap armored approach and concrete paved control section with two concrete cutoff walls would be included to prevent erosion. The spillway discharge capacity was evaluated using the broad crested weir equation to determine the reservoir level at various discharge rates through the spillway. The broad crested weir equation for a trapezoidal channel is as follows: Q=cLh' 5 + K2czh2.5)12.5] Where: Q=spillway discharge (ft3/s) c=discharge coefficient L= effective channel width(115 feet) h =head (feet) z=channel side-slope(8.0 feet/feet) The discharge coefficient is variable depending upon the head. A coefficient of 1.5 was adopted for head values between zero and 0.9 feet, a coefficient of 2.4 for head values between 1.0 and 1.9 feet • and a coefficient of 2.65 was used for head values above 1.9 feet. Appendix F contains the spillway discharge calculations and documentation supporting the discharge coefficients adopted. Discharge -6- Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F.5161.002 Report prelim of SEO-Hydroloer4 0602 Re.doc values for the proposed spillway at Highland No. 3 Reservoir are tabulated in Table 6. The proposed • spillway configuration is similar to overtopping flow over a typical embankment because of the steep approach to the spillway, the relatively short control section and steep downstream section. The Corps of Engineers water surface profile model (HEC-RAS) was utilized to verify the spillway discharge rating as determined from the broad crested weir equation. A Manning's ri value of 0.02 was adopted within the HEC-RAS model for the concrete portions of the spillway. A Manning's n value of 0.04 was adopted for the riprap armored sections of the channel. Select output from the HEC-RAS model is presented in Appendix I. Results for the HEC-RAS model indicate a maximum spillway discharge of 954 ft3/s results in a reservoir pool elevation of approximately 4951.8 (2 feet of head). The broad crested weir provides a spillway capacity of about 958 ft3/s at elevation 4951.8. The proposed spillway crest for Highland No. 3 Reservoir will be set at elevation 4949.8, equal to the existing spillway control elevation. The dam crest, in the vicinity of the existing spillway, will need to be raised approximately three feet, to an elevation of at least 4952.9, to provide one foot of freeboard and to prevent water from exiting the reservoir. 6.2 Proposed Spillway Summary The following summarizes the basic data for the proposed spillway: • Basic Reservoir Characteristics and Proposed Spillway Characteristics Spillway Type Open Channel Bottom Width (feet) 115 Side Slope 8:1 (H:V) Crest Elevation (feet) 4949.80 Freeboard (feet) Minimum of one foot 6.3 Flood Routing Using the design flood inflow hydrographs, the spillway discharge rating curves and the reservoir elevation-capacity data, HEC-1 was used to develop and route the IDF through Highland No. 3 Reservoir in order to determine the proposed spillway width requirements. For the routing operations, it was assumed that the reservoir was initially full to the proposed spillway crest. Results of the routings are presented in the following table: Proposed Spillway Width(feet) 115 Maximum Flood Elevation (feet) 4951.74 Maximum Storage (acre-feet) 2069 Peak Spillway Discharge (ft3/s) 954 • Actual Residual Freeboard(feet) I foot - minimum -7 - Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F.51 F 1O02 Repon Prelim of S W-Hvdrologv2 0607 Re'.doc The discharge value of 954 ft3/s was used to size the outlet channel downstream of the Highland No. • 3 Reservoir, through the Waterfront at Foster Lake development, to its confluence with the breach channel. The program input data and limited output are presented in Appendix G. 7.0 CLEAR DAY DAM BREACH The major drainage design intent for the Waterfront at Foster Lake development is to convey not only the runoff from an IDF storm event passing over the proposed spillway, but also to consider the flood produced from a clear-day failure of Highland No. 3 Reservoir. The most likely location for the breach to occur is near the Outlet No. 3 Ditch, which is proposed to be filled as part of the proposed development and agricultural water contained within a proposed pipe system. The clear day failure discharge will be conveyed via a drainage channel, through the proposed Waterfront at Foster Lake development, and will not affect the hazard classification of the dam. 7.1 Breach Parameters Structural failures of dams are simulated in HEC-1 using a methodology that requires inputs that describe the geometric shape for the dam breach. Parameters that define the breach geometry are water surface elevation where failure begins, elevation of the bottom of the breach at maximum size, breach bottom width, and side slope of the breach. These parameters were based upon suggested breach parameters provided in Chapter 2, Appendix A, Table 1 of the Federal Energy Regulatory Commission (FERC)document"Engineering Guidelines for the Evaluation of Hydropower Projects • 7.2 Elevation of the Bottom of the Breach For this dam breach analysis it is assumed that Outlet No. 3 Ditch has been filled, thus reducing the effective height of dam. For piping failures, the elevation of the bottom of the breach is assumed to be the flow line of the breach channel, elevation 4,944.90 feet. 7.3 Avera,;e Breach Width The FERC document suggests an average breach width for earthen dams to be between one and five times the height of the dam and usually between two and four times the height. With a maximum dam height of 4.9 feet (crest elevation 4949.80 feet minus bottom of breach at elevation 4,944.90 feet), an average breach width of five times the height of the dam would be approximately 25 feet. Included in Appendix H is a comparison of various widths as determined by various methods for calculating breach width, with an average width of 33 feet. For this analysis breach widths of 25 and 33 feet will be considered. 7.4 Side Slope of the Breach The FERC document suggests a horizontal component of side slope for earthen dams to be between a value of 0.25:1 (H:V). Therefore, a side slope for the breach of 0.25 was assumed for all cases studied in this analysis. • - 8 - Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 F 5161 002 Rein!Prelim of SR>H)drologv2 0607 Rev doc • 7.5 Bottom Width of the Breach The bottom width of the breach is required to be entered into the HEC-1 model. The bottom width of the breach can be determined as follows: B but = ——zH Where: B1,„,=bottom width of the breach opening (ft) Ba,e=average width of breach opening(ft) H =depth from the failure elevation to the bottom of the breach (ft) z=breach side-slope (feet/feet) An average breach width of 24.5 and 33.8 feet results in a bottom widths of 23.3 and 31.6 feet, respectively. 7.6 Time to Failure The FERC document suggests a time to failure for earthen dams to be between 0.1 and 1.0 hour. Failure times of 5, 10, 15 and 60 minutes were considered for this analysis. 7.7 Tailwater Effect on Breach Development To be conservative, this analysis neglected the impact of tailwater on breach formation. • 8.0 CLEAR DAY FAILURE RESULTS HEC-1 models were used to simulate the outflow hydrographs downstream of Highland No. 3 Reservoir for a clear day dam failure. For the average breach width of 33.8 feet, the 5 minute time to failure discharge is approximately 1086 ft3/s. This value was used to size the breach channel downstream of the Highland No. 3 Reservoir. The breach channel ties into the outlet channel. A summary of results may be found in Table 7. HEC-1 input and output files for the modeled cases are provided in Appendix H. Electronic files are on the CD located in Appendix J. 9.0 PRELIMINARY HYDRAULIC ANALYSIS 9.1 Spillway Outlet Channel The Spillway Outlet Channel, as shown on Figure 6, conveys the discharges when the reservoir is operating under normal conditions. The Spillway Outlet Channel ties into the Dam Breach Channel, to form the Combined Channel, approximately 3100 feet downstream of Highland No. 3 Reservoir. The design capacity of this channel is 1006 ft3/s, which is the 45% PMP discharge. A HEC-RAS model was encoded to calculate water surface elevations for the channel. Minimum lot elevations(or finished floor) will be no less than 1 foot above the water surface elevation. Preliminary sizing of the channel was completed using the Urban Drainage and Flood Control District (UDFCD) spreadsheets for composite channels. Each composite channel has two flow sections: the low flow channel and the major flow channel. Based on multiple normal depth analyses of the -9- Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 ,161 002 Report Prelun of SEO•Ilcd,oloe'2 0607 Re'.doc • channel cross section, the following general cross section was used for the design: • Low flow channel o 4' bottom width o 3' depth o 2.5:1 (H:V) side slopes o Ungrouted riprap sized per UDFCD criteria, or equivalent • High flow channel o 79' bottom width o 106' top width o 3' depth o 4:1 (H:V) side slopes o 1%cross slope A crossing (Culvert No. 3) is proposed under Weld County Road 28. A Conspan-type precast concrete arch is proposed for construction. A culvert size of 32' x 6.5' is proposed. The low flow channel will transition smoothly from its normal width to the width of the culvert bottom. Grouted riprap armoring will also be included to protect against higher velocities near the culvert. Six rock drop structures will be placed in the channel. Each drop structure has a vertical drop of three feet. The drop structure will span the entire width of the channel. Riprap sizing and other design features will be per UDFCD criteria. The average channel slope between drop structures is 0.3%. • A summary of water surface elevations is presented in the Table 7 and model input and output is included in Appendix I. 9.2 Dam Breach Channel The Dam Breach Channel, as shown on Figure 6, conveys the discharge should the reservoir embankment suffer a clear day failure. The Dam Breach Channel flows from Highland No. 3 Reservoir to the confluence with the Outlet Channel, then is renamed as the Combined Channel, continuing to St. Vrain Creek and is approximately 9000 feet in length. The design capacity of this channel is 1086 ft3/s. Preliminary sizing of the channel was completed using the Urban Drainage and Flood Control District (UDFCD) spreadsheets for composite channels. Each composite channel has two flow sections: the low flow channel and the major flow channel. Based on multiple normal depth analyses of the channel cross section, the following general cross section was used for the design: • Low flow channel o 4' bottom width o 3' depth o 2.5:1 (H:V) side slopes o Ungrouted riprap sized per UDFCD criteria, or equivalent • High flow channel o 79' bottom width • o 106' top width o 4' depth - 10- Hydrologic and Hydraulic Analysis,Highland No.3 Reservoir Waterfront at Foster Lake June 2007 11 5 1 6 1 O02 Report 1'Mnn of SEO-H'drolog'2 0607 Re'doe o 4:1 (H:V) side slopes • o 1%cross slope Three crossings (Culvert Nos. I, 2, and 4) are proposed. Culvert No. 2 passes under Weld County Road 28. Culvert Nos. 1 and 4 pass under unnamed subdivision roads. A Conspan-type precast concrete arch is proposed for construction. A culvert size of 32' x 6.5' is proposed. The low flow channel will transition smoothly from its normal width to the width of the culvert bottom. Grouted riprap armoring will also be included to protect against higher velocities near the culvert. Ten rock drop structures are proposed for construction. Each drop structure has a vertical drop of three feet. The drop structure will span the entire width of the channel. Riprap sizing and other design features will be per UDFCD criteria. The average channel slope between drop structures is 0.3%. Additional drop structures will be required to connect the Dam Breach Channel to the St. Vrain River. A summary of water surface elevations is presented in the Table 7 and model input and output is included in Appendix I. 10.0 PROCESS The process required to approve the proposed improvements to Highland No. 3 Reservoir include: • Submittal and review by Weld County • Submittal and review by Outlet No. 3 • • Submittal and review by Highland No. 3 • Submittal and review by Dam Safety Branch of the Colorado Division of Water Resources. • Synchronization of Hydrologic and Hydraulic report with final construction plans • Obtain all appropriate construction permits 11.0 REFERENCES 1 A small dam is defined within the Rules and Regulations for Darn Safety and Dam Construction as a dam with a jurisdictional height great than 20 feet but less than or equal to 50 feet and/or a reservoir capacity greater than 100 acre-feet, but less than 4,000 acre- feet. 2 A significant hazard dam is defined within the Rules and Regulations for Darn Safety and Darn Construction as a dam for which significant damage is expected to occur, but no loss of human life is expected from failure of the dam. Significant damage is defined as damage to structures where people generally live, work, or recreate, or public or private facilities. Significant damage is determined to be damage sufficient to render structures or facilities uninhabitable or inoperable. 3 Published by the U.S. Department of Commerce, National Oceanic and Atmospheric Administration. • 4 HEC-1, Flood Hydrograph Package, Version 4.1. Developed by Hydrologic Engineering Center, U.S. Army Corps of Engineers. June 1998. - 11 - Hydrologic and Hydraulic Analysis,Highland,No. 3 Resernoir Waterfront at Foster Lake June 2007 F.5161.002_Report Prelim of 5H>IH&olopy2 0607 Re,doe • TABLES • • TABLE 1 Depth-Duration Relationship General and Local Storm Probable Maximum Precipitation (PMP) General Storm PMP Local Storm PMP Duration Depth Duration Depth (time) (inches) (time) (inches) 5-min 2.60 5-min` 3.31 15-minb 6.84 15-mint 7.38 1-hour` 15.20 1-hour` 10.90 2-hours 19.60 2-hour 12.60 3-hours 22.10 3-hour 13.30 6-hour` 26.10 6-hour' 14.60 12-hours 30.60 24-hour` 33.80 48-hour 39.10 72-hour` 43.30 38 percent of the 15-minute depth from "Hydrologic Procedures for Review of Inflow Design Floods for Ungaged Basins", State • Engineer of Colorado publication dated February 16, 1993. b 45 percent of the 1-hour depth from "Hydrologic Procedures for Review of Inflow Design Floods for Ungaged Basins", State Engineer of Colorado publication dated February 16, 1993. From HMR-55A index maps. d Estimated using interpolation of HMR-55A values. ` 45 percent of the 15-minute depth from "Hydrologic Procedures for Review of Inflow Design Floods for Ungaged Basins", State Engineer of Colorado publication dated February 16, 1993. From HMR-55A Table 12.4. S From HMR-55A Figure 12.12. • TABLE 2 • 100-Year Depth-Duration Relationship Duration 100-Yr Depth (inches) 5-mina 0.77 15-minb 1.52 1-hour' 2.67 2-hour` 3.01 3-houre 3.27 6-hour` 3.67 12-hour` 4.15 24-hour` 5.05 29 percent of the 1-hour depth from NOAA Atlas 2 - a Volume 111 57 percent of the 1-hour depth from NOAA Atlas 2 - b Volume 1I1 From NOAA Atlas 2 - Volume I11 Colorado index maps. ' From Table 11, NOAA Atlas 2 - Volume III Colorado. e Estimated using interpolation of NOAA Atlas 2 • • TABLE 3 Basin Characteristics - USBR Methodology Flow Centroidal Basin Area Area Top Bottom Elevation Length, Flow Basin ID (acres) (mi2) Elevation Elevation Change L Length, Slope (feet) (mile) Lea (ft/mile) (mile) West 174.8 0.283 5008 4949 59 0.758 0.191 77.880 East 159.9 0.250 4995 4949 46 0.445 0.115 103.264 Reservoir 166.9 0.261 - - - - - - Total 501.6 0.784 • S TABLE 4 0 NRCS Soil Data and Infiltration Rates Hydrologic Group(%Total Basin Area) Composite Description Infiltration A B C D Impervious Rate (in/hr) Infiltration range (in/hr) 0.3 to 0.15 to 0.05 to 0.00 to 0.00 0.5 0.3 0.15 0.05 Applied Infiltration Rate 0.30 0.15 0.05 0.00 0.00 (in/hr) Subbasin West Basin 45.6 43.6 s 10.8 9.02 East Basin 62.5 24.5 11.0 10.6 Reservoir 100 0 • 0 TABLE 5 • Highland No. 3 Reservoir Elevation-Area-Capacity Elevation Area Volume Comment (ft) (acre) (acre-feet) 4935 73.1 0.0 4936 76.8 75.0 4937 80.6 153.6 4938 84.4 236.1 4939 88.3 322.4 4940 92.3 412.7 4941 97.0 507.3 4942 105.2 608.4 4943 114.1 718.0 4944 123.9 837.0 4945 132.7 965.3 4946 140.6 1101.9 4947 149.0 1246.7 4948 155.0 1398.7 • 4949 166.9 1559.6 4949.8 1688.1 Spillway Crest 4950 179.3 1727.9 4951 190.5 1912.7 4951.8 - 2065.1 Maximum IDF Reservoir Elevation 4952 190.5 2103.2 4953 190.5 2293.7 ID TABLE 6 • Highland No. 3 Reservoir Proposed Spillway Discharge Capacity Elevation Head Discharge Comment (ft) (ft) (ft3/s) 4949.80 0.00 Q 0 Spillway Crest(existing/ proposed) 4950.00 0.20 I5.6 4950.10 0.30 28.8 4950.20 0.40 44.6 4950.30 0.50 62.7 4950.40 0.60 82.8 4950.50 0.70 105.0 4950.60 0.80 128.9 4950.70 0.90 154.7 4950.80 1.00 291.4 4950.90 1.10 337.9 4951.00 1.20 387.0 4951.10 1.30 438.7 4951.20 1.40 492.8 11 4951.30 1.50 549.4 4951.40 1.60 608.3 4951.50 1.70 669.6 4951.60 1.80 ____ 733.3 4951.70 1.90 799.3 4951.80 2.00 457.9 Maximum 1DF Reservoir Elevation 4951.90 2.10 1035.8 4952.00 2.20 1116.2 4952.10 2.30 1199.1 4952.20 2.40 1284.4 4952.30 2.50 1372.2 4952.40 2.60 1462.5 4952.50 2.70 1555.2 4952.60 2.80 1650.3 4952.70 2.90 1747.9 4952.80 3.00 1847.9 4952.90 3.10 1950.3 _ 4953.00 3.20 2055.2 0 . TABLE 7 Summary of Clear Day Dam Failure Results Average Breach Time to Failure Width 5 min 10 min 15 min 60 min 24.5 910 808 807 794 33.2 1086 1083 1073 1058 • TABLE 8 . Water Surface Elevations for Combined and Outlet Channel Sections Water Surface Channel Discharge Flow Area Top Width Channel Section River Station Elevation Velocity 111"s) (6) (fts) (0') (6) Confluence with St V rain Creek/Downstream End of Combined Channel Combined Channe 000 086 4831.16 5.47 263 97 Combined Channe 200 086 4831.63 3.14 447 11 I Combined Channe 400 086 4835.14 13.81 108 83 Combined Channe 600 086 4843.67 20.33 69 80 Combined Channe 690 086 4851.63 10.61 113 93 Combined Channe _ _ 700 086 4852.39 8.11 134 93 Proposed Culvert 741 Culvert _ Combined Channe 785 086 4856.95 19.16 57 28 Combined Channe 800 086 4859.24 19.19 70 80 Combined Channe 900 086 4867.69 19.81 71 80 Combined Channe 2100 086 4888.52 24.03 53 64 Combined Channe 2140 086 4894.49 24.60 51 60 Combined Channe 2165 086 4904.62 7.75 149 87 Combined Channe 2178 086 4905.17 5.61 194 91 Combined Channe 2210 086 4905.52 4.91 217 93 Combined Channe 2235 086 _ 4905.70 4.65 227 94 Combined Channe 2245 086 4905.70 6.46 225 94 Combined Channe 2245.01 086 4906.00 4.00 353 104 Combined Channe 2260 086 4906.03 I 3.97 356 I 104 Combined Channe 2276 086 4908.07 8.86 167 89 Combined Channe 2286 086 4908.50 7.18 203 92 Combined Channe 2300 086 4908.80 4.65 227 94 Combined Channc 2410 086 4909.38 4.13 251 96 Combined Channe 2590 086 4910.07 3.87 266 97 Combined Channe 2600 086 4910.07 5.46 263 97 Combined Channe 260001 086 4910.26 3.66 384 106 Combined Channe 2615 086 491028 3.64 386 106 Combined Channe 2631 086 4912(14 8.86 167 89 • Combined Channe 2641 086 491247 7.18 203 92 Combined Channe 2710 086 4973.13 4.25 245 96 Combined Channe 2721 086 4913.18421 247 96 Combined Channe 2731 086 4913.18 5.90 245 96 Combined Channe 2731.01 086 4913.41 3.83 368 105 Combined Charily 2746 086 4913.44 3.80 371 106 Combined Channe 2762 086 4915.34 8.86 167 89 Combined Channe _ 2772 086 4915.77 7.19 203 92 Combined Channe 2821 086 4916.31 4.37 239 95 Combined Channe 2831 086 4916.31 6.10 237 95 Combined Channe 2831.01 086 4916.56 3.90 362 105 Combined Channe 2846 086 4916.59 3.87 365 105 Combined Channe 2862 086 4918.54 8.87 166 89 Combined Channe 2872 086 4918.98 7.15 204 91 Combined Channe 2990 086 4919.89 4.04 256 97 Combined Channe__ _ 3000 086 4919.89 5.69 253 96 Combined Channe 300001 086 4920.10 3.75 376 106 Combined Channe 3015 086 4920.12 3.73 378 106 Combined Channe 3031 086 492196 886 167 89 Combined Channe 3041 086 4922.19 7.1% 203 92 Combined Channe 3200 086 4923.50 3.92 263 97 Confluence of Downs ream Ends of Outlet and Breach Channels Channel Confluence 3500 954 4924.46 3.35 269 98 Outlet Channe 3645 954 4924.83 3.45 262 97 Outlet Channe 3895 954 4925.52 3.55 256 97 Outlet Channe 4185 954 4926.37 3.59 254 96 Outlet Channe 4195 954 4926.37 5.03 251 96 Outlet Channe 4195.01 954 4926.53 3.36 369 I05 Outlet Channe 4210 954 4926.55 3.35 370 106 Outlet Channe 4226 954 4928.29 8.56 152 88 Outlet Channe 4236 954 4928.72 6.86 188 91 Outlet Chanty 4290 954 4929.27 4.15 224 94 Outlet Channe 4?W 954 492927 5.7s 222 94 Outlet Channe 430001 954 4929.50 3.58 341 98 Outlet Channe 4315 954 4929.52 3.55 344 98 Outlet(Mamie 4331 954 4931.50 8.56 152 87 • Outlet Channc 4341 954 4931_93 6.86 188 91 Outlet Channc 4410 954 4932.56 4.09 227 94 Outlet Channe 4421 954 4932.61 4.10 227 94 Water Surface Channel Flow Area Top Width • 103 5) 954 Channel Section River Station Elevation Velocity Flow A (W fl) (Its) Outlet Channe 4431 954 4932.61 5.70 223 II) 94 Outlet Channe 443101 954 4932.84 361 345 104 Outlet Channe 4446 954 4932.86 3.58 347 104 Outlet Channe 4462 954 4934.82 8.56 152 87 Outlet Channe 4472 954 4935.25 6.85 188 91 Outlet Channe 4800 954 4936.98 3.48 260 97 Outlet Channe 4810 954 4936.98 4.91 257 97 Outlet Channe 4810.01 954 4937.13 3.31 374 106 Outlet Channe 4825 954 4937.15 3.30 376 106 Outlet Channe 4841 954 4938.85 8.53 153 88 Outlet Channe 4851 954 4939.27 6.86 188 91 Outlet Channe 4931 954 4939.96 4.04 230 94 Outlet Channe 4941 954 4939.96 5.62 227 94 Outlet Channe 4941.01 954 4940.18 3.58 347 104 Proposed Culvert 4956 954 4940.20 3.56 349 104 Outlet Channe 4972 954 4942.15 8.53 153 88 Outlet Channe 4982 954 4942.57 6.86 188 91 Outlet Channe 5125 954 4943.57 3.82 241 95 Outlet Channe 5135 954 4943.57 5.34 238 95 Outlet Channe 5135.01 954 4943.76 3 48 356 105 Outlet Channe 5150 954 4943.78 3.46 358 105 Outlet Channe 5166 954 4945.64 8.53 153 88 Outlet Channe 5176 954 4946.06 6.86 188 91 Outlet Channe 5370 954 4947.28 3.70 247 96 Outlet Channe 5800 954 4948.87 4.80 177 98 Outlet Channe 5830 954 4948.89 6.60 133 98 Outlet Channe 5840 954 4949.31 5.94 I6I 101 Outlet Channe 5925 Culvert Outlet Channe 6010 954 4950.15 5.61 170 103 Outlet Channe 6020 954 4950.42 4.30 221 105 Outlet Channe 6050 954 4950.71 2.20 388 107 Outlet Channe 6500 954 4951.20 2.96 299 100 Outlet Channe 6550 _ 954 4951.29 3.03 293 100 Outlet Channe 6580 954 4951.34 308 289 99 • Upstream End of Outlet Channel-Downstream End of Spillway Spillway 6582_" 954 4951.41 2.96 342 05 Spillway 65847 954 4951.45 3.6(1 400 II Spillway 6586." 954 4951.48 2.24 467 16 Spillway 6588.* 954 495150 .93 540 22 Spillway 6590 954 4951.52 .69 620 27 Spillway 6592_' 954 4951.52 .69 620 27 Spillway 6594_' 954 4951.52 .69 620 27 Spillway 6596.' 954 4951.52 69 620 27 Spillway 6598* 954 4951.52 69 620 27 Spillway 6600 954 4951.52 69 620 27 Spillway 6602! 954 4951.51 .84 564 33 Spillway 6604_' 954 4951.51 .08 495 37 Spillway 6606.' 954 4951.49 ...47 412 41 Spillway 6608." 954 4951.46 _.19 315 42 Spillway 6610 954 4951.35 _00 198 40 Spillway 6611." 954 4951.37 .91 202 40 Spillway 6612.° 954 4951.39 .83 205 41 Spillway 6613" 954 4951.40 75 209 41 Spillway 6614* 954 4951.41 .68 212 4I Spillway. 6615." 954 4951.43 .62 215 42 Spillway 6616* 954 495144 .56 218 42 Spillway 6617.' 954 4951.45 .50 221 42 Spillway 66181 954 4951.46 .44 224 42 Spillway 6619_" 954 4951.47 39 226 43 Spillway 6620.' 954 4951.48 34 229 43 Spillway 6621.' 954 4951.49 29 _.._ 232 43 Spillway 6622.* 954 4951.49 25 234 43 Spillway 66231 954 4951.50 .20 237 43 Spillway 6624" 954 4951.51 .16 239 44 Spillway 6625 954 4951.52 .12 241 44 Spillway 6626.' 954 4951.59 67 272 49 Spillway 6627* 954 495164 .33 300 53 Spillway 6628.* 954 4951.67 . 06 328 58 Spillway 6629' 954 4951.70 _.84 355 62 Spillway 6630_" 954 4951.72 64 381 66 • Spillway 6631.' 954 495174 2.47 408 70 Spillway 6632* 954 495175 2.32 436 74 Spillway 6633* 954 4951.77 2.18 461 78 Water Surface Channel • Discharge _ Flow Area Top Width Channel Section River Station 0; ElevationV locny ( ) (fl) 11 (11:9 (fl Spilhvar 6634* 954 4951.78 06 491 182 Spillway 6635.* 954 4951.79 .95 519 186 Spillway 6636.* 954 4951.79 .85 548 190 Spillway 6637.* 954 4951.80 .76 577 194 _pills ay _ 6638.* 954 4951.81 .68 607 198 Spillway 6639.* 954 4951.81 .60 638 202 Spillway 6640 954 4951.82 .53 669 205 Upstream End of Spillway/Highland No. 3 Reservoir Downstream End of Breach Channel/Confluence with Combined Channel breach channe 1000.25 086 4924.46 4.34 241 95 breach channc 1500 086 4926.34 3.67 278 98 breach channc 1590 086 4926.00 3.69 277 98 breach channc 1600 086 4926.63 3.68 277 98 breach chaotic 1700 086 4926.93 3.70 276 98 breach chaotic 1900 086 4927.52 371 276 98 breach channc 2100 086 4928.12 3.71 275 98 breach channc 2300 086 4928.72 3.71 275 98 breach channe 2400 086 492402 3.71 275 98 breach channe 26(10 1186 4929.62 3.71 275 98 breach channc 2700 086 4929.81 5.26 184 97 breach channc 2740 086 4929.95 6.85 144 97 breach channc 2750 086 4929.9% 7.58 132 97 breach channe 2760 086 49311.59 6.57 165 102 breach chaotic 2870 Proposed Culvert breach channe 2980 086 4932.88 5.! 213 115 breach channe 2990 ((86 4933.17 2.69 323 117 breads chrome 3000 1186 4933.28 198 42% 118 breach chaotic 3200 1186 4933.42 1.95 487 114 breach channe 3400 086 4933.52 2.23 432 110 breach channe 3590 1186 4933.67 2.52 387 107 breach channe 3600 086 4933.68 2.53 385 107 breach channe 38110 086 4933.91 2.86 346 104 breach channe 4000 086 4934.23 3.16 317 101 breach channe 4100 1186 4934.28 628 155 99 • breach chrome 4110 086 4934.27 7.12 139 99 breach channe 4120 086 4934 7% 6.44 169 103 breach channe 4158 Proposed Culcen breach chaotic 4200 086 4935.95 5.55 I96 110 breach channe 4210 086 4936.22 3.40 263 112 breach channe 4301) ((86 4936.56 2.03 470 113 breach channc 4400 086 4936.62 2.17 443 III breach channc 4500 086 4936.68 2.74 416 109 breach channc 4600 086 4936.75 2.90 392 107 breach channc 4700 _ 086 4936.85 2.64 370 106 breach channe 48(X7 086 4936.97 2.80 352 104 breach channc 4890 086 4937.10 2.94 337 103 breach channc 4900 1186 4937.10 4.25 334 103 breach channc 4900.01 ((86 493720 3.11 451 112 breach channe 4915 086 4937.21 3.10 453 112 breach channc 4931 086 4938 36 g.86 167 89 breach chaotic 4941 086 4938.79 7.19 203 92 breach channc 4990 086 4939.33 4.36 240 95 breach channc 5000 086 4939.33 6.11 237 95 breach chaotic 5000.01 086 4939.58 3.90 362 105 breach channe 5015 086 4939.61 3.87 365 105 breach channe 5031 _ (186 4941.57 8.86 167 89 breach chaotic 5041 086 4942.0) 7.18 203 92 breach channc 5090 086 4942.54 4 37 240 95 breach channe 51(10 086 4942.54 6.11 237 95 breach channc 5100.01 ((86 4942.79 191) 362 105 breach channc _ 5115 1186 4942.82 3.87 365 105 breach channe 513! 086 4944.78 8.86 167 89 breach channc 5141 086 4945.21 7.18 203 92 breach channe 519(1 086 4945.75 4.37 240 95 breach channe 5200 086 4945.75 6.11 237 95 breach channe 5200.01 086 3946.00 3.90 362 105 breach channe 5215 1186 4946.03 3.87 365 105 breach chime 5231 086 4947.99 8.86 167 89 breach channc 5241 086 4948.42 7.18 203 92 _breach channc 5500 ((86 4949.75 2.93 339 128 • Upstream End of Br ach Channel at I plinhland No.3 Reservoir • FIGURES • 17 I 16 15 14 .-13 N • = a. 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LL 0 a "'xl'i Z_ 3 _i Co _ r 1 - 11 ` I . - " 2 ,..• , ,, 0 1 j; H 4y�I 7' 0 500' 1000' 2000' z0 EXISTING OUTLET#3 ITCH 0 - - - o 71- c• ----"•,..._, SCALE: 1"= 1000' c Drawing Description Project No.: 80-5161.002.05 m © TETRA TECH Date: 5/3012007 SOIL MAP = www.tet atech.com Drawn By: AJT/KJFigure No. T 1900 SOUTH SUNSET STREET,SUITE 1-F PROPOSED SPILLWAY,DAM BREACH o 2-5282 COLORADO 80501 AND CHANNEL HYDROLOGIC AND HYDRAULIC ANALYSIS 0 PHONE:(303)772-5282 FAX:(303)772-7039 Copyright: Tetra Tech G LO Q 0_1 Z III O O COQ r CO LO I W U aj to O Z O _I f °D m L I aO rn rn g CO rn a 1 H ai 111 ' I ' b Za� Pie • dW 1 III Q cc ei. a = CO v ril744) ,. Vil I. O m o , _.: m _ ' U J Q Z O . b O J Z J F— O T. _ Q 0 Q (/� U } Z tom„ o = 3 1IJ-. , , , I Ita ' (4) 1 I . 0. in 0_ _1 Z — ZH CC Z tro- rj iiiianregr_dojitainir Agellig I 5ce) CD < „ Wcn -� H CL U W Z Z W ¢ Z � J 0 = W O N °o co W 0 a) a) �i rn rn E LL to oM Ov v v v v = 8 re w 1- N CL 199dNINOI1VA313 U o o CL CO W ' H ! 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CC CT- "s NT—C-\\-\\ -\ -47-7--------- _...-- < a U) t OA I\ �/ m Z O /� < 6'� Zw -'i Ea o 0 -1 ( v., ( � 0 f o j Wp II m �._\ CC 614' 64 _ [- _ `n Jr , \ co to in o in tot) vs- 133d NI NOl±VAJ13 CO ea.. tDcif ° O• Y 6-4 c:INI17 g " iico 1 k 3S3IM NIAl3N :3WbN a3Sfl AVMllldS :1f1OAdl 0M0' l3NNVHO O3SOdO2id1SISA1VNV H-H1sleS ueld\BMpwosJepue Z 0 If l-915\:a :ONIMV2ia I'M 8Z:LY£ LOOZ 'ZI. eunr 'Aepsanl 0 f•-• ,1 N N O o I~ tC t r M ) z o �_- 2CO z E i/ o J _ 2 r - a J ;ICI411:: I .1 c%) . i Ill z hfla I,, 2 z o 0 .,;� m U w a 0 uj Z u 3 V) O o [—:/) 0 o OQ u) ,_ CL o 0 0 w Et Z i� 1 v ;z 3 ,� a z- Z Pe Ti -- —''C ) jelli•C/j s E � � o MI %z; S'i tm� W O s2% N W Q i/ -.2: • W J v# •v ElO �RD 0 5 Z (V CO O nOOi z N 0Z t = O W i0M �� p 0 .u--.....-., F p z uTir a N O � z w I 'Ill\ . 37 N ::: V \\:::\ i, en 9 , si \ , sg).41c\ py oe, . . ,A,„ 00 . it_ nel a. on I L=lr, , NNV ------------ jW O3 � f a ch / Oil , O O z Z ce Wcc n U J CO a J U fr CL CO OD OEt z p of . zcc w = w , :11jD o cc \-----, „..- -I -\------ 71 3S3IM NIA13)I :WPM N3S(1 13NNVHO :111O/W1 OMO' l3NNVHO O3SOdO2id\SISA1VNV H-H\s1e9 ueid\6Mp\uosJepue Z00 L9L51:21 :JNIMVJO Wd LS:9ta L00Z 'ZL eunr 'Aepsenl • APPENDIX A NRCS SOIL DATA 00• IS99 0010599 0s''S99 0.: •994 0r•HtW 0096999 0026499 0006949 009:449 0 4- O C N • 8 4 . '7. get ce ter. n1111 N'�4Ml- IOSOD • y %1 CC NI t _ it r• o Q � N f7� , . I d I41' I Q W --- -�Y I '6 O8 00 .- O I ' _ — — - O ,.-,_' rte= r - I- p Es D g r~' t '1_'' l', CO • I 8r. l0 .F t.._ „ —' • 'lD • 4i �' " f Q o [ • •' O i CO v g O S OO J I'_ Ov 04. 0 _ o f.- w o N x N }• § i41 O ril En D OL O e {•• •14 • • O > O cn r !/ (4 as lik t- r^ u Ott Na a. g1°J,, , . . , I i o o CACD O 'c' - _ --- .O LL ^4�J�1 Z 8 4 '• L� . 0 4. p O �: •� _ so it ro LL ;w § V -I I .O _ _ O 0 CO o S U 8o j o O ' =-- -i di-Ora!' - - 0 0 ft ,� S V - is- ars _� Ill , ,.. 0 ... -,,,,,s, cco tn �' O n to e-- j y i o apo ,[`J -` ___....„1/4c i m Ctil _ 1 . I I 1 vt ..4. • § ,ti c41 0060544 OOzOSn 0000S99 0086944 0096494 0096444 0016444 0006444 0088449 r- v 0 c 0 N N Co a t•) (d 'L E C co a) a r c in dam' o o a) c 'a> H 'its CC a) > t D CJ a) O a) 2 >, -0 a 0 O co >, co c a) a co Z cn a a) E n c a) cn W o 5 o Z' a) I L o -o — co c a) o co C H aCD r a) .E 0 O Z cZ a a -- n (!) O O D o 0) C F— U �' ° o +- _c 2 7 O Q o U 3 .' a a) ( r N a c O Co C *Tr c a � w g Ce O o 3 0 co a) � � No a) co E � O Z fl 2 ON E(73 �, itiO 1... J D C •` ` L a)is •Z D0 . . C5 • co _c •- H >, +- co o — O o o Zal a) >, a) c Q a m (o (n Q o C O p a) p a, E O 2CO a) a) O ta 0 - U O o 2 � > a E o an cn o W > O o o c -c v) Q cn c.) -t a) a) -- 'o J a) D .fl o — co — CI O .N >un W a) 0 a) 0 O a. O a7 0 co cn > 1lVt ` (n U Cn (1) c/) iCr H Q cnc r U O c.,) o O u C O ° Z Z Q f Cl_ D O CC O CD O n. - co U=U) ° `° a) co OV,` O o a) r c O o 8 �° _ J Z (n O a. U a) a N O �° iI W U f° 2 cn m .� f .w a)U I 1 i- 2 a) O W oc < ac o3oz° cooGoo & act > To � o .5 I QE g _ g _ liLl O t: S 2 '"Y 4 a 0 7 7 v 8 A' Hydrologic Soil Group Rating Foster reservoir Tables - Hydrologic Soil Group • Summary by Map Unit - Weld County, Colorado, Southern Part Soil Survey Area Map Unit Name Rating Total Acres in Percent of AOI Map Unit AOI Symbol 4 Aquolls and Aquepts, D 43.5 7. 1 flooded 15 Colby loam, 1 to 3 B 14.7 2.4 percent slopes 16 Colby loam, 3 to 5 B 5.6 0.9 percent slopes 41 Nunn clay loam, 0 to 1 C 11 .7 1 .9 percent slopes 42 Nunn clay loam, 1 to 3 C 90.6 14.7 percent slopes 64 Thedalund loam, 1 to 3 C 23.7 3.8 percent slopes 79 Weld loam, 1 to 3 percent C 8.3 1 .4 slopes 81 Wiley-Colby complex, 0 B 5.0 0.8 to 1 percent slopes • 82 Wiley-Colby complex, 1 B 261 . 1 42.4 to 3 percent slopes 85 Water Null 151 .4 24.6 Description - Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of • clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. USDA Natural Resources Web Soil Survey 1. 1 5/10/2007 Coaservatos Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group Rating Foster reservoir If a soil is assigned to a dual hydrologic group(A/D,B/D,or C/D),the first letter is for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. • Parameter Summary - Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: Tie-break Rule: Lower • • USDA Nan!Resources Web Soil Survey 1.1 5/10/2007 Ceesorrala Service National Cooperative Soil Survey Page 4 of 4 • APPENDIX B SUPPORTING INFORMATION FOR DETERMINING HMR-55A VALUES • HMR-55A Worksheet 29-May-07 SECTION 14.3-LOCAL STORM PMP COMPUTATION-AVERAGE BASIN DEPTH Job#: 5161002 Drainage: Highland Reservoir#3 Drainage Area: 0.39 (sq-mi) Lattitude: 40.19 Longitude: 104.99 Mean Basin Elevation: 4950 (ft) (1)Index 1-hr 1-sgmi PMP (Plate IV a-c) 10.85 (in) (2)Mean Basin Elevation Adjustment (<4000 ft,>5000 ft) (Figure 14.3) 100.00% (3)Elevation Adjusted PMP (1)x(2) 10.85 (in) (4))epth Duration Reduction Minutes Hours Duration 5* 15 30 45 60 2 3 4 5 6 DD Factor(Table 12.4) -- 68% 86% 94% 100% 116% 123% 128% 132% 135% Adjusted PMP(in) -- 7.38 9.33 10.20 10.9 12.6 13.3 13.9 14.3 14.6 (5)Areal Reduction Factors (Figure 12.12) -- 100% 100% 100% 100% 100% 100% 100% 100% 100% (6)Adjusted PMP • (4)x(5) (inch) 3.32 7.38 9.33 10.20 10.9 12.6 13.3 13.9 14.3 14.6 (7)Incremental PMP Values 10.9 1.7 0.8 0.5 0.4 0.3(in/1 hr) (inch) 7.38 1.95 0.87 0.7 (in/15 min) 3.32 (in/5 min) •Note: Values determined by SEO guidelines. 5 min.depth=45%of 15 min.depth. • 43 0005 061WydroYgyWMR55A.4* Rocky Mountain Co oJranis,,Irc. 512912)7 Dab • HMR-55A Worksheet 29-May-07 SECTION 14.1 -GENERAL STORM PMP COMPUTATION-AVERAGE BASIN DEPTH Job#: 5161_002 Drainage: Highland Reservoir#3 Drainage Area: 0.78 (sq-mi) Lattitude: 40.19 Longitude: 104.99 Mean Basin Elevation: 4950 (ft) Duration(hours) (2) Index PMP Estimates 1 6 24 72 (Plates Ito IV) 15.2 26.1 33.8 39.8 (3) Select Subregion and Subdivision Subregion(Plate V) B Subdivis'n(Plate V) : Drographic D-A-D Relation Figure No. : 11.11 (4) Areal Reduction Factors (Figures 11.3 to 11.23) (%) 100% 100% 100% 100% (5) Average PMP Estimates (2)x(4) (in) 15.20 26.10 33.80 39.80 (6,7) Depth Duration(for HEC-1,PH Card) Minutes Hours Duration 5' 15* 60 2 3 6 12 24 48 96 From DD Plot: epth(inches) 100% 2.60 6.84 15.2 19.6 22.1 26.1 30.6 33.8 39.1 43.3 • 75% 1.95 5.13 11.40 14.70 16.58 19.58 22.95 25.35 29.33 32.48 50% 1.30 3.42 7.60 9.80 11.05 13.05 15.30 16.90 19.55 21.65 'Note: Values determined by SEO guidelines. 5 min.depth=38%of 15 min.depth. 15 min.depth=45%of 1 hour depth. • 43_0885_061\HydrologyIHMRS5A xls Rocky Mountain Consultants,Inc 509/2007 Data • APPENDIX C SUPPORTING INFORMATION FOR DETERMINING 100-YEAR PRECIPITATION DEPTH-DURATION VALUES • Colorado Precipitation Frequency Data -- OUTPUT PAGE Page 1 of Precipitation Frequency Data Output NOAA Atlas 2 • Colorado 40.195278?N 104.9988?W Site-specific Estimates Ma p Precipitation Precipitation (inches) Intensity (in/hr) 2-year 6- 1.48 0.25 hour 2-year 2.08 0.09 24-hour 100-year 3.67 0. 61 i 6-hour 100-year 5.05 0.21 24-hour Hydreoeteorological Design Studies Center - NOAA/National Weather Service 1325 £ast-West Highway - Silver Spring, MD 20910 - (301) 713-1669 Wed Mar 21 12:00:05 2007 • • http://hdsc.nws.noaa.gov/cgi-bin/hdsc/na2.perl?qlat=40.195278&qlon=-104.9988&submit=Submit 3/21/2007 • IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1:South Platte,Republican,Arkansas,and Cimanon River Basins Project: Highland Reservoir Number 3 Enter the elevation at the center of the watershed: Elev= 4,970 (input) 1. Rainfall Depth-Duration-Frequency Table Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume Ill in rightmost blue columns Return Rainfall Depth in Inches at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output input input 2-yr 0.28 0.43 0.55 0.76 0.96 1.13 1.26 1.47 2.07 5-yr 0.40 0.62 0.79 1.09 1.39 0.91 0.56 10-yr 0.48 0.75 0.95 1.32 1.67 1.10 0.67 25-yr 0.59 0.91 1.15 1.60 2.02 1.33 0.81 50-yr 0.68 1.06 1.34 1.86 2.36 1.55 0.95 100-yr 0.77 1.20 1.52 2.11 2.67 3.01 3.27 3.67 5.05 Note: Refer to NOM Atlas 2 Volume Ill isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity-Duration-Frequency Table Return Rainfall Intensity in Inches Per Hour at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) • output output output output output output output output output 2-yr 3.33 2.59 2.18 1.51 0.96 0.57 0.42 0.25 0.09 5-yr 4.82 3.74 3.16 2.19 1.39 0.46 0.19 0.00 0.00 10-yr 5.80 4.50 3.80 2.63 1.67 0.55 0.22 0.00 0.00 25-yr 7.04 5.46 4.61 3.19 2.02 0.67 0.27 0.00 0.00 50-yr 8.20 6.36 5.37 3.72 2.36 0.78 0.32 0.00 0.00 100-yr 9.29 7.21 6.09 4.22 2.67 1.51 1.09 0.61 0.21 • Highland Reservoir 3 Rainfall Data.xls,Z-1 5/29/2007,3:23 PM • One-Hour Rainfall q Depth Design Chart D 3.00 2.67 • 2.50 2.36 • 2.00 2.02 • G) d t 1.67 • . 1.50 o 1.39•• 1.00 0.96 ♦ 0.50 • 0.00 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Return Period • Highland Reservoir 3 Rainfall Data.xls,Z-1 5/29/2007,3:23 PM • APPENDIX D UNIT HYDROGRAPHS GREAT PLAINS UNIT HYDROGRAPH 12-Jun-07 Waterfront at Foster Lake WEST • Drainage Area= 0.273 sq.miles Lg+D/2= 0.34 Hours Basin Slope= 77.88 ft./mile Basin Factor= 0.26 L= 0.758 mi.,Length of Watercourse V'= 7.34 cfs/Day Lca= 0.191 mi.,Distance to Centroid Qs= 21.4 *q,cfs Kn= 0.05-,Ave.Weighted Manning's n PARAMETERS: Calculated: Lag Time,Lg= 0.33 Hours Unit Duration,D= 3.65 minutes Calculated Timestep= 1.03 minutes Data to be used Unit Duration,D= 1 minutes,round down to nearest of 5, 10, 15,30,60,120, 180,or 360 in Analysis Selected Timestep= 1 minutes,integer value evenly divisible into 60 Unit Inflow Hydrograph Synthetic USBR GREAT PLAINS 500 • . 1 • 500 400 • ix 300 x • a o 200 • • • 100 • • 0 0.00 0.50 1.00 1.50 2.00 2.50 TIME,(Hours) UI Record-Unit Graph 1 minute interval UI 2 4 16 33 64 97 141 186 227 282 UI 333 373 415 447 476 503 501 465 419 377 UI 343 310 282 260 238 220 202 187 174 160 UI 147 135 127 116 108 100 94 87 82 76 UI 73 69 65 61 58 55 52 50 49 47 UI 45 44 42 40 39 38 36 35 34 33 UI 31 30 29 28 27 26 25 24 24 22 UI 22 21 20 20 19 18 17 17 16 16 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514 380.0 1.30 78.3 0.78 17 85.0 0.29 17.5 22.81 488 385.0 1.32 79.3 0.75 16 90.0 0.31 18.5 20.59 440 390.0 1.34 80.3 0.72 15 95.0 0.33 19.6 18.37 393 395.0 1.36 81.3 0.70 15 100.0 0.34 20.6 16.65 356 400.0 1.37 82.4 0.67 14 105.0 0.36 21.6 15.04 322 405.0 1.39 83.4 0.65 14 110.0 0.38 22.7 13.52 289 410.0 1.41 84.4 0.62 13 115.0 0.39 23.7 12.51 268 415.0 1.42 85.5 0.60 13 120.0 0.41 24.7 11.40 244 420.0 1.44 86.5 0.58 12 125.0 0.43 25.7 10.50 225 425.0 1.46 87.5 0.56 12 130.0 0.45 26.8 9.59 205 430.0 1.48 88.5 0.54 12 135.0 0.46 27.8 8.88 190 435.0 1.49 89.6 0.52 11 140.0 0.48 28.8 8.26 177 440.0 1.51 90.6 0.50 11 145.0 0.50 29.9 7.57 162 445.0 1.53 91.6 0.48 10 150.0 0.51 30.9 6.96 149 450.0 1.54 92.7 0.46 10 155.0 0.53 31.9 6.36 136 455.0 1.56 93.7 0.44 9 160.0 0.55 32.9 5.95 127 460.0 1.58 94.7 0.43 9 165.0 0.57 34.0 5.45 117 465.0 1.60 95.8 0.41 9 170.0 0.58 35.0 5.05 108 470.0 1.61 96.8 0.40 9 175.0 0.60 36.0 4.64 99 475.0 1.63 97.8 0.38 8 180.0 0.62 37.1 4.39 94 480.0 1.65 98.8 0.37 8 185.0 0.63 38.1 4.04 86 485.0 1.66 99.9 0.35 7 190.0 0.65 39.1 3.78 81 490.0 1.68 100.9 0.34 7 • 195.0 0.67 40.2 3.53 76 495.0 1.70 101.9 0.33 7 200.0 0.69 41.2 3.38 72 500.0 1.72 103.0 0.32 7 205.0 0.70 42.2 3.18 68 505.0 1.73 104.0 0.30 6 210.0 0.72 43.2 2.98 64 510.0 1.75 105.0 0.29 6 215.0 0.74 44.3 2.79 60 515.0 1.77 106.1 0.29 6 220.0 0.76 45.3 2.67 57 520.0 1.78 107.1 0.27 6 225.0 0.77 46.3 2.52 54 525.0 1.80 108.1 0.26 6 230.0 0.79 47.4 2.41 52 530.0 1.82 109.1 0.26 6 235.0 0.81 48.4 2.32 50 535.0 1.84 110.2 0.25 5 240.0 0.82 49.4 2.24 48 540.0 1.85 111.2 0.24 5 245.0 0.84 50.5 2.15 46 545.0 1.87 112.2 0.24 5 250.0 0.86 51.5 2.08 44 550.0 1.89 113.3 0.23 5 255.0 0.88 52.5 2.00 43 555.0 1.90 114.3 0.22 5 260.0 0.89 53.5 1.92 41 560.0 1.92 115.3 0.21 4 265.0 0.91 54.6 1.85 40 565.0 1.94 116.3 0.20 4 270.0 0.93 55.6 1.79 38 570.0 1.96 117.4 0.20 4 275.0 0.94 56.6 1.72 37 575.0 1.97 118.4 0.19 4 280.0 0.96 57.7 1.66 36 580.0 1.99 119.4 0.18 4 285.0 0.98 58.7 1.59 34 585.0 2.01 120.5 0.18 4 290.0 1.00 59.7 1.54 33 590.0 2.02 121.5 0.17 4 295.0 1.01 60.7 1.48 32 595.0 2.04 122.5 0.16 3 300.0 1.03 61.8 1.42 30 600.0 2.06 123.6 0.16 3 NOTES: 1. Methodology used Dimensionless Unit Hydrograph. 2. For values of q use Table 4-9 from Flood Hydrology Manual • GREAT PLAINS UNIT HYDROGRAPH 12-Jun-07 Waterfront at Foster Lake EAST • Drainage Area= 0.25 sq.miles Lg+D/2= 0.24 Hours Basin Slope= 103.264 ft./mile Basin Factor= 0.17 L= 0.445 mi.,Length of Watercourse V'= 6.72 cfs/Day Lca= 0.115 mi., Distance to Centroid Qs= 28.6 "q,cfs Kn = 0.05-,Ave.Weighted Manning's n PARAMETERS: Calculated: Lag Time,Lg= 0.23 Hours Unit Duration, D= 2.47 minutes Calculated Timestep= 0.71 minutes Data to be used Unit Duration,D= 1 minutes,round down to nearest of 5, 10, 15,30,60, 120, 180,or 360 in Analysis Selected Timestep= 1 minutes,integer value evenly divisible into 60 Unit Inflow Hydrograph Synthetic USER GREAT PLAINS 800 - • -- • 700 -__ _. __-_- • • 600 __- ,...._. _._.__-_•_.__. _ __._- -__ '.. 500 • • w I i • o N O • 300 _ ___-- - _._ • ___-_.- L. _. -__.. - -. L. 200 _._. m0 •_.. __. • _-..___ L _.__. • 0 I .....L 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 TIME,(Hours) UI Record-Unit Graph 1 minute interval UI 4 20 59 123 207 290 395 482 563 619 UI 674 651 561 484 418 367 323 287 255 229 UI 203 180 161 144 130 117 106 98 90 82 UI 77 71 67 64 60 57 54 51 49 46 UI 44 41 39 37 35 33 32 30 29 27 UI 26 24 23 22 21 20 19 18 17 16 UI 15 14 14 13 12 12 11 10 10 9 UI 9 8 8 7 7 7 7 6 6 6 UI 5 5 5 5 2 UI UI UI USBR calculated unitgraph peak= 687 Interpolated Peak= 674 • Time t,% Qs Time t,% ------ __--------- Qs of Lg+D/2 Hours Min. q cfs of Lg+D/2 Hours Min. q cfs 5.0 0.01 0.7 0.10 3 305.0 0.72 43.0 1.37 39 10.0 0.02 1.4 0.20 6 310.0 0.73 43.7 1.32 38 15.0 0.04 2.1 0.81 23 315.0 0.74 44.4 1.27 36 20.0 0.05 2.8 1.66 47 320.0 0.75 45.1 1.23 35 25.0 0.06 3.5 3.23 92 325.0 0.76 45.8 1.18 34 30.0 0.07 4.2 4.83 138 330.0 0.78 46.6 1.14 33 35.0 0.08 4.9 7.06 202 335.0 0.79 47.3 1.10 31 40.0 0.09 5.6 9.18 262 340.0 0.80 48.0 1.05 30 45.0 0.11 6.3 11.10 317 345.0 0.81 48.7 1.02 29 50.0 0.12 7.1 14.03 401 350.0 0.82 49.4 0.98 28 55.0 0.13 7.8 16.25 465 355.0 0.83 50.1 0.94 27 60.0 0.14 8.5 18.07 517 360.0 0.85 50.8 0.91 26 65.0 0.15 9.2 20.19 577 365.0 0.86 51.5 0.87 25 70.0 0.16 9.9 21.40 612 370.0 0.87 52.2 0.84 24 75.0 0.18 10.6 22.91 655 375.0 0.88 52.9 0.81 23 80.0 0.19 11.3 24.02 687 380.0 0.89 53.6 0.78 22 85.0 0.20 12.0 22.81 652 385.0 0.91 54.3 0.75 21 90.0 0.21 12.7 20.59 589 390.0 0.92 55.0 0.72 21 95.0 0.22 13.4 18.37 525 395.0 0.93 55.7 0.70 20 100.0 0.24 14.1 16.65 476 400.0 0.94 56.4 0.67 19 105.0 0.25 14.8 15.04 430 405.0 0.95 57.1 0.65 19 110.0 0.26 15.5 13.52 387 410.0 0.96 57.8 0.62 18 115.0 0.27 16.2 12.51 358 415.0 0.98 58.5 0.60 17 120.0 0.28 16.9 11.40 326 420.0 0.99 59.3 0.58 17 125.0 0.29 17.6 10.50 300 425.0 1.00 60.0 0.56 16 130.0 0.31 18.3 9.59 274 430.0 1.01 60.7 0.54 15 135.0 0.32 19.0 8.88 254 435.0 1.02 61.4 0.52 15 140.0 0.33 19.8 8.26 236 440.0 1.03 62.1 0.50 14 145.0 0.34 20.5 7.57 216 445.0 1.05 62.8 0.48 14 150.0 0.35 21.2 6.96 199 450.0 1.06 63.5 0.46 13 155.0 0.36 21.9 6.36 182 455.0 1.07 64.2 0.44 13 160.0 0.38 22.6 5.95 170 460.0 1.08 64.9 0.43 12 165.0 0.39 23.3 5.45 156 465.0 1.09 65.6 0.41 12 170.0 0.40 24.0 5.05 144 470.0 1.11 66.3 0.40 11 175.0 0.41 24.7 4.64 133 475.0 1.12 67.0 0.38 11 180.0 0.42 25.4 4.39 126 480.0 1.13 67.7 0.37 11 185.0 0.43 26.1 4.04 116 485.0 1.14 68.4 0.35 10 190.0 0.45 26.8 3.78 108 490.0 1.15 69.1 0.34 10 • 195.0 0.46 27.5 3.53 101 495.0 1.16 69.8 0.33 9 200.0 0.47 28.2 3.38 97 500.0 1.18 70.5 0.32 9 205.0 0.48 28.9 3.18 91 505.0 1.19 71.2 0.30 9 210.0 0.49 29.6 2.98 85 510.0 1.20 71.9 0.29 8 215.0 0.51 30.3 2.79 80 515.0 1.21 72.7 0.29 8 220.0 0.52 31.0 2.67 76 520.0 1.22 73.4 0.27 8 225.0 0.53 31.7 2.52 72 525.0 1.23 74.1 0.26 7 230.0 0.54 32.4 2.41 69 530.0 1.25 74.8 0.26 7 235.0 0.55 33.2 2.32 66 535.0 1.26 75.5 0.25 7 240.0 0.56 33.9 2.24 64 540.0 1.27 76.2 0.24 7 245.0 0.58 34.6 2.15 61 545.0 1.28 76.9 0.24 7 250.0 0.59 35.3 2.08 59 550.0 1.29 77.6 0.23 7 255.0 0.60 36.0 2.00 57 555.0 1.30 78.3 0.22 6 260.0 0.61 36.7 1.92 55 560.0 1.32 79.0 0.21 6 265.0 0.62 37.4 1.85 53 565.0 1.33 79.7 0.20 6 270.0 0.63 38.1 1.79 51 570.0 1.34 80.4 0.20 6 275.0 0.65 38.8 1.72 49 575.0 1.35 81.1 0.19 5 280.0 0.66 39.5 1.66 47 580.0 1.36 81.8 0.18 5 285.0 0.67 40.2 1.59 45 585.0 1.38 82.5 0.18 5 290.0 0.68 40.9 1.54 44 590.0 1.39 83.2 0.17 5 295.0 0.69 41.6 1.48 42 595.0 1.40 83.9 0.16 5 300.0 0.71 42.3 1.42 41 600.0 1.41 84.6 0.16 5 NOTES: 1. Methodology used Dimensionless Unit Hydrograph. 2. For values of q use Table 4-9 from Flood Hydrology Manual 0 • APPENDIX E HEC- 1 EXISTING CONDITIONS MODELS *• FLOOD HYDROGRAPH PACKAGE (HEC-I) * U.S. ARMY CORPS OF ENGINEERS * JUN 1998 * HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * RUN DATE 30MAY07 TIME 17:56:59 * (916) 756-1104 • X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X x X X X X X x x XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • • HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 *DIAGRAM 1 ID Highland Number 3 - Anderson Farms 5161.002 2 ID 5/23/2007 3 ID Reservoir and Land Treated as Three Basins • 4 IDID Existing conditions 100-yr discharge determination 5 ID File = EX 100yr.ihl 6 IT 1441 7 IO 3 8 KR WESTRunoff From Land Portion of Basin (west) 9 KO 3 22 10 BA 0.273 * 5-min 15-min 60-min 2-hr 3-hr 6-hr 11 PH 0.01 0.784 0.77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 12 UI 2 4 16 33 64 97 141 186 227 282 13 UI 333 373 415 447 476 503 501 465 419 377 14 UI 343 310 282 260 238 220 202 187 174 160 15 UI 147 135 127 116 108 100 94 87 82 76 16 UI 73 69 65 61 58 55 52 50 49 47 17 UI 45 44 42 40 39 38 36 35 34 33 18 UI 31 30 29 28 27 26 25 24 24 22 19 UI 22 21 20 20 19 18 17 17 16 16 20 UI 15 15 14 14 13 13 12 12 11 11 21 UI 11 10 10 9 9 9 8 8 8 7 22 UI 7 7 7 6 6 6 6 6 6 5 23 UI 5 5 5 5 5 4 4 4 4 4 24 LU 0 0.09 1 0 0 0 25 KK EASTRunoff From Land Portion of Basin (east) 26 KO 3 22 27 BA 0.25 28 LU 0 0.106 29 PH 0.01 0.784 0.77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 30 UI 4 20 59 123 207 290 395 482 563 619 31 UI 674 651 561 484 418 367 323 287 255 229 32 UI 203 180 161 144 130 117 106 98 90 82 33 UI 77 71 67 64 60 57 54 51 49 46 34 UI 44 41 39 37 35 33 32 30 29 27 35 UI 26 24 23 22 21 20 19 18 17 16 36 UI 15 14 14 13 12 12 11 10 10 9 37 UI 9 8 8 ] 7 7 ] 6 6 6 • 8 UI 5 5 5 5 2 39 KK ResRunoff From Reservoir 40 KO 3 22 41 BA 0.261 42 UI 10106 0 43 LU 0 0 95 0 0 0 • HEC-1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 44 KK COMBCOMBINE HYDROGRAPHS 45 KO 3 22 46 HC 3 0 • 97 KK DAMROUTE INTO DAM AND THROUGH SPILLWAY 48 KO 3 22 49 RS 1 ELEv 4949.8 50 SA 73.13 76.81 80.56 84.39 88.29 92.28 96.99 105.23 114.1 123.87 51 SA 132.74 140.57 149.01 155.01 166.87 179.31 190.46 190.46 52 SE 4935 4936 4937 4938 4939 4940 4941 4942 4943 4944 53 SE 4945 4946 4947 4948 4949 4950 4951 4955 * Outflow rating curve from HEC-RAS model of existing spillway ground profile 54 SQ 0 1 5 10 20 50 100 200 300 400 55 SQ 500 700 800 900 1000 1200 1400 1600 1800 5000 56 SE 4949.8 4949.95 4950.06 9950.19 9950.24 4950.42 9950.62 4950.93 4951.15 4951.3 57 SE 4951.9 4951.52 4951.71 4951.78 4951.86 4951.98 9952.09 9952.19 9952.28 4953.31 58 ZZ • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 8 WEST EAST 39 Res 44 COMB V V 47 DAM (""`) RUNOFF ALSO COMPUTED AT THIS LOCATION • *• FLOOD HYDROGRAPH PACKAGE (HEC-1) * O.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 30MAY07 TIME 17:56:59 * (916) 756-1104 * *****************************441*4444**1* *u*.***u*************.******«****** • Highland Number 3 - Anderson Farms 5161.002 5/23/2007 Reservoir and Land Treated as Three Basins Existing conditions 100-yr discharge determination File = Ex 100yr.ihl 7 IO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT **1 **n *** *** *** *** *** *** *** **s **4 *u 4** **1 111 *11 11* *11 1** *1* Sr** *** *** eu 4** 11* *** *** *** *** *** *4* *44 • 4444****41.11* 0 HK * WEST * Runoff From Land Portion of Basin (west) 9 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL. IN HOURS SUBBASIN RUNOFF DATA 10 BA SUBBASIN CHARACTERISTICS TAREA .27 SUBBASIN AREA PRECIPITATION DATA 11 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA - .78 24 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .09 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 12 UI INPUT UNITGRAPH, 120 ORDINATES, VOLUME = 1.00 2.0 4.0 16.0 33.0 64.0 97.0 141.0 186.0 227.0 282.0 333.0 373.0 415.0 447.0 476.0 503.0 501.0 465.0 419.0 377.0 343.0 310.0 282.0 260.0 238.0 220.0 202.0 187.0 174.0 160.0 • 147.0 135.0 127.0 116.0 108.0 100.0 94.0 87.0 82.0 76.0 73.0 69.0 65.0 61.0 58.0 55.0 52.0 50.0 49.0 47.0 45.0 44.0 42.0 40.0 39.0 38.0 36.0 35.0 34.0 33.0 31.0 30.0 29.0 28.0 27.0 26.0 25.0 24.0 24.0 22.0 22.0 21.0 20.0 20.0 19.0 18.0 17.0 17.0 16.0 16.0 15.0 15.0 14.0 14.0 13.0 13.0 12.0 12.0 11.0 11.0 11.0 10.0 10.0 9.0 9.0 9.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 HYDROGRAPH AT STATION WEST L RAINFALL = 5.04, TOTAL LOSS - 1.88, TOTAL EXCESS = 3.16 PE W TIME MAXIMUM AVERAGE FLOW (C ) (HR) 6-HR 24-HR 72-HR 24.00-HR 726. 12.28 (CFS) 92. 23. 23. 23. (INCHES) 3.121 3.155 3.155 3.155 (AC-FT) 45. 46. 46. 46. CUMULATIVE AREA = .27 5Q MI 25 KR * EAST + Runoff From Land Portion of Basin (east) 26 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TINE INTERVAL IN HOURS SUBBASIN RUNOFF DATA 27 BA SUBBASIN CHARACTERISTICS TAREA .25 SUBBASIN AREA PRECIPITATION DATA 29 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 • 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA - .78 28 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .11 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 30 UI INPUT UNITGRAPH, 85 ORDINATES, VOLUME = 1.00 4.0 20.0 59.0 123.0 207.0 290.0 395.0 482.0 563.0 619.0 674.0 651.0 561.0 484.0 418.0 367.0 323.0 287.0 255.0 229.0 203.0 180.0 161.0 144.0 130.0 117.0 106.0 98.0 90.0 82.0 77.0 71.0 67.0 64.0 60.0 57.0 54.0 51.0 49.0 46.0 94.0 41.0 39.0 37.0 35.0 33.0 32.0 30.0 29.0 27.0 26.0 24.0 23.0 22.0 21.0 20.0 19.0 18.0 17.0 16.0 15.0 14.0 14.0 13.0 12.0 12.0 11.0 10.0 10.0 9.0 9.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 2.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 HYDROGRAPH AT STATION EAST TOTAL RAINFALL = 5.04, TOTAL LOSS = 2.00, TOTAL EXCESS - 3.05 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.DO-HR 802. 12.18 (CFS) 82. 20. 20. 20. (INCHES) 3.035 3.049 3.049 3.049 (AC-FT) 40. 41. 41. 41. CUMULATIVE AREA = .25 SQ MI • 39 KK Res * Runoff From Reservoir 40 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYOROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED • TIMINT .017 TINE INTERVAL IN HOURS SUBBASIN RUNOFF DATA 41 BA SUBBASIN CHARACTERISTICS TAREA .26 SUBBASIN AREA PRECIPITATION DATA 29 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA = .78 43 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .00 UNIFORM LOSS RATE RTIMP 95.00 PERCENT IMPERVIOUS AREA 41 UI INPUT UNITGRAPH, 1 ORDINATES, VOLUME - 1.00 10106.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 xxx ..x x„ xxx xxx HYDROGRAPH AT STATION Res TOTAL RAINFALL - 5.04, TOTAL LOSS - .00, TOTAL EXCESS = 5.04 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 1548. 12.02 (CFS) 103. 35. 35. 35. (INCHES) 3.663 5.044 5.044 5.044 (AC-FT) 51. 70. 70. 70. • CUMULATIVE AREA = .26 SQ MI xxx xxx xx* x+x xxx .x: xxx x.. xxx xxx +.. :xx xxx x.x xxx xxx xxx xxx x.r xrx .x.r rr. .rr x++ +++ ... +.x .:: +.x xxx x.xxxxx..xxr.x 44 KK COMB * COMBINE HYDROGRAPHS 45 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYOROGRAPH :OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 46 HC HYDROGRAPH COMBINATION ICOMP 3 NUMBER OF HYDROGRAPHS TO COMBINE xrr «r HYDROGRAPH AT STATION COMB PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 2247. 12.05 (CFS) 276. 79. 79. 79. (INCHES) 3.273 3.750 3.750 3.750 (AC-FT) 137. 157. 157. 157. CUMULATIVE AREA = .78 SQ MI • xx+ ++. ..+ r.x xxx +.. x.x xxx xxx xxx xxx xxx x+. +.. rxx xxx xxx :xx x.x xxx r.x ♦+r rr. rxx ... .+x xxx xxx xxx xxx r.. +x+ .rr rr++.x+.rx+xx+ 47 KK * DAM * ROUTE INTO DAM AND THROUGH SPILLWAY 48 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED • ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 49 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 50 SA AREA 73.1 76.8 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 190.5 190.5 52 SE ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 4945.00 4996.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 54 SO DISCHARGE 5. 10. 20. 50. 100. 200. 300. 400. 500. 700. 800. 900. 1000. 1200. 1400. 1600. 1800. 5000. 56 SE ELEVATION 4949.80 4949.95 4950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.30 4951.40 4951.52 4951.71 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1296.70 1398.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 9950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1697.01 1723.74 1732.65 1743.44 1757.89 OUTFLOW .00 .00 .00 .00 .00 .00 1.00 2.81 5.00 10.00 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4949.80 4949.95 4950.00 4950.06 9950.19 STORAGE 1776.05 1808.92 1845.97 1904.24 1917.51 1946.06 1974.61 1993.68 2016.55 2052.73 OUTFLOW 20.00 50.00 100.00 200.00 231.78 300.00 400.00 500.00 700.00 800.00 ELEVATION 4950.24 4950.42 4950.62 4950.93 4951.00 4951.15 4951.30 4951.40 4951.52 4951.71 STORAGE 2066.03 2081.28 2104.16 2125.08 2144.15 2161.26 2357.48 2679.35 OUTFLOW 900.00 1000.00 1200.00 1400.00 1600.00 1800.00 5000.00 10248.91 ELEVATION 4951.78 4951.86 4951.98 4952.09 4952.19 9952.28 4953.31 4955.00 HYDROGRAPH AT STATION DAM PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 79. 13.80 (CFS) 69. 28. 28. 28. (INCHES) .813 1.349 1.349 1.349 (AC-FT) 34. 56. 56. 56. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 24.00-HR 1830. 13.80 1823. 1759. 1759. 1759. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 24.00-HR 4950.54 13.68 4950.51 4950.16 4950.16 4950.16 CUMULATIVE AREA = .78 SQ MI • RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TINE OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT WEST 726. 12.28 92. 23. 23. .27 •HYDROGRAPH AT EAST 802. 12.18 82. 20. 20. .25 HYDROGRAPH AT Res 1548. 12.02 103. 35. 35. .26 3 COMBINED AT COMB 2247. 12.05 276. 79. 79. .78 ROUTED TO DAM 79. 13.80 69. 28. 28. .78 4950.54 13.68 ." NORMAL END OF HEC-1 ... • 0 77.777.777777"."777777x77xx7777xx77xxxxx 77x777x-x777x"7x7"7777.x.77"x77.77777" * FLOOD HYDROGRAPH PACKAGE (HEC-I) U.S. ARMY CORPS OF ENGINEERS 7 * JUN 1998 HYDROLOGIC ENGINEERING CENTER 7 " VERSION 4.1 609 SECOND STREET 7 DAVIS, CALIFORNIA 95616 RUN DATE 30MAY07 TINE 17:57:26 (916) 756-1104 77xxx7.xxu a- "xx"x77"777xx"x.777"xxu a a x777 7777x777xxx7 77777x7"7x*x"777****** • X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HECIDB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSEK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TINE SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • • _..C-1 INPUT PAGE 1 LINE ID 2 3 4 5 6 7 8 9 10 "DIAGRAM 1 ID Highland Number 3 - Anderson Farms 5161.002 2 ID 5/23/2007 3 ID Reservoir and Land Treated as Three Basins • 4 IID Existing conditions GENERAL PMP discharge determination 5 ID File - EX gen.ihl 6 IT 3 1441 7 I0 3 8 JR PREC 0.45 9 KK WESTRunoff From Land Portion of Basin (west) 10 KO 3 22 11 BA 0.273 5-min 15-min 60-min 2-hr 3-hr 6-hr 12 PH 0.01 0.784 2.6 6.84 15.2 19.6 22.1 26.1 30.6 33.8 13 PH 39.1 39.8 14 UI 12 73 178 300 400 467 376 286 224 179 15 UI 145 117 94 78 66 56 49 44 40 36 16 Ui 33 30 27 24 22 20 18 16 15 13 17 UI 12 11 LO 9 8 7 7 6 5 5 18 UI 5 4 4 4 3 19 LU 0 0.09 1 0 0 0 20 KK EASTRunoff From Land Portion of Basin (east) 21 KO 3 22 22 BA 0.25 23 ❑J 0 0.106 1 24 HI 36 201 415 570 481 330 239 177 131 100 25 J1 80 64 55 48 42 36 31 27 24 21 26 UI 18 16 14 12 10 9 8 7 6 5 27 UI 5 4 28 KK ResRunoff From Reservoir 29 KO 3 22 30 BA 0.261 31 UI 3369 0 32 LU 0 0 95 0 0 0 33 KK COMBCOMBINE HYDROGRAPHS 34 KO 3 22 5 HC 3 0 36 KK DAMROUTE INTO DAM AND THROUGH SPILLWAY 37 KO 3 22 38 RS 1 ELEV 4949.8 39 SA 73.13 76.81 80.56 84.39 88.29 92.28 96.99 105.23 114.1 123.87 40 SA 132.74 140.57 149.01 155.01 166.87 179.31 190.46 190.46 41 SF 4935 4936 4937 4938 4939 4940 4941 4942 4943 4944 • NEC-: INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 42 SE 4945 4946 4947 4948 4949 4950 4951 4955 71 ' Outflow rating curve from HEC-RAS model of existing spillway ground profile 43 SQ 0 1 5 10 20 50 100 200 300 400 • 44 SQ 500 700 800 900 1000 1200 1400 1600 1800 5000 45 SE 4949.8 4949.95 4950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.3 46 SE 4951.9 9951.52 4951.71 495..78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 47 zz • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<-) RETURN OK DIVERTED OR PUMPED FLOW 9 WEST EAST 28 Res 33 COMB V V 36 DAM (***) RUNOFF ALSO COMPUTED AT THIS LOCATION • • ....................................... ...................................... FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS JUN 1998 HYDROLOGIC ENGINEERING CENTER ` VERSION 4.1 609 SECOND STREET DAVIS, CALIFORNIA 95616 ` RUN DATE 30MAY07 TIME 17:57:26 (916) 756-1104 IOTA Highland Number 3 - Anderson Farms 5161.002 5/23/2007 Reservoir and Land Treated as Three Basins ExisLing conditions GENERAL PMP discharge determination File - EX gen.ihi 7 i0 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLDT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 3 MINUTES IN COMPUTATION INTERVAL TDATE 1 0 STARTING DATE :TIME 0000 STARTING TIME NO 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 4 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .05 HOURS TOTAL TIME EASE 72.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION .45 9 KK WEST ` Runoff From Land Portion of Basin (weal) 10 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL (PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON TH:S UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 :.AST_ ORDINATE PUNCHED OR SAVED TIMINT .050 TINE INTERVAL IN HOURS SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISTICS TAREA .27 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPT=S FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 rF-40 0-49 5-MIN 15-YIN 60-MIN 2-ER 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 19 LU UNIFORM LOSS RATE SIR= .00 INITIAL LOSS IOTA CNSTL .09 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 14 UT INPUT UNITGRAP2, 45 ORDINATES, VOLUME = 1.00 12.0 73.0 178.0 300.0 400.0 467.0 376.0 286.0 224.0 179.0 145.0 117.0 94.0 78.0 56.0 56.0 99.0 44.0 40.0 36.0 33.0 30.0 27.0 24.0 22.0 20.0 18.0 16.0 15.0 13.0 12.0 11.0 10.0 9.0 8.0 7.0 7.0 6.0 5.0 5.0 5.0 4.0 4.0 4.0 3.0 HYDROGRAPH AT STATION WEST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 39.48, TOTAL LOSS - 4.68, TOTAL EXCESS = 34.80 PE W TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-:HR 72.00-HR 8. 36.30 (CFS) 751. 234. 85. 85. (INCHES) 25.570 31.884 34.939 34.939 (AC-FT) 372. 464. 509. 509. CUMULATIVE AREA = .27 5Q MI HYDROGRAPH AT STATION WEST FOR PLAN 1, RATIO - .45 TOTAL RAINFALL - 17.77, TOTAL LOSS 4.40, TOTAL EXCESS = 13.36 PEAR FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-BR 72-HR 72.00-HR 1552. 36.30 (CFS) 329. 97. 33. 33. (INCHES) 11.211 13.167 13.419 13.919 (AC-FT) 163. 192. 195. 195. CUMULATIVE AREA - .27 SO MI xx. ... ... err .xx ... ... ... .x. ... ... ... ... ... ... ... ... ... ..x ..x ..x xxx xxx .xx xxx x.. x.x x.* x.. xx. x.. «. ... xxxx.x.xxxx... 20 KK * EAST * Runoff From Land Portion of Basin (east) 21 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH • TOOT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TCNINT .050 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 22 BA SUBBASIN CHARACTERISTICS TAREA .25 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 D-40 -P-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 23 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .11 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 22 UI INPUT UNITGRAPH, 32 ORDINATES, VOLUME - 1.00 36.0 201.0 415.0 570.0 481.0 330.0 239.0 177.0 131.0 100.0 80.0 64.0 55.0 48.0 42.0 36.0 31.0 27.0 24.0 21.0 18.0 16.0 14.0 12.0 10.0 9.0 8.0 7.0 6.0 5.0 5.0 4.0 HYDROGRAPH AT STATION EAST FOR PLAN 1, RATIO - .45 TOTAL RAINFALL - 39.48, TOTAL LOSS - 5.94, TOTAL EXCESS = 34.09 PEA LOW i TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 72.00-HR 36.20 (IFS) 682. 211. 76. 76. (INCHES) 25.355 31.329 33.987 33.987 (AC-FT) 338. 418. 953. 453. CUMULATIVE AREA — .25 SO MI xxs ... .« «. xx. HYDROGRAPH AT STATION EAST FOR PLAN 1, RATIO - .45 TOTAL RAINFALL - 17.77, TOTAL LOSS = 4.94, TOTAL EXCESS - 12.83 PEAK FLOW TIME MAXIMUM AVERAGE FLOW ICES) (HR) 6-HR 24-HR 72-HR 72.00-HR 1577. 36.20 (CFS) 298. 86. 29. 29. (INCHES) 11.064 12.729 12.812 12.812 • (AC-FT) 148. 170. 171. 171. CUMULATIVE AREA = .25 SQ MI ..x *x. x*x -x.. .*x x.. .x* a.« *** *.. .«« ... ... *** .*. xxx x., «*x ..x u« *** ... ... **x *.. ... *.* **. ..x xxx «*. *** **. 28 3K * Res * Runoff From Reservoir 29 KO OUTPUT CONTROL VARIABLES IRINT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED I SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .050 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 30 3A SOBBASIN CHARACTERISTICS TAREA .26 SOBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 32. UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .00 UNIFORM LOSS RATE RTIMP 95.00 PERCENT IMPERVIOUS AREA 30 UI INPUT UNITGRAPH, I ORDINATES, VOLUME = 1.00 3369.0 HYDROGRAPH AT STATION Res FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 39.48, TOTAL LOSS - .00, TOTAL EXCESS - 39.48 PEAK FLOW TIME MAXIMUM AVERAGE FLOW ICES) (HR) 6-HR 24-HR 72-HR 72.00-HR 5226. 36.05 (CFS) 731. 238. 92. 92. (INCHES) 26.050 33.897 39.484 39.484 (AC-FT) 363. 472. 550. 550. CUMULATIVE AREA = .26 SQ MI HYDROGRAPH AT STATION Res FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 17.77, TOTAL LOSS - .00, TOTAL EXCESS - 17.77 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HP) 6-HR 24-HR 72-HR 72.00-HR 2352. 36.05 (CFS) 329. 107. 42. 42. (INCHES) 11.722 15.254 17.768 17.768 (AC-FT) 163. 212. 247. 247. CUMULATIVE AREA = .26 SQ MI • .** .** n** *** **. *w* xxx r.. *** .«« **. *** xxx ... *** ... .*x ..* xxx xxx x«« *** ..* *xx xxx u. *.. *** *r* xxx x«. ..* *** 33 KR * COMB COMBINE HYDROGRAPHS xxxxxxxxx.xxx. 34 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT . SHAM I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED T IMI NT .050 TIME INTERVAL IN HOURS 35 HC HYDROGRAPH COMBINATION ICOMP 3 NUMBER OF HYDROGRAPHS TO COMBINE exe xx* xxx e.. x» HYDROGRAPH AT STATION COMB FOR PLAN 1, RATIO = .45 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFR) (HR) 6-HR 29-HR 72-HR 72.00-HR 4584. 36.10 (CFS) 955. 289. 103. 103. (INCHES) 11.329 13.722 19.673 14.673 (AC-FT) 474. 574. 614. 614. CUMULATIVE AREA - .78 SO MI xxx ... .xx xxx xxx xxe xxe *ox exe exe xxx ... xxx x.. ..x xx. ..x xxx x.x xxx xxx xxx xx* xxx ox= xxx xex xx* xxx x.. .x* xxx xxx ..xxx..xxxxxxx 36 KK * DAM * ROUTE INTO DAM AND THROUGH SPILLWAY 37 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYCROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT • ISAVI I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED T IM INT .050 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 38 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 39 SA AREA 73.1 76.8 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 :90.5 190.5 41 SE ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 43 SQ DISCHARGE 0. 1. 5. 10. 20. 50. 100. 200. 300. 400. 500. 700. 800. 900. 1000. 1200. 1400. 1600. 1800. 5000. 45 SE ELEVATION 4949.80 4949.95 9950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.30 4951.40 4951.52 4951.71 4951.78 4951.06 4951.98 4952.09 4952.19 4952.28 4953.31 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 9942.00 4943.00 4994.00 • STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1697.01 1723.74 1732.65 1743.44 1757.89 OUTFLOW .00 .00 .00 .00 .00 .00 1.00 2.81 5.00 10.00 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4949.80 4949.95 4950.00 4950.06 4950.14 STORAGE 1776.05 1808.92 1845.97 1904.24 1917.51 1946.06 1974.61 1993.68 2016.55 2052.73 OUTFLOW 20.00 50.00 100.00 200.00 231.78 300.00 400.00 500.00 700.00 800.00 ELEVATION 4950.24 4950.42 4950.62 4950.93 4951.00 4951.15 4951.30 4951.40 4951.52 4951.71 STORAGE 2066.03 2081.28 2104.16 2125.08 2144.15 2161.26 2357.48 2679.35 OUTFLOW 900.00 1000.00 1200.00 1400.00 1600.00 1800.00 5000.00 10248.91 ELEVATION 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 4955.00 HYDROGRAPH AT STATION DAM FOR PLAN 1, RATIO = .45 PEAR FLOW TIME MAXIMUM AVERAGE FLOW (CES) (HR) 6-HR 24-HR 72-HR 72.00-HR 37.15 (C ES) 629. 249. 90. 90. (INCHES) 7.459 11.796 12.788 12.788 (AC-FT) 312. 493. 535. 535. PEAK STORAGE TINE MAXIMUM AVERAGE STORAGE (AC-PT) (HR) 6-HR 24-HR 72-HR 72.00-HR 2082. 37.15 2013. 1895. 1788. 1788. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 72.00-HR 4951.87 37.10 4951.50 4950.94 4950.33 4950.33 CUMULATIVE AREA = .78 SQ M_ • • PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERA ON STATION AREA PLAN RATIO 1 .45 HYDRO PH AT WEST .27 1 FLOW 1552. TINE 36.30 HYDROGRAPH AT EAST .25 1 FLOW 1577. TIME 36.20 HYDROGRAPH AT Res .26 1 FLOW 2352. TIME 36.05 3 COMBINED AT COMB .78 1 FLOW 4584. TINE 36.10 ROUTED TO DAM .78 1 FLOW 1009. TIME 37.15 PEAK STAGES IN FEET '^ 1 STAGE 4951.87 TIME 37.10 *** NORMAL END OF HEC-1 *" 0 * FLOOD HYDROGRAPH PACKAGE (HEC-1) O.S. ARMY CORPS OF ENGINEERS * JUN 1998 HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * RUN DATE 30MAY01 TIME 17:57:48 (916) 756-1104 • X X XXXXXXX XXXXX X X X x X x XX X X X X X XXXXXXX XXXX X XXXXX X X x X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS :NEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • S HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 'DIAGRAM 1 ID Highland Number 3 - Anderson Farms 5161.002 2 ID 5/23/2007 3 ID Reservoir and Land Treated as Three Basins 4 ID Existing conditions LOCAL PMP discharge determination ill5 ID File = EX local.ihl 6 IT 1 361 7 1O 3 8 JR PREC 0.45 9 KK WESTRunoff From Land Portion of Basin (west) 10 KO 3 22 11 BA 0.273 5-min 15-min 60-min 2-hr 3-hr 6-hr 12 PH 0.01 0.784 3.31 7.38 10.9 12.6 13.3 14.6 13 UI 2 4 16 33 64 97 141 186 227 282 14 UI 333 373 415 447 976 503 501 465 419 377 15 UI 393 310 282 260 238 220 202 187 174 160 16 UI 147 135 127 116 108 100 94 87 82 76 17 UI 73 69 65 61 58 55 52 50 49 47 18 UI 45 44 42 40 39 38 36 35 34 33 19 UI 31 30 29 28 27 26 25 24 24 22 20 UI 22 21 20 20 19 18 17 17 16 16 21 UI 15 15 14 14 13 13 12 12 11 11 22 UI 11 10 10 9 9 9 8 B 8 7 23 UI 7 7 7 6 6 6 6 6 6 5 24 UI 5 5 5 5 5 4 4 4 4 4 25 LU 0 0.09 1 0 0 0 26 Kit EASTRunoff From Land Portion of Basin (east) 27 KO 3 22 28 BA 0.25 29 LU 0 0.106 1 30 UI 4 20 59 123 207 290 395 482 563 619 31 UI 674 651 561 484 418 367 323 287 255 229 32 UI 203 180 161 144 130 117 106 98 90 82 33 UI 77 71 67 64 60 57 54 51 49 46 34 U1 44 41 39 37 35 33 32 30 29 27 35 UI 26 24 23 22 21 20 19 18 17 16 36 UI 15 14 14 13 12 12 11 10 10 9 ID 37 UI 9 8 8 7 7 7 7 6 6 6 38 UI 5 5 5 5 2 HEC-1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 39 KK ResRunoff From Reservoir 40 KO 3 22 41 BA 0.261 I 0 43 0 10106 0 43 0 0 95 0 0 0 44 KK COMBCOMBINE NYDROGRAPHS 45 KO 3 22 46 HC 3 0 47 KK DANROUTE INTO DAM AND THROUGH SPILLWAY 98 KO 3 22 49 RS 1 ELEV 4949.8 50 SA 73.13 76.81 80.56 84.39 88.29 92.28 96.99 105.23 114.1 123.87 51 SA 132.74 190.57 149.01 155.01 166.87 179.31 190.46 190.46 52 SE 4935 4936 9937 4938 4939 9940 4941 4942 4993 4944 53 SE 4945 4946 4947 4998 4949 9950 4951 4955 ' Outflow rating curve from HEC-RAS model of existing spillway ground profile 54 SQ 0 1 5 10 20 50 100 200 300 400 55 SQ 500 700 800 900 1000 1200 1900 1600 1800 5000 56 SE 4949.8 9949.95 4950.06 9950.14 9950.24 9950.42 9950.62 4950.93 4951.15 4951.3 57 SE 4951.4 4951.52 4951.71 4951.78 4951.86 4951.90 9952.09 4952.19 4952.28 4953.31 58 2Z • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 9 WEST • EAST 39 Res 44 COMB V V 4J DAM (***) RUNOFF ALSO COMPUTED AT THIS LOCATION • • FLOOD HYDROGRAPH PACKAGE (NEC-1) . U.S. ARMY CORPS OF ENGINEERS JUN 1998 * HYDROLOGIC ENGINEERING CENTER VERSION 4.1 * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 RUN DATE 30MAY07 TIME 17:57:48 * (916) 756-1104 ..�***.***.*******11x1*..****«1*** **.*.**.*.*.****.**.******»*.*x...111 Highland Number 3 - Anderson Farms 5161.002 5/23/2007 Reservoir and Land Treated as Three Basins Existing conditions LOCAL PMP discharge determination File - EX_local.ihl 7 :0 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 361 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0600 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 6.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS 41, MULTI-RATIO OPTION RATIOS OF PRECIPITATION .45 ... ... ... *** ..* ... .** 111 **1 .*. *** .*. *** *** **1 1** *** •** .*. *** .** *.. *.* .** *.* *** *1* ... *** *.* *** .x. ..* 9 KK * WEST * Runoff From Land Portion of Basin (west) 10 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISTICS TAREA .27 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-BR 2-DAY 4-DAY 7-DAY 10-DAY 3.31 7.38 10.90 12.60 13.30 14.60 .00 .00 .00 .00 .00 .00 STORM AREA - .78 25 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS • CNSTL .09 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 13 UI INPUT UNITGRAPH, 120 ORDINATES, VOLUME = 1.00 2.0 4.0 16.0 33.0 64.0 97.0 141.0 186.0 227.0 282.0 333.0 373.0 415.0 447.0 476.0 503.0 501.0 465.0 419.0 377.0 343.0 310.0 282.0 260.0 238.0 220.0 202.0 187.0 174.0 160.0 147.0 135.0 127.0 116.0 108.0 100.0 94.0 87.0 82.0 76.0 73.0 69.0 65.0 61.0 58.0 55.0 52.0 50.0 49.0 47.0 45.0 44.0 42.0 40.0 39.0 38.0 36.0 35.0 34.0 33.0 31.0 30.0 29.0 28.0 27.0 26.0 25.0 24.0 24.0 22.0 22.0 21.0 20.0 20.0 19.0 18.0 17.0 17.0 16.0 16.0 15.0 15.0 14.0 14.0 13.0 13.0 12.0 12.0 11.0 11.0 11.0 10.0 10.0 9.0 9.0 9.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 VALEE DS TABLE IN LOGLOGIlk .01667 .01667 6.00000 HYDROGRAPH AT STATION WEST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 14.57, TOTAL LOSS = .53, TOTAL EXCESS = 14.04 PEAK FLOW TIME MAXIMUM AVERAGE FLOW ICES) (HR) 6-HR 24-HR 72-HR 6.00-HR 3331. 3.28 (CFS) 408. 408. 408. 408. (INCHES) 13.889 13.889 13.889 13.889 (AC-FT) 202. 202. 202. 202. CUMULATIVE AREA = .27 SQ MI ..* xx. xxx ... ... HYDROGRAPH AT STATION WEST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 6.56, TOTAL LOSS - .53, TOTAL EXCESS = 6.02 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 1490. 3.28 (CFS) 176. 176. 176. 176. (INCHES) 5.978 5.978 5.978 5.978 (AC-FT) 87. 87. 87. 87. CUMULATIVE AREA = .27 SQ MI ... ... ... ... xe* xxx xxx ... ... ear ... xxx ... ... ... ux e.. x.. ... ... ... exx xxx xxx x.. ... nnn ..* au exx x.x ... ... 2• EAST x Runoff From Land Portion of Basin (east) 27 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 28 BA SUBBASIN CHARACTERISTICS TAREA .25 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 3.31 7.38 10.90 12.60 13.30 14.60 .00 .00 .00 .00 .00 .00 STORM AREA = .78 29 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .11 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 28 UI INPUT UNITGRAPH, 85 ORDINATES, VOLUME - 1.00 4.0 20.0 59.0 123.0 207.0 290.0 395.0 482.0 563.0 619.0 674.0 651.0 561.0 484.0 418.0 367.0 323.0 287.0 255.0 229.0 203.0 180.0 161.0 144.0 130.0 117.0 106.0 98.0 90.0 82.0 77.0 71.0 67.0 64.0 60.0 57.0 54.0 51.0 49.0 46.0 44.0 41.0 39.0 37.0 35.0 33.0 32.0 30.0 29.0 27.0 26.0 24.0 23.0 22.0 21.0 20.0 19.0 18.0 17.0 16.0 15.0 14.0 14.0 13.0 12.0 12.0 11.0 10.0 10.0 9.0 9.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 2.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 HYDROGRAPH AT STATION EAST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 14.57, TOTAL LOSS - .63, TOTAL EXCESS = 13.94 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 3719. 3.20 (CFS) 373. 373. 373. 373. • (INCHES) (A 13.872 13.872 13.872 13.872 (AC-3T) 185. 185. 185. 185. CUMULATIVE AREA = .25 SQ MI HYDROGRAPH AT STATION EAST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 6.56, TOTAL LOSS = .63, TOTAL EXCESS = 5.93 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 1664. 3.20 (CFS) 159. 159. 159. 159. (INCHES) 5.913 5.913 5.913 5.913 (AC-FT) 79. 79. 79. 79. CUMULATIVE AREA = .25 SQ MT ... .«« x.. «. .«. « .x. xxx ««. ... ..« xnx ... ... ... «xx x«x «.. ... «x« x.. xxx .a ... «.« xxx «.. ... .«. .«« xxx au ..+ 39 3K « Res * Runoff From Reservoir 40 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVI I FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED • TIMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 41 BA SUBBASIN CHARACTERISTICS TAREA .26 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-4D TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-OAY 7-DAY 10-DAY 3.31 7.38 10.90 12.60 13.30 14.60 .00 .00 .00 .00 .00 .00 STORM AREA = .78 43 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .00 UNIFORM LOSS RATE RTIMP 95.00 PERCENT IMPERVIOUS AREA 41 UI INPUT UNITGRAPH, 1 ORDINATES, VOLUME - 1.00 10106.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 HYDROGRAPH AT STATION Res FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 14.57, TOTAL LOSS - .00, TOTAL EXCESS = 19.57 PEAR FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (BR) 6-HR 21-HR 72-HR 6.00-HR 6653. 3.02 (CFS) 409. 409. 409. 409. (INCHES) 14.568 14.568 14.568 14.568 (AC-FT) 203. 203. 203. 203. • CUMULATIVE AREA - .26 SQ MI xxx xxx xx. .«. xxx HYDROGRAPH AT STATION Res FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 6.56, TOTAL LOSS = .00, TOTAL EXCESS = 6.56 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CES) (HR) 6-HR 24-HR 72-HR 6.00-HR 2994. 3.02 (CFS) 184. 184. 184. 184. (INCHES) 6.556 6.556 6.556 6.556 (AC-FT) 91. 91. 91. 91. CUMULATIVE AREA = .26 SQ MI ... .. ... ... ... ... ... .+. ... ... .e. ... ... *** e.• ... .« ..* e.. r.. ... .ee u. ... ... .xe •aa ... ..e a+. ... ... .......ttx.... 44 KK . COMB * COMBINE HYDROGRAPHS 45 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 46 HC HYDROGRAPH COMBINATION (COMP 3 NUMBER OF HYDROGRAPHS TO COMBINE ea. .+. err ... ... HYDROGRAPH AT STATION COMB FOR PLAN 1, RATIO = .45 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 4289. 3.05 (CFS) 519. 519. 519. 519. (INCHES) 6.150 6.150 6.150 6.150 (AC-FT) 257. 257. 257. 257. CUMULATIVE AREA = .78 SQ MI ... .e ... ... ... .ee *** e.. ... ... ... ... ... ... err ... ... .0 u. u. ... ... ... ... 8** x« ... ... ..* e.e e.. ... 47 KK * DAM * ROUTE INTO DAM AND THROUGH SPILLWAY 48 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL. IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT IEAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 49 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITT? ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 50 SA AREA 73.1 76.0 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 190.5 190.5 52 SE ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 54 SQ DISCHARGE 0. 1. 5. 10. 20. 50. 100. 200. 300. 400. 500. 700. 800. 900. 1000. 1200. 1900. 1600. 1800. 5000. 56 SE ELEVATION 4949.00 4949.95 4950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.30 • 4951.40 4951.52 4951.71 49511.778 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1390.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVAT?ON DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4990.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1296.70 1398.70 1559.60 1697.01 1723.79 1732.65 1743.44 1757.89 OUTFLOW .00 .00 • .00 .00 .00 .00 1.00 2.81 5.00 10.00 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 9949.80 4949.95 4950.00 4950.06 4950.14 STORAGE 1776.05 1808.92 1845.97 1904.24 1917.51 1946.06 1974.61 1993.68 2016.55 2052.73 OUTFLOW 20.00 50.00 100.00 200.00 231.78 300.00 400.00 500.00 700.00 000.00 ELEVATION 4950.24 4950.42 4950.62 4950.93 4951.00 4951.15 4951.30 4951.40 4951.52 4951.71 STORAGE 2066.03 2081.28 2104.16 2125.08 2144.15 2161.26 2357.48 2679.35 OUTFLOW 900.00 1000.00 1200.00 1400.00 1600.00 1800.00 5000.00 10248.91 ELEVATION 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 4955.00 HYDROGRAPH AT STATION DAM FOR PLAN 1, RATIO - .45 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 239. 4.40 (CFS) 100. 100. 100. 100. (INCHES) 1.187 1.187 1.187 1.187 (AC-FT) 50. 50. 50. 50. PEAK STORAGE TINE MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 6.00-HR 1920. 4.40 1804. 1804. 1804. 1804. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 6.00-HR 4951.02 4.37 4950.39 4950.39 4950.39 4950.39 CUMULATIVE AREA = .78 SQ MI • 0 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERA ON STATION AREA PLAN RATIO 1 .45 HYDIRER AT WEST .27 1 FLOW 1490. TINE 3.28 HYDROGRAPH AT EAST .25 1 FLOW 1664. TIME 3.20 EYDROGRAPH AT Res .26 1 FLOW 2994. TIME 3.02 3 COMBINED AT COMB .78 1 FLOW 4289. TIME 3.05 ROUTED 70 DAM .78 1 FLOW 239. TIME 4.40 ** PEAK STAGES IN FEET ** STAGE 4951.02 TIME 4.37 *** NORMAL END OF HEC-1 *** • 0 • APPENDIX F SUPPORTING INFORMATION FOR DETERMINING SPILLWAY RATING CURVE JOB #80-5161 .002.05 - Waterfront at Foster Lake, Colorado Highland No. 3 Reservoir Emergency Spillway Improvement TRAPEZOIDAL BROAD CRESTED WEIR EQUATION • ENTER SCENARIO NAME HERE PRIMARY SPILLWAY SECONDARY SPILLWAY INVERT EL 4949.8 ft INVERT EL 4949.8 ft WIDTH 115.0 ft WIDTH 115,0 ft WIDTH, EFF. 0.0 ft SIDESLOPE 8.00 :1 (H:V) DAM CREST EL 4953.0 STAGE INCREMENT = 0.1 suggest: SECONDARY _ _ !WELL ELEV C hss Qtrap Qrect Qtot ELEV C hps Qrect Qtotal 4949.80 1 .5 0.00 0.0 0.0 0.0 4949.8 1 .5 0.0 0.0 0.0 4949.90 1 .5 0. 10 0.0 5.5 5.5 4949.9 1 .5 0. 1 0.0 5.5 4950.00 1 .5 0.20 0.2 15.4 15.6 4950.0 1 .5 0.2 0.0 15.6 4950.10 1 .5 0.30 0.5 28.3 28.8 4950.1 1 .5 0.3 0.0 28.8 4950.20 1 .5 0.40 1 .0 43.6 44.6 4950.2 1 .5 0.4 0.0 44.6 4950.30 1 .5 0.50 1 .7 61 .0 62.7 4950.3 1 .5 0.5 0.0 62.7 4950.40 1 .5 0.60 2.7 80.2 82.8 4950.4 1 .5 0.6 0.0 82.8 4950.50 1 .5 0.70 3.9 101 .0 105.0 4950.5 1 .5 0.7 0.0 105.0 4950.60 1 .5 0.80 5.5 123.4 128.9 4950.6 1 .5 0.8 0.0 128.9 4950.70 1 .5 0.90 7.4 147.3 154.7 4950.7 1 .5 0.9 0.0 154.7 4950.80 2.4 1 .00 15.4 276.0 291 .4 4950.8 2.4 1 .0 0.0 291 .4 4950.90 2.4 1 . 10 19.5 318.4 337.9 4950.9 2.4 1 . 1 0.0 337.9 4951 .00 2.4 1 .20 24.2 362.8 387.0 4951 .0 2.4 1 .2 0.0 387.0 4951 . 10 2.4 1 .30 29.6 409.1 438.7 4951 .1 2.4 1 .3 0.0 438.7 4951 .20 2.4 1 .40 35.6 457.2 492.8 4951 .2 2.4 1 .4 0.0 492.8 4951 .30 2.4 1 .50 42.3 507.0 549.4 4951 .3 2.4 1 .5 0.0 549.4 4951 .40 2.4 1 .60 49.7 558.6 608.3 4951 .4 2.4 1 .6 0.0 608.3 • 4951 .50 2.4 1 .70 57.9 611 .8 669.6 4951 .5 2.4 1 .7 0.0 669.6 4951 .60 2.4 1 .80 66.8 666.5 733.3 4951 .6 2.4 1 .8 0.0 733.3 4951 .70 2.4 1 .90 76.4 722.8 799.3 4951 .7 2.4 1 .9 0.0 799.3 4951 .80 2.65 2.00 95.9 862.0 957.9 4951 .8 2.65 2.0 0.0 957.9 4951 .90 2.65 2. 10 108.4 927.4 1035.8 4951 .9 2.65 2.1 0.0 1035.8 4952.00 2.65 2.20 121 .8 994.4 1116.2 4952.0 2.65 2.2 0.0 1116.2 4952. 10 2.65 2.30 136. 1 1063.0 1199.1 4952. 1 2.65 2.3 0.0 1199.1 4952.20 2.65 2.40 151 .3 1133. 1 1284.4 4952.2 2.65 2.4 0.0 1284.4 4952.30 2.65 2.50 167.6 1204.6 1372.2 4952.3 2.65 2.5 0.0 1372.2 4952.40 2.65 2.60 184.9 1277.6 1462.5 4952.4 2.65 2.6 0.0 1462.5 4952.50 2.65 2.70 203.2 1352.0 1555.2 4952.5 2.65 2.7 0.0 1555.2 4952.60 2.65 2.80 222.5 1427.8 1650.3 4952.6 2.65 2.8 0.0 1650.3 4952.70 2.65 2.90 242.9 1505.0 1747.9 4952.7 2.65 2.9 0.0 1747.9 4952.80 2.65 3.00 264.4 1583.5 1847.9 4952.8 2.65 3.0 0.0 1847.9 4952.90 2.65 3.10 287.0 1663.4 1950.3 4952.9 2.65 3. 1 0.0 1950.3 4953.00 2.65 3.20 310.7 1744.5 2055.2 4953.0 2.65 3.2 0.0 2055.2 4953. 10 2.65 3.30 335.5 1826.9 2162.4 4953.1 2.65 3.3 0.0 2162.4 4953.20 2.65 3.40 361 .5 1910.6 2272. 1 4953.2 2.65 3.4 0.0 2272.1 4953.30 2.65 3.50 388.7 1995.5 2384.2 4953.3 2.65 3.5 0.0 2384.2 4953.40 2.65 3.60 417.0 2081 .6 2498.6 4953.4 2.65 3.6 0.0 2498.6 4953.50 2.65 3.70 446.6 2168.9 2615.5 4953.5 2.65 3.7 0.0 2615.5 4953.60 2.65 3.80 477.4 2257.5 2734.9 4953.6 2.65 3.8 0.0 2734.9 4953.70 2.65 3.90 509.4 2347.1 2856.6 4953.7 2.65 3.9 0.0 2856.6 4953.80 2.65 4.00 542.7 2438.0 2980.7 4953.8 2.65 4.0 0.0 2980.7 4953.90 2.65 4. 10 577.3 2530.0 3107.3 4953.9 2.65 4.1 0.0 3107.3 4954.00 2.65 4.20 613.1 2623.1 3236.2 4954.0 2.65 4.2 0.0 3236.2 4954.10 2.65 4.30 650.3 2717.4 3367.6 4954. 1 2.65 4.3 0.0 3367.6 4954.20 2.65 4.40 688.7 2812.7 3501 .4 4954.2 2.65 4.4 0.0 3501 .4 4954.30 2.65 4.50 728.5 2909.1 3637.7 4954.3 2.65 4.5 0.0 3637.7 4954.40 2.65 4.60 769.7 3006.6 3776.3 4954.4 2.65 4.6 0.0 3776.3 4954.50 2.65 4.70 812.2 3105.2 3917.4 4954.5 2.65 4.7 0.0 3917.4 • APPENDIX G HEC- 1 IDF SPILLWAY • • FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS JUN 1998 HYDROLOGIC ENGINEERING CENTER VERSION 4.1 609 SECOND STREET DAVIS, CALIFORNIA 95616 RUN DATE 11JUN07 TIME 09:55:08 (916) 756-1104 ERig «::4*****844444x4+.+:«44448444.: «a::..:<4:445-::::::<44444:+:::::a4.4 IF X X XXXXXXX XXXXX X X X X X X XX X X X X x XXXXXXX XXXX X XXXXX X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECID0, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE F0RTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DES:RED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 0 9 10 *DIAGRAM ID Highland Number 3 - Anderson Farms 5161.002 2 ID 5/29/2007 3 ID Reservoir and Land Treated as Three Basins 4 ID PROPOSED conditions GENERAL PMP discharge determination • 5 ID File - PRO gen.ihl 6 IT 3 1441 7 i0 3 8 SR PREC 0.45 9 3E WESTRunoff From Land Portion of Basin (west) 10 KO 3 22 11 BA 0.273 5-min 15-min 60-min 2-hr 3-hr 6-hr 12 PH 0.01 0.784 2.6 6.84 15.2 19.6 22.1 26.1 30.6 33.8 13 PH 39.1 39.8 14 UI 12 73 178 300 400 467 376 286 224 179 15 UI 145 117 99 78 66 56 49 44 40 36 16 UI 33 30 27 24 22 20 18 16 15 13 17 UI 12 11 10 9 8 7 7 6 5 5 18 UI 5 4 4 4 3 19 LU 0 0.09 1 0 0 0 20 KK EASTRunoff From Land Portion of Basin (east) 21 KO 3 22 22 BA 0.25 23 LU 0 0.106 1 24 UI 36 201 415 570 481 330 239 177 131 100 25 UI 80 64 55 48 42 36 31 27 24 21 26 UI 18 16 14 12 10 9 8 7 6 5 27 UI 5 4 28 KK ResRunoff From Reservoir 29 KO 3 22 30 BA 0.261 31 UI 3369 0 32 1.0 0 0 95 0 0 0 33 KR C0EBCOMBINE HYDROGHAPHS 34 KO 3 22 • 35 HC 3 0 36 KK DAMHOUTE INTO DAM AND THROUGH SPILLWAY 37 KO 3 22 38 RS 1 ELEV 4949.8 39 SA 73.13 76.81 80.56 84.39 88.29 92.28 96.99 105.23 114.1 123.87 40 SA 132.74 140.57 149.01 155.01 166.87 179.31 190.46 190.46 41 SE 4935 4936 9937 4938 4939 4940 9941 4942 4943 4944 i NEC-1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 42 SE 4945 4946 4947 4948 4949 4950 4951 4955 Outflow rating curve from PROPOSED spillway raring curve 43 SQ 0 18.3 33.7 52.2 73.3 96.8 122.5 150.4 180.3 339.4 • 44 SQ 393.3 450.1 509.8 572.3 637.6 705.5 776 849.2 925 1107.8 45 SE 4949.8 4950 4950.1 4950.2 4950.3 4950.4 4950.5 4950.6 4950.7 4950.8 46 SE 4950.9 4951 4951.1 4951.2 4951.3 4951.4 4951.5 4951.6 4951.7 4951.8 47 ZZ • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 9 WEST • EAST 28 Res • 33 COMB V V 36 DAM ("') RUNOFF ALSO COMPUTED AT THIS LOCATION • • *• FLOOD HYDROGRAPH PACKAGE (NEC-1) * * O.S. ARMY CORPS OF ENGINEERS * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * * 609 SECOND STREET * * * DAVIS, CAL:FORNIA 95616 * RUN DATE 11JUN07 TIME 09:55:08 * * (916) 756-1104 • Highland Number 3 - Anderson Farms 5161.002 5/29/2007 Reservoir and Land Treated as Three Basins PROPOSED conditions GENERAL PMP discharge deLermination File = PRO_gen.ihl 7 IO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 3 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 1441 NUMBER OF HYDROGRAPH ORDINATES ',IODATE 4 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .05 HOURS TOTAL TIME BASE 72.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS 411 MULTI-RATIO OPTION RATIOS OF PRECIPITATION .45 9 KK * WEST * Runoff From Land Portion of Basin (west) 10 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I PNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNL'1 ISAV1 I FIRST ORDINATE PUNCHED OR SAVED ISAV2 149'_ LAST ORDINATE PUNCHED OR SAVED TIMINT .050 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISTICS TAREA .27 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 19 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS • CNSTL .09 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 14 UI INPUT UNITGRAPH, 45 ORDINATES, VOLUME = 1.00 12.0 73.0 178.0 300.0 400.0 467.0 376.0 286.0 224.0 179.0 145.0 117.0 94.0 78.0 66.0 56.0 49.0 44.0 40.0 36.0 33.0 30.0 27.0 24.0 22.0 20.0 18.0 16.0 15.0 13.0 12.0 11.0 10.0 9.0 8.0 7.0 7.0 6.0 5.0 5.0 5.0 4.0 4.0 4.0 3.0 HYDROCRAPH AT STATION WEST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 39.48, TOTAL LOSS = 4.68, TOTAL EXCESS = 34.80 P3 OW TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 72.00-HR 8. 36.30 (CFS) 751. 234. 85. 85. (INCHES) 25.510 31.884 34.939 34.939 (AC-FT) 372. 464. 509. 509. CUMULATIVE AREA = .27 SQ MI HYDROGRAPH AT STATION WEST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL = 17.77, TOTAL LOSS = 4.40, TOTAL EXCESS = 13.36 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 72.00-HR 1552. 36.30 (CFS) 329. 97. 33. 33. (INCHES) 11.211 13.167 13.419 13.419 (AC-FT) 163. 192. 195. 195. CUMULATIVE AREA = .27 SQ MI .** *** .** *** xxx x .** **x ... nnn *x* x** e** .e* xxx *.. *n: *x. *n* xxx *** ... *** ... *xx *** .*. *** x*r **. *e* x*x **. ********xxx... 20 KS * EAST * Runoff From Land Portion of Basin (east) 21 KO OUTPUT CONTROL VARIABLES TPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE TPNCH 0 PUNCH COMPUTED HYDROGRAPH • TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM=NT .050 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 22 BA SUBBASIN CHARACTERISTICS TAREA .25 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-99 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 23 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .11 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 22 UI INPUT UNITGRAPH, 32 ORDINATES, VOLUME = 1.00 36.0 201.0 415.0 570.0 481.0 330.0 239.0 177.0 131.0 100.0 80.0 64.0 55.0 48.0 42.0 36.0 31.0 27.0 29.0 21.0 18.0 16.0 14.0 12.0 10.0 9.0 8.0 7.0 6.0 5.0 5.0 9.0 HYDROGRAPH AT STATION EAST FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 39.48, TOTAL LOSS = 5.44, TOTAL EXCESS = 34.04 lAPE LOW TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 72.00-HR ' 36.20 (CFS) 682. 211. 76. 76. (INCHES) 25.355 31.329 33.987 33.987 (AC-FT) 338. 418. 453. 453. CUMULATIVE AREA - .25 SQ MI HYDROGRAPH AT STATION FAST FOR PLAN 1, RATIO - .45 TOTAL. RAINFALL - 17.77, TOTAL LOSS = 4.94, TOTAL EXCESS = 12.83 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 72.00-RR 1577. 36.20 (CFS) 298. 86. 29. 29. (INCHES) 11.064 12.729 12.812 12.812 • (AC-FT) 148. 170. 171. 171. CUMULATIVE AREA = .25 SQ MI .2. .xx ... ... ... 22 2.. ... ... ... .22 ... ... ... ... xee ... 2.2 ... ... ... xxx ... .2. 22. .x. ... ... ... ... ... ... xxe ........x xxx. 28 K2 • Res * Runoff From Reservoir 29 KO OUTPUT CONTROL VARIABLES IRRNT 3 PRINT CONTROL (PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .050 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 30 BA SUBBASIN CHARACTERISTICS TAREA .26 SUBBASIN AREA PRECIPITATION DATA 12 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-M_N 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 2.60 6.84 15.20 19.60 22.10 26.10 30.60 33.80 39.10 39.80 .00 .00 STORM AREA = .78 3i UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .00 UNIFORM LOSS RATE RTIMP 95.00 PERCENT IMPERVIOUS AREA 30 UI INPUT UNITGRAPH, : ORDINATES, VOLUME = 1.00 3369.0 HYDROGRAPH AT STATION RCS FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 39.48, TOTAL LOSS = .00, TOTAL EXCESS - 39.48 PEAK FLOW TIME MAXLUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 72.00-HR 5226. 36.05 (CFS) 731. 238. 92. 92. (INCHES) 26.050 33.897 39.484 39.484 (AC-FT) 363. 472. 550. 550. CUMULATIVE AREA - .26 SQ MI ... ... ... 2.2 ... HYDROGRAPH AT STATION Res FOR PLAN 1, RATIO = .45 TOTAL RAINFALL - 17.77, TOTAL LOSS = .00, TOTAL EXCESS - 17.77 PEAK FLOW TIME MAXIMUM. AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 72.00-HR 2352. 36.05 (CFS) 329. 107. 42. 42. (INCHES) 11.722 15.254 17.768 "_7.768 (AC-FT) 163. 212. 247. 247. CUMULATIVE AREA = .26 SQ MI • ... ... ... ... ... ... ... ... ... ... ... ..e ew ... ..x 222 xxx ... .xx ... ... ... ... ... ... ... ... ... ... ... ... ... ... 2222....«x222 33 KK * COMB * COMBINE HYDROGRAPHS 34 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYOROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYOROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED • ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .050 TIME INTERVAL IN HOURS 35 HC HYOROGRAPH COMBINATION ICOMP 3 NUMBER OF HYDROGRAPHS TO COMBINE ux *x* **. *** *.. HYDROGRAPH AT STATION COMB FOR PLAN 1, RATIO - .45 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 29-HR 72-HR 72.00-HR 4584. 36.10 (CFS) 955. 289. 103. 103. (INCHES) 11.329 13.722 14.673 14.673 (AC-FT) 474. 574. 614. 614. CUMULATIVE AREA - .78 SQ MI xx .xx *** xxx *x* *xx *x* x** x** xxx *** *x. xxx **. *** *** *** *.* *** **. *** *** *** **. ..* .*x *** **. x*x *** *** *** **x xx*********x** 36 KK * DAM * ROUTE INTO DAM AND THROUGH SPILLWAY 37 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED . LSAV2 1941 LAST ORDINATE PUNCHED OR SAVED TIMINT .050 'TIME INTERVAL IN HOURS HYOROGRAPH ROUTING DATA 38 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUSREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AND 0 COEFFICIENT 39 SA AREA 73.1 76.8 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 190.5 190.5 41 SE ELEVATION 4935.00 4936.00 9937.00 4938.00 9939.00 9990.00 4941.00 4942.00 4943.00 4944.00 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 43 SQ DISCHARGE 0. 18. 34. 52. 73. 97. 123. 150. 180. 339. 393. 450. 510. 572. 638. 706. 776. 849. 925. 1108. 45 SE ELEVATION 4999.80 9950.00 4950.10 4950.20 4950.30 4950.40 4950.50 4950.60 4950.70 4950.80 4950.90 4951.00 4951.10 4951.20 4951.30 4951.40 4951.50 4951.60 4951.70 4951.80 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.49 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 9935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942,00 4943.00 4944.00 STORAGE 965.29 110:.93 1246.70 1398.70 159.60 1697.01 1732.65 1750.66 1768.77 1786.91 • OUTFLOW .00 .00 .00 .00 .00 .00 10.30 33.70 52.20 73.30 ELEVATION 4945.00 4996.00 4947.00 4948.00 4949.00 4949.80 4950.00 4950.10 4950.20 4950.30 STORAGE 1805.24 1823.69 1842.25 1860.92 1879.61 1898.50 1917.51 1936.57 1955.64 1974.61 OUTFLOW 96.80 122.50 150.90 180.30 339.40 393.30 450.10 509.80 572.30 637.60 ELEVATION 4950.90 4950.50 4950.60 4950.70 4950.80 4950.90 9951.00 4951.10 4951.20 4951.30 STORAGE 1993.68 2012.74 2031.80 2050.87 2069.84 2679.35 OUTFLOW 705.50 776.00 849.20 925.00 1107.80 6980.70 ELEVATION 4951.40 4951.50 4951.60 4951.70 4951.80 4955.00 HYDROGRAPH AT STATION DAM FOR PLAN 1, RATIO = .45 PEAK FLOW TIME MAXIMUM AVERAGE FLOW ICES) (HR) 6-HR 24-HR 72-HR 72.00-HR I 06. 37.15 ICES) 685. 262. 97. 772 (INCHES) 8.128 12.414 13.772 13.772 . (AC-FT) 340. 519. 576. 576. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 72.00-HR 2059. 37.15 1984. 1856. 1766. 1766. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 72.00-HR 4951.74 37.10 4951.34 4950.73 4950.17 4950.17 CUMULATIVE AREA - .78 SQ MI • • PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES T:ME CO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPE. TION STATION AREA PLAN RATIO .45 HYDNnAPH AT WEST .27 1 FLOW 1552. TIME 36.30 HYDROGRAPH AT EAST .25 1 FLOW 1577. TIME 36.20 HYDROGRAPH AT Res .26 1 FLOW 2352. TIME 36.05 3 COMBINED AT COMB .78 1 FLOW 4584. TIME 36.10 ROUTED TO DAM .78 1 FLOW 1006. TIME 37.15 ** PEAK STAGES IN FEET ** 1 STAGE 4951.74 TIME 37.10 *** NORMAL END OF HEC-1 *** • • * FLOOD HYDROGRAPH PACKAGE (HEC--) * * U.S. ARMY CORPS OF ENGINEERS ' ' JUN 1998 ' . HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 . ' 609 SECOND STREET . + ' DAVIS, CALIFORNIA 95616 . ' RUN DATE 31MAY07 TIME 15:10:35 I (916) 756-1104 ' • X X XXXXXXX xxxxX X X x X X XX x X x x X XXXXXXX xxxx X XXXXX x x x x x x X X X X X X X X XXXXXXX XXXXX xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS IIEC1 (JAN 73), HEC1GS, HECIDB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKR- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORIRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • • NEC-1 INPUT PAGE - LINE ID 2 3 4 5 6 7 8 9 10 'DIAGRAM ID Highland Number 3 - Anderson Farms 5161.002 2 ID 5/30/2007 3 ID Reservoir and Land Treated as Three Basins 4 ID PROPOSED spillway with 100-yr discharge determination • 5 ID File - PR0_100yr.ihl 6 IT 1 1441 7 i0 3 8 KK WESTRunoff From Land Portion of Basin (wesL) 9 KO 3 22 10 BA 0.273 5-min 15-min 60-min 2-hr 3-hr 6-hr 11 PH 0.01 0.784 0.77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 12 U1 2 4 16 33 64 97 141 186 227 282 13 UI 333 373 415 447 476 503 501 465 419 377 14 UI 343 310 282 260 238 220 202 187 174 160 15 UI 147 135 127 116 108 100 99 87 82 76 16 UI 73 69 65 61 58 55 52 50 49 47 17 UI 45 44 42 40 39 38 36 35 34 33 18 UI 31 30 29 28 27 26 25 24 24 22 19 UI 22 21 20 20 19 18 17 17 16 16 20 UI 15 15 19 14 13 13 12 12 11 21 UI 11 10 10 9 9 9 8 8 8 7 22 UI 7 7 6 7 6 6 6 6 6 5 23 UI 5 5 5 5 5 9 4 4 4 9 24 LU 0 0.09 1 0 0 0 25 KK EASTRunoff From Land Portion of Basin (east) 26 KO 3 22 27 BA 0.25 28 LU 0 0.106 1 29 PH 0.01 0.784 0.77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 30 UI 4 20 59 123 207 290 395 482 563 619 31 UI 674 651 561 484 418 367 323 287 255 229 32 UI 203 180 161 144 130 117 106 98 90 82 33 UI 77 71 67 64 60 57 54 51 49 46 34 UI 94 41 39 37 35 33 32 30 29 27 35 CI 26 24 23 22 21 20 19 18 17 16 36 CI 15 14 14 '.3 12 12 11 10 10 9 37 LI 9 8 8 7 7 7 7 6 6 6 ill 38 UI 5 5 5 5 2 39 KK RasRLaoff From Reservoir 40 KO 3 22 41 BA 0.261 42 UI 10106 0 43 LU 0 0 95 0 0 0 • NEC-]. INPUT PAGE 2 LINE ID 2 3 4 5 6 7 8 9 10 94 KK COMBCOMBINE HYDROORAPHS 45 KO 3 22 46 HC 3 0 • 47 KK DAMROUTE INTO DAM AND THROUGH SPILLWAY 48 KO 3 22 49 RS 1 ELEV 4949.8 50 SA 73.13 76.81 80.56 04.39 88.29 92.28 96.99 105.23 114.1 123.87 51 SA 132.74 140.57 149.01 55.01 166.87 179.3_ 190.46 190.46 52 SE 4935 4936 4937 4938 4939 4990 4941 9942 9943 9999 53 SE 4945 4946 4947 4948 4949 4950 4951 4955 Outflow rating curve from PROPOSED spillway rating curve 54 SQ 0 15.6 28.8 94.6 62.7 82.8 105 128.9 154.7 291.4 55 SQ 337.9 387 438.7 492.8 549.4 608.3 669.6 733.3 799.3 957.9 56 SE 4949.8 4950 4950.1 4950.2 4950.3 4950.4 4950.5 4950.6 4950.7 4950.8 57 SE 4950.9 4951 4951.1 4951.2 4951.3 4951.4 4951.5 4951.6 4951.7 4951.8 58 ZZ • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.1 CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW I WEST • EAST 39 Res 44 COMB V V 47 DAM ("P) RUNOFF ALSO COMPUTED AT THIS LOCATION • • FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS " JUN 1998 HYDROLOGIC ENG:NEERLNG CENTER * VERSION 4.1 609 SECOND STREET DAVIS, CALIFORNIA 95616 RUN DATE 31MAY07 TIME 15:10:35 (9161 756-1104 * • Highland Number 3 - Anderson Farms 5161.002 5/30/2007 Reservoir and Land Treated as Three Basins PROPOSED spillway with 100-yr discharge determination File = PRO 100yr.ihl 7 IO OUTPUT CONTROL VARIABLES IPRN'T 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME :CENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 8 KY * WEST * Runoff From Land Portion of Basin (west) 9 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED '1'IMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 10 BA SUBBASIN CHARACTERISTICS TAREA .27 SUBBASIN AREA PRECIPITATION DATA '_1 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 T?-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.0: 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA - .78 24 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .09 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 12 UI INPUT UNITGRAPH, 120 ORDINATES, VOLUME = 1.00 2.0 4.0 16.0 33.0 64.0 97.0 141.0 186.0 227.0 282.0 333.0 373.0 415.0 947.0 476.0 503.0 501.0 465.0 419.0 377.0 343.0 310.0 202.0 260.0 238.0 220.0 202.0 187.0 174.0 160.0 • 147.0 135.0 127.0 :16.0 108.0 100.0 94.0 87.0 82.0 76.0 73.0 69.0 65.0 61.0 58.0 55.0 52.0 50.0 49.0 47.0 45.0 44.0 92.0 40.0 39.0 38.0 36.0 35.0 34.0 33.0 31.0 30.0 29.0 28.0 27.0 26.0 25.0 24.0 24.0 22.0 22.0 21.0 20.0 20.0 19.0 18.0 17.0 17.0 16.0 16.0 15.0 15.0 14.0 14.0 13.0 13.0 12.0 12.0 1.0 '_1.0 11.0 10.0 10.0 9.0 9.0 9.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 4.0 9.0 4.0 4.0 4.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 HYDROGRAPH AT STATION WEST TOTAL RAINFALL = 5.04, TOTAL LOSS - 1.88, TOTAL EXCESS = 3.16 _ OW TIME MAXIMUM AVERAGE FLOW ) (SR) 6-HR 24-HR 72-HR 24.00-HR 726. 12.28 (CFS) 92. 23. 23. 23. (INCHES) 3.121 3.155 3.155 3.155 (AC-FT) 45. 46. 46. 46. CUMULATIVE AREA = .27 SQ MI ..x x.s xx* xx. x.. xx .xx xx. ... .x* x.s xxx x.x ..* xxx xxx x.. ... ..x x.. xx. ... ... .x. xxx .xx ... ..x .xx ..x x.* x.. xxx 25 KK EAST x Runoff From Land Portion of Basin (east) 26 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 27 BA SUBBASIN CHARACTERISTICS TAREA .25 SUBBASIN AREA PRECIPITATION DATA 29 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 • 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA - .78 28 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .11 UNIFORM LOSS RATE RTIMP 1.00 PERCENT IMPERVIOUS AREA 30 UI INPUT UNITGRAPH, 85 ORDINATES, VOLUME = 1.00 4.0 20.0 59.0 123.0 207.0 290.0 395.0 482.0 563.0 619.0 674.0 651.0 561.0 484.0 418.0 367.0 323.0 287.0 255.0 229.0 203.0 180.0 161.0 144.0 130.0 117.0 106.0 98.0 90.0 82.0 77.0 71.0 67.0 64.0 60.0 57.0 54.0 51.0 49.0 46.0 44.0 41.0 39.0 37.0 35.0 33.0 32.0 30.0 29.0 27.0 26.0 24.0 23.0 22.0 21.0 20.0 19.0 18.0 17.0 16.0 15.0 14.0 14.0 13.0 12.0 12.0 11.0 10.0 10.0 9.0 9.0 8.0 8.0 7.0 7.0 7.0 7.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 2.0 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 ... ... xxx ... ... HYDROGRAPH AT STATION EAST TOTAL RAINFALL = 5.04, TOTAL LOSS - 2.00, TOTAL EXCESS - 3.05 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-BR 24-HR 72-HR 24.00-HR 802. 12.18 (CFS) 82. 20. 20. 20. (INCHES) 3.035 3.049 3.049 3.049 (AC-FT) 40. 41. 41. 41. CUMULATIVE AREA = .25 SQ MI « .• sxxx xxx x.x *** ..x xxx xxx xxx u. ..x x.* xxx xxx xxx xxx .n. ..* xxx x.. xxx *** xxx •xx xxx xxx xxx .x. xxx *** *** xxx .xxxxx.x...... 39 KK Res * Runoff From Reservoir 40 KO OUTPUT CONTROL VARIABLES IPENT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVI I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS . SUBBASIN RUNOFF DATA 41 BA SUBBASIN CHARACTERISTICS TAREA .26 SUBBASIN AREA PRECIPITAT=ON DATA 29 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 T?-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .77 1.52 2.67 3.01 3.27 3.67 4.15 5.05 .00 .00 .00 .00 STORM AREA - .78 43 LU UNIFORM LOSS RATE STRTL .00 INITIAL LOSS CNSTL .00 UNIFORM LOSS RATE RTIM? 95.00 PERCENT IMPERVIOUS APRA 41 UI INPUT UN=TGRA?H, 1 ORDINATES, VOLUME = 1.00 10106.0 VALUE EXCEEDS TABLE IN LOGLOC .01667 .01667 24.00000 HYDROGRAPH AT STATION Res TOTAL RAINFALL = 5.04, TOTAL LOSS = .00, TOTAL EXCESS = 5.04 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 1548. 12.02 (CFS) 103. 35. 35. 35. (INCHES) 3.663 5.044 5.044 5.044 (AC-FT) 51. 70. 70. 70. • CUMULATIVE AREA - .26 SQ MI era ... „. ..x a.. e.. e« ... x=• ."" «. e.. .e. e.x ... +.. ... .e. ..• ... ... "". ... ..e ... .0 ... ... ... ... .e. e.e ... 44 3K " COMB * COMBINE HYDROGRAPHS 45 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT' ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 46 HC HYDROGRAPH COMBINATION (COMP 3 NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION COMB PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 2247. 12.05 (CFS) 276. 79. 79. 79. (INCHES) 3.273 3.750 3.750 3.750 (AC-FT) 137. 157. 157. 157. CUMULATIVE AREA - .78 SQ MI • 47 KR DAM " ROUTE INTO DAM AND THROUGH SPILLWAY .............. 48 30 OUTPUT CONTROL VARIABLES TPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED • ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 49 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES :TYP ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AN) 0 COEFFICIENT 50 SA AREA 73.1 76.8 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 190.5 190.5 52 SE ELEVATION 9935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 54 SQ DISCHARGE 0. 16. 29. 45. 63. 83. 105. 129. 155. 291. 338. 387. 439. 493. 549. 608. 670. 733. 799. 958. 56 SE ELEVATION 4949.80 4950.00 4950.10 4950.20 4950.30 4950.40 4950.50 4950.60 4950.70 4950.80 4950.90 4951.00 4951.10 4951.20 4951.30 4951.40 4951.50 4951.60 4951.70 4951.80 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 4935.00 4936.00 4937.00 4930.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1697.01 1732.65 1750.66 1768.77 1786.91 • OUTFLOW .00 .00 .00 .00 .00 .00 15.60 28.80 44.60 62.70 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4949.80 4950.00 4950._0 4950.20 4950.30 STORAGE 1805.24 1823.69 1842.25 1860.92 1879.61 1898.50 1917.51 1936.57 1955.64 1974.61 OUTFLOW 82.80 105.00 128.90 154.70 291.40 337.90 307.00 438.70 492.80 549.40 ELEVATION 4950.40 4950.50 4950.60 4950.70 4950.80 4950.90 4951.00 4951.10 4951.20 4951.30 STORAGE 1993.68 2012.74 2031.80 2050.87 2069.84 2679.35 OUTFLOW 608.30 669.60 733.30 799.30 957.90 6053.32 ELEVATION 4951.40 4951.50 4951.60 4951.70 4951.80 4955.00 HYDROGRAPH AT STATION DAM PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 24.00-HR 105. 13.62 (CFS) 92. 40. 40. 40. (INCHES) 1.089 1.881 1.881 1.881 (AC-FT) 46. 79. 79. 79. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HP) 6-HR 24-HR 72-HR 24.00-HR 1824. 13.62 1813. 1751. 1751. 1751. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 24.00-HR 4950.50 13.53 4950.46 4950.14 4950.14 4950.14 CUMULATIVE AREA = .78 SQ MI • RUNOFF SUMMARY FLOW IN CUB:0 FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYOROGRAPH AT WEST 726. 12.28 92. 23. 23. .27 • HYDROGRAPH AT EAST 802. 12.18 82. 20. 20. .25 HYDROGRAPH AT Res 1548. 12.02 103. 35. 35. .26 3 COMBINED AT COMB 2247. 12.05 276. 79. 79. .78 ROUTED TO DAM 105. 13.62 92. 40. 40. .78 4950.50 13.53 "' NORMAL END OF BE*-1 "` • 0 • APPENDIX H HEC- 1 CLEAR DAY FAILURE MODELS Input Parameters for Highland No. 3 Dam -Failure at Outlet Channel • h., =depth of water above breach invert at time of failure = 1.49352 m 4.90 ft h b =height of breach = 1.49352 m 4.9 ft h d = height of dam = 1.49352 m 4.9 ft Vµ, =volume of water stored above breach invert at time of failure = 903,648 m' 732.6 ac-ft S = reservoir storage= 903,648 m3 732.6 ac-ft Ko = 1.4 for overtopping, 1.0 for piping = 1 Breach Width Equations USBR(19881 Bave=3(h µ,) = 4.5 m 14.7 ft MacDonald and Langridqe-Monopolis (1984) V9, = 0.0261(Vµ, xhx,)°'769 (earthfill) = 1,351.4 m' 1,767.5 cu yd V er =0.00348(V, x h,)"52 (non-earthfill) = 581.5 m' 760.5 cu yd Von Thun and Gillette (1990) C =function of reservoir size = 6.1 m 20.0 ft B =2.5hµ, + Cb = 9.8m 32.3 ft Froehlich (1995b1 B = 0.1803K,Vx,032h,,al9 = 15.7 m 51.4 ft • average = 10.0 m 32.8 ft Failure Time Equations MacDonald and Langridqe-Monopolis (19841 tf =0.0179(Ve,)°364 (earthfill)= 0.25 hours t f =0.0179(Ver)°'364 (non-earthfill) = 0.18 hours Von Thun and Gillette (1990) t f =0.015(h w) (highly erodible) = 0.02 hours tf =0.020(h w) + 0.25 (erosion resistant) = 0.28 hours tf =8/(4hµ,) (erosion resistant) = 0.75 hours tf =B/(4h µ, + 61) (highly erodible) = 0.07 hours Froehlich (1995b) tf =0.00254(Vw)053hb °.9 = 2.54 hours USBR(1988) tf = 0.011(B) = 0.05 hours average= 0.52 hours B =average breach width • V . =volume of embankment material eroded tf =failure time Peak Flow Equations • Kirkpatrick (1977) Qp = 1.268(h, +0.3)2.5 = 5.46 mis 192.9 cfs SCS (1981) Qp = 16.6(h x,)185 = 34.87 m'/s 1,231.2 cfs Hagen (19821 Qp = 0.54(S x h d)°5 = 627.33 m'/s 22,153.3 cfs Reclamation (1982) Qp = 19.1(h x,)185 (envelope equation)= 40.12 m'/s 1,416.7 cfs Singh and Snorrason (1984) Qp = 13.4(h d)1.89 = 28.60 m'/s 1,010.0 cfs Qp = 1.776(S)04' = 1,118.83 m'/s 39,509.5 cfs MacDonald and Langridge-Monopolis (1984) Qp = 1.154(V,, xhx,)°412 = 387.13 m'/s 13,670.7 cfs Qp =3.85(Vx, x h„)"11 (envelope equation)= 1,273.44 m'/s 44,969.3 cfs Costa (1985) Qp = 1.122(S)057 (envelope equation)= 2,785.56 m'/s 98,367.5 cfs Q p = 0.981(S x h 4°42 = 368.43 m'/s 13,010.6 cfs • Qp =2.634(S x h 4°44 (envelope equation)= 1,311.92 m'/s 46,328.4 cfs Evans (1986) Qp =0.72(V,x)°.53 = 1,032.79 m'/s 36,471.3 cfs Froehlich (1995b) Qp = 0.607(V/295h1.24) = 57.05 nos 2,014.5 cfs average= 370.06 m3/s 13,068.1 cfs Qp = peak breach outflow • FLOOD HYDROGRAPH PACKAGE (NEC-1) U.S. ARMY CORPS OF ENGINEERS JUN 1998 HYDROLOGIC ENGINEERING CENTER VERSION 4.1 609 SECOND STREET DAVIS, CALIFORNIA 95616 RUN DATE 01JUN07 TIME 10:42:24 (916) 756-1104 S ]( X XXYYYxx XXXXX x z z x x x XX X X X X X xfYYYYx )XXX X flux z X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC10B, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- MID -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM • • HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 *DIAGRAM 1 ID Highland Number 3 - Anderson Panne 5161.002 2 ID 5/30/2007 • 3 ID Reservoir and Land Treated as Three Basins 4 ID CLEAR DAY DAM BREACH 5 ID File - DAM Bl.ihl 6 IT 1 361 7 ID 3 • 8 KK DAMROUTE INTO DAM AND THROUGH SPILLWAY 9 KO 3 22 10 RS 1 ELEV 4949.8 11 SA 73.13 76.81 80.56 84.39 88.29 92.28 96.99 105.23 114.1 133.87 12 SA 132.74 140.57 149.01 155.01 166.87 179.31 190.46 190.46 13 SE 4935 4936 4937 4938 4939 4940 4941 4942 4943 4944 14 SE 4945 4946 4947 4948 4949 4950 4951 4955 • • • Outflow rating curve from HOC-RAE model of existing spillway ground profile 15 SQ 0 1 5 10 20 50 100 200 300 400 16 SQ 500 700 800 900 1000 1200 1400 1600 1800 5000 17 SE 4949.8 4949.95 4950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.3 18 SE 4951.4 4951.52 4951.71 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 19 SB 4944.9 31.6 0.25 0.083 4949.8 20 ST 4954 115 1.5 1.5 21 ZZ • • SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (---a) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (4---) RETURN OF DIVERTED OR PUMPED FLOW il ...} Cl ERROR 4 ••• NO HYDROGRAPHS AVAILABLE TO ROUTE DAM (•••7 RUNOFF ALSO COMPUTED AT THIS LOCATION I ERRORS IN STREAM SYSTEM • 0 FLOOD HYDROGRAPH PACKAGE (NEC-1) •• U.S. ARMY CORPS OF ENGINEERS • JUN 1998 • HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 • 609 SECOND STREET • • DAVIS, CALIFORNIA 95616 • RUN DATE 01JUNO7 TIME 10:42:24 • (916) 756-1104 • • • • Highland Number 3 - Anderson Farms 5161.002 5/30/2007 Reservoir and Land Treated as Three Basins CLEAR DAY DAM BREACH File • DAM_Bl.ihl 7 I0 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA ERIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 361 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0600 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME EASE 6.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT rr• ••• ♦u u• ♦u •e rrr u• u• u• ♦u ♦•• rrr r•♦ ♦u u• ••• rrr rrr ♦•• u• ••• ♦•♦ u• •u rrr rrr u• • r • 8 KR • DAM • ROUTE INTO DAM AND THROUGH SPILLWAY 9 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLAT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 361 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 10 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 4949.80 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 11 SA AREA 73.1 76.8 80.6 84.4 88.3 92.3 97.0 105.2 114.1 123.9 132.7 140.6 149.0 155.0 166.9 179.3 190.5 190.5 13 SE ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 15 SQ DISCHARGE 0. 1. 5. 10. 20. 50. 100. 200. 300. 400. 500. 700. 800. 900. 1000. 1200. 1400. 1600. 1800. 5000. 17 SE ELEVATION 4949.80 4949.95 4950.06 4950.14 4950.24 4950.42 4950.62 4950.93 4951.15 4951.30 4951.40 4951.52 4951.71 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 20 ST TOP OF DAM TOPEL 4954.00 ELEVATION AT TOP OF DAM DAMWID 115.00 DAM WIDTH CQQD 1.50 WEIR COEFFICIENT • EXPO 1.50 EXPONENT OF HEAD BREACH DATA ELBM 4944.90 ELEVATION AT BOTTOM OF BREACH BRWID 31.60 WIDTH OF BREACH BOTTOM .25 BREACH SIDE SLOPE TFAIL .08 TIME FOR BREACH TO DEVELOP FAILEL 4949.80 W.S. ELEVATION TO TRIGGER FAILURE COMPUTED STORAGE-ELEVATION DATA STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 • STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1732.65 1917.51 2679.35 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4955.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA (INCLUDING FLOW OVER DAM) STORAGE .00 74.96 153.64 236.11 322.44 412.72 507.34 608.43 718.06 837.01 OUTFLOW .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 4935.00 4936.00 4937.00 4938.00 4939.00 4940.00 4941.00 4942.00 4943.00 4944.00 STORAGE 965.29 1101.93 1246.70 1398.70 1559.60 1697.01 1723.74 1732.65 1743.44 1757.89 OUTFLOW .00 .00 .00 .00 .00 .00 1.00 2.81 5.00 10.00 ELEVATION 4945.00 4946.00 4947.00 4948.00 4949.00 4949.80 4949.95 4950.00 4950.06 4950.14 STORAGE 1776.05 1808.92 1845.97 1904.24 1917.51 1946.06 1974.61 1993.68 2016.55 2052.73 OUTFLOW 20.00 50.00 100.00 200.00 231.78 300.00 400.00 500.00 700.00 800.00 ELEVATION 4950.24 4950.42 4950.62 4950.93 4951.00 4951.15 4951.30 4951.40 4951.52 4951.71 STORAGE 2066.03 2081.28 2104.16 2125.08 2144.15 2161.26 2357.48 2679.35 OUTFLOW 900.00 1000.00 1200.00 1400.00 1600.00 1800.00 5000.00 10421.41 ELEVATION 4951.78 4951.86 4951.98 4952.09 4952.19 4952.28 4953.31 4955.00 BEGIN DAM FAILURE AT .00 HOURS HIDR0GRAPH AT STATION DAN PEAK OUTFLOW IS 1086. AT TIME .08 HOURS PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.00-HR 1086. .08 (CFS) 728. 728. 728. 728. (INCHES) .000 .000 .000 .000 (AC-FT) 361. 361. 361. 361. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 6.00-HR 1697. .00 1510. 1510. 1510. 1510. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 0) (HR) 6-HR 24-HR 72-HR 6.00-HR 0 .00 4948.69 4948.69 4948.69 4948.69 CUMULATIVE AREA - .00 SQ MI 0 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE • ROUTED TO DAM 1086. .08 728. 728. 728. .00 4949.80 .00 • • SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION DAM (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 4949.80 4954.00 4954.00 STORAGE 1697. 2489. 2489. • OUTFLOW 0. 7143. 7143. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 1.00 4949.80 .00 1697. 1086. .00 .08 .00 ^• NORMAL END OF HEC-1 • 0 • APPENDIX I HEC-RAS OUTLET AND BREACH CHANNEL MODELS • • Spillway.rep HEC-RAS version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering center 609 Second Street Davis, California x x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx ******************************************************************R************* PROJECT DATA Project Title: spillway and Combined channel Project File : Spillway.prj Run Date and Time: 6/12/2007 10:16:46 AM Project in English units *************************************CC***************************************** PLAN DATA Plan Title: Proposed spillway & combined channel Plan File : F:\5161.002\Hydraulics\HEc-RAS_Spillway\Spillway.p09 Geometry Title: Prop spillway+combined June12,07 Geometry File : F:\5161.002\Hydraulics\HEC-RAS_Spillway\Spillway.g08 Flow Title : PMP + 100yr discharge Flow File : F:\5161.002\Hydraulics\HEC-RAS_Spillway\Spillway.f04 • Plan Description: revise channel widths Plan Summary information: Number of: Cross sections = 143 Multiple Openings = 0 culverts = 2 inline Structures = 0 Bridges = 0 Lateral structures = 0 computational information water surface calculation tolerance = 0.01 critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options critical depth computed only where necessary conveyance Calculation method: At breaks in n values only Friction slope method: Average Conveyance computational Flow Regime: Mixed Flow ******************************************************************************** FLOW DATA Flow Title: PMP + 100yr discharge Flow File : F:\5161.002\Hydraulics\HEC-RAS_spillway\Spillway.f04 Flow Data (cfs) ***************************************************************************** * River Reach RS * 100-year PMP General * * Reach #1 Reach #1 6640. * 72 954 * * Reach #1 Reach #1 3200. * 72 1086 * ***************************************************************************** Boundary Conditions ******************************************************************************************************** * River Reach Profile * upstream Downstream • Page 1 • Spillway.rep ***********#RRdd**k****rt#A##*d********#AAA**kkk***RRAA***kk*krt*#rtRddk**kk*******#dddkkkk***rt#k#dddkkdkk* * Reach #1 Reach #1 100-Year critical Normal S = 0.003 * * Reach #1 Reach #1 PMP General * critical Normal 5 = 0.003 * **************************************************************************************************d***** *******************************************************R****************d***k*** SUMMARY OF MANNING'S N VALUES River:Reach #1 *****************************d*********************************** * Reach * River sta. * n1 * n2 * n3 * ***************************************************************** *Reach #1 * 6640. * .04* .04* .04* *Reach #1 * 6639.* * .04* .04* .04* *Reach #1 * 6638.* * .04* .04* .04* *Reach #1 * 6637.* • .04* .04* .04* *Reach #1 * 6636.* * .04* .04* .04* *Reach #1 * 6635.* * .04* .04* .04* *Reach #1 * 6634.* * .04* .04* .04* *Reach #1 * 6633.* * .04* .04* .04* *Reach #1 * 6632.* * .04* .04* .04* *Reach #1 * 6631.* * .04* .04* .04* *Reach #1 * 6630.* * .04* .04* .04* *Reach #1 * 6629.* * .04* .04* .04* *Reach #1 * 6628.* * .04* .04* .04* *Reach #1 * 6627.* * .04* .04* .04* *Reach #1 * 6626.* * .04* .04* .04* *Reach #1 * 6625. - .02* .02* .02* *Reach #1 * 6624.* * .02* .02* .02* *Reach #1 * 6623.* * .02* .02* .02* *Reach #1 * 6622.* * .02* .02* .02* *Reach #1 * 6621.* * .02* .02* .02* *Reach #1 * 6620.* * .02* .02* .02* *Reach #1 * 6619.* * .02* .02* .02* *Reach #1 * 6618.* * .02* .02* .02* *Reach #1 * 6617.* - .02* .02* .02* *Reach #1 * 6616.* * .02* .02* .02* *Reach #1 * 6615.* * .02* .02* .02* • *Reach #1 * 6614.* * .02* .02* .02* *Reach #1 6613.* * .02* .02* .02* *Reach #1 * 6612.* * .02* .02* .02* *Reach #1 * 6611.* * .02* .02* .02* *Reach #1 * 6610. * .02* .02* .02* *Reach #1 * 6608.* * .02* .02* .02* *Reach #1 * 6606.* * .02* .02* .02* *Reach #1 * 6604.* * .02* .02* .02* *Reach #1 * 6602.* * .02* .02* .02* *Reach #1 * 6600. * .02* .02* .02* *Reach #1 * 6598.* * .02* .02* .02* *Reach #1 * 6596.* • .02* .02* .02* *Reach #1 * 6594.* * .02* .02* .02* *Reach #1 * 6592.* • .02* .02* .02* *Reach #1 * 6590. * .02* .02* .02* *Reach #1 * 6588.* * .035* .06* .035* *Reach #1 * 6586.* * .035* .06* .035* *Reach #1 * 6584.* * .035* .06* .035* *Reach #1 * 6582.* * .035* .06* .035* *Reach #1 * 6580. * .035* .06* .035* *Reach #1 * 6550. * .035* .06* .035* *Reach #1 * 6500. * .035* .06* .035* *Reach #1 * 6050. * .035* .06* .035* *Reach #1 * 6020 * .035* .045* .035* *Reach #1 * 6010 * .035* .045* .035* *Reach #1 * 5925. *culvert * * * *Reach #1 * 5840 * .035* .045* .035* *Reach #1 * 5830 * .035* .06* .035* *Reach #1 * 5800. * .035* .06* .035* *Reach #1 * 5370. * .035* .06* .035* *Reach #1 * 5176 * .045* .045* .045* *Reach #1 * 5166. * .045* .045* .045* *Reach #1 * 5150. * .045* .045* .045* *Reach #1 * 5135.01 * .045* .045* .045* *Reach #1 * 5135. * .045* .045* .045* *Reach #1 * 5125 * .035* .06* .035* *Reach #1 * 4982 * .045* .045* .045* *Reach #1 * 4972. * .045* .045* .045* *Reach #1 * 4956. * .045* .045* .045* *Reach #1 * 4941.01 * .045* .045* .045* • Page 2 Spillway.rep IIII *Reach #1 * 4941. * .045* .045* .045* *Reach #1 * 4931 * .035* .06* .035* *Reach #1 * 4851 * .045* .045* .045* *Reach #1 * 4841. * .045* .045* .045* *Reach #1 4825. * .045* .045* .045* *Reach #1 * 4810.01 * .045* .045* .045* *Reach #1 * 4810. * .045* .045* .045* *Reach #1 * 4800 * .035* .06* .035* *Reach #1 * 4472 * .045* .045* .045* *Reach #1 4462. * .045* .045* .045* *Reach #1 * 4446. * .045* .045* .045* *Reach #1 * 4431.01 * .045* .045* .045* *Reach #1 * 4431. * .045* .045* .045* *Reach #1 * 4421 * .035* .06* .035* *Reach #1 * 4410. * .035* .06* .035* *Reach #1 * 4341 * .045* .045* .045* *Reach #1 * 4331. * .045* .045* .045* *Reach #1 * 4315. * .045* .045* .045* *Reach #1 * 4300.01 * .045* .045* .045* *Reach #1 4300. .045* .045* .045* *Reach #1 * 4290 * .035* .06* .035* *Reach #1 * 4236 * .045* .045* .045* *Reach #1 * 4226. * .045* .045* .045* *Reach #1 * 4210. * .045* .045* .045* *Reach #1 * 4195.01 * .045* .045* .045* *Reach #1 * 4195. * .045* .045* .045* *Reach #1 * 4185 * .035* .06* .035* *Reach #1 * 3895. * .035* .06* .035* *Reach #1 * 3645. * .035* .06* .035* *Reach #1 * 3500 * .035* .06* .035* *Reach #1 * 3200. * .035* .06* .035* *Reach #1 * 3041 * .045* .045* .045* *Reach #1 * 3031. * .045* .045* .045* *Reach #1 * 3015. * .045* .045* .045* *Reach #1 * 3000.01 * .045* .045* .045* *Reach #1 * 3000. * .045* .045* .045* *Reach #1 * 2990 * .035* .06* .035* *Reach #1 * 2872 .045* .045* .045* *Reach #1 * 2862. * .045* .045* .045* • *Reach #1 * 2846. * .045* .045* .045* *Reach #1 2831.01 * .045* .045* .045* *Reach #1 * 2831. .045* .045* .045* *Reach #1 * 2821 * .035* .06* .035* *Reach #1 * 2772 * .045* .045* .045* *Reach #1 * 2762. * .045* .045* .045* *Reach #1 * 2746. * .045* .045* .045* *Reach #1 * 2731.01 * .045* .045* .045* *Reach #1 * 2731. .045* .045* .045* *Reach #1 * 2721 * .035* .06* .035* *Reach #1 * 2710. * .035* .06* .035* *Reach #1 * 2641. * .045* .045* .045* *Reach #1 * 2631. * .045* .045* .045* *Reach #1 * 2615. * .045* .045* .045* *Reach #1 * 2600.01 * .045* .045* .045* *Reach #1 * 2600. * .045* .045* .045* *Reach #1 * 2590 * .035* .06* .035* *Reach #1 2410. -035* .06* .035* *Reach #1 * 2300. * .035* .06* .035* *Reach #1 * 2286 * .045* .045* .045* *Reach #1 * 2276. * .045* .045* .045* *Reach #1 * 2260. * .045* .045* .045* *Reach #1 * 2245.01 .045* .045* .045* *Reach #1 * 2245. * .045* .045* .045* *Reach #1 * 2235 * .035* .06* .035* *Reach #1 * 2210. * .035* .06* .035* *Reach #1 * 2178. * .035* .06* .035* *Reach #1 * 2165. * .035* .06* .035* *Reach #1 * 2140. * .04* .04* .04* *Reach #1 * 2100. * .04* .04* .04* *Reach #1 * 1900. * .04* .04* .04* *Reach #1 * 1800 .04* .04* .04* *Reach #1 * 1785 * .04* .04* .04* *Reach #1 * 1741 *Culvert * * * *Reach #1 * 1700. * .04* .04* .04* *Reach #1 * 1690 * .04* .04* .04* *Reach #1 * 1600. * .04* .04* .04* *Reach #1 * 1400. * .04* .04* .04* *Reach #1 * 1200. * .04* .04* .04* *Reach #1 * 1000 * .04* .04* .04* • rage 3 • spillway.rep ******₹***************************₹₹₹******₹*****************₹₹** **₹*****************************₹******₹****************************₹**********₹ SUMMARY OF REACH LENGTHS River: Reach #1 *********************************************₹******************* * Reach * River sta. * Left * channel * Right * ********₹******************************************************₹* *Reach #1 * 6640. * 1* 1* 1* *Reach #1 * 6639.* * 1* 1* 1* *Reach #1 * 6638.* * 1* 1* 1* *Reach #1 * 6637.* * 1* 1* 1* *Reach #1 * 6636.* * 1* 1* 1* *Reach #1 * 6635.* * 1* 1* 1* *Reach #1 * 6634.* * 1* 1* 1* *Reach #1 * 6633.* * 1* 1* 1* *Reach #1 * 6632.* * 1* 1* 1* *Reach #1 * 6631.* * 1* 1* 1* *Reach #1 * 6630.* * 1* 1* 1* *Reach #1 * 6629.* 1* 1* 1* *Reach #1 * 6628.* * 1* 1* 1* *Reach #1 6627.* 1* 1* 1* *Reach #1 * 6626.* * 1* 1* 1* *Reach #1 * 6625. * 1* 1* 1* *Reach #1 6624.* * 1* 1* 1* *Reach #1 * 6623.* * 1* 1* 1* *Reach #1 * 6622.* * 1* 1* 1* *Reach #1 * 6621.* * 1* 1* 1* *Reach #1 * 6620.* * 1* 1* 1* *Reach #1 * 6619.* * 1* 1* 1* *Reach #1 * 6618.* * 1* 1* 1* *Reach #1 * 6617.* * 1* 1* 1* *Reach #1 * 6616.* * 1* 1* 1* *Reach #1 * 6615.* * 1* 1* 1* *Reach #1 * 6614.* * 1* 1* 1* *Reach #1 6613.* * 1* 1* 1* *Reach #1 * 6612.* * 1* 1* 1* • *Reach #1 * 6611.* * 1* 1* 1* *Reach #1 * 6610. * 2* 2* 2* *Reach #1 6608.* * 2* 2* 2* *Reach #1 * 6606.* * 2* 2* 2* *Reach #1 * 6604.* * 2* 2* 2* *Reach #1 * 6602.* * 2* 2* 2* *Reach #1 * 6600. * 2* 2* 2* *Reach #1 * 6598.* * 2* 2* 2* *Reach #1 * 6596.* * 2* 2* 2* *Reach #1 * 6594.* * 2* 2* 2* *Reach #1 * 6592.* * 2* 2* 2* *Reach #1 * 6590. * 2* 2* 2* *Reach #1 * 6588.* * 2* 2* 2* *Reach #1 * 6586.* * 2* 2* 2* *Reach #1 * 6584.* * 2* 2* 2* *Reach #1 * 6582.* * 2* 2* 2* *Reach #1 * 6580. * 30* 30* 30* *Reach #1 6550. * 50* 50* 50* *Reach #1 * 6500. * 450* 450* 450* *Reach #1 * 6050. * 30* 30* 30* *Reach #1 6020 * 10* 10* 10* *Reach #1 * 6010 170* 170* 170* *Reach #1 * 5925. *Culvert * * * *Reach #1 * 5840 * 10* 10* 10* *Reach #1 * 5830 30* 30* 30* *Reach #1 * 5800. 430* 430* 430* *Reach #1 * 5370. 194* 194* 194* *Reach #1 * 5176 * 10* 10* 10* *Reach #1 * 5166. * 16* 16* 16* *Reach #1 5150. * 15* 15* 15* *Reach #1 * 5135.01 * .0001* .0001* .0001* *Reach #1 * 5135. * 10* 10* 10* *Reach #1 * 5125 * 143* 143* 143* *Reach #1 * 4982 * 10* 10* 10* *Reach #1 * 4972. * 16* 16* 16* *Reach #1 * 4956. * 15* 15* 15* *Reach #1 * 4941.01 * .0001* .0001* .0001* *Reach #1 * 4941. * 10* 10* 10* *Reach #1 * 4931 * 80* 80* 80* *Reach #1 * 4851 * 10* 10* 10* • Page 4 . Spillway.rep *Reach #1 * 4841. * 16* 16* 16* *Reach #1 * 4825. * 15* 15* 15* *Reach #1 4810.01 .0001* .0001* .0001* *Reach #1 * 4810. * 10* 10* 10* *Reach #1 * 4800 * 328* 328* 328* *Reach #1 * 4472 * 10* 10* 10* *Reach #1 * 4462. * 16* 16* 16* *Reach #1 * 4446. * 15* 15* 15* *Reach #1 * 4431.01 .0001* .0001* .0001* *Reach #1 * 4431. * 10* 10* 10* *Reach #1 * 4421 * 11* 11* 11* *Reach #1 * 4410. * 69* 69* 69* *Reach #1 * 4341 * 10* 10* 10* *Reach #1 * 4331. * 16* 16* 16* *Reach #1 * 4315. * 15* 15* 15* *Reach #1 * 4300.01 * .0001* .0001* .0001* *Reach #1 * 4300. * 10* 10* 10* *Reach #1 4290 * 54* 54* 54* *Reach #1 * 4236 * 10* 10* 10* *Reach #1 * 4226. * 16* 16* 16* *Reach #1 * 4210. * 15* 15* 15* *Reach #1 * 4195.01 * .0001* .0001* .0001* *Reach #1 * 4195. * 10* 10* 10* *Reach #1 * 4185 * 290* 290* 290* *Reach #1 * 3895. * 250* 250* 250* *Reach #1 * 3645. * 145* 145* 145* *Reach #1 * 3500 * 300* 300* 300* *Reach #1 * 3200. * 159* 159* 159* *Reach #1 * 3041 * 10* 10* 10* *Reach #1 * 3031. * 16* 16* 16* *Reach #1 * 3015. * 15* 15* 15* *Reach #1 * 3000.01 * .0001* .0001* .0001* *Reach #1 * 3000. * 10* 10* 10* *Reach #1 * 2990 * 118* 118* 118* *Reach #1 * 2872 * 10* 10* 10* *Reach #1 * 2862. * 16* 16* 16* *Reach #1 * 2846. * 15* 15* 15* *Reach #1 * 2831.01 * .001* .001* .001* *Reach #1 * 2831. * 10* 10* 10* • *Reach #1 * 2821 * 49* 49* 49* *Reach #1 * 2772 * 10* 10* 10* *Reach #1 * 2762. 16* 16* 16* *Reach #1 * 2746. * 15* 15* 15* *Reach #1 * 2731.01 * .001* .001* .001* *Reach #1 * 2731. * 10* 10* 10* *Reach #1 2721 * 11* 11* 11* *Reach #1 * 2710. * 69* 69* 69* *Reach #1 * 2641. * 10* 10* 10* *Reach #1 * 2631. * 16* 16* 16* *Reach #1 * 2615. * 15* 15* 15* *Reach #1 * 2600.01 * .001* .001* .001* *Reach #1 * 2600. * 10* 10* 10* *Reach #1 * 2590 * 180* 180* 180* *Reach #1 * 2410. * 110* 110* 110* *Reach #1 2300. * 14* 14* 14* *Reach #1 * 2286 * 10* 10* 10* *Reach #1 2276. 16* 16* 16* *Reach #1 2260. * 15* 15* 15* *Reach #1 * 2245.01 * .001* .001* .001* *Reach #1 * 2245. * 10* 10* 10* *Reach #1 2235 * 25* 25* 25* *Reach #1 * 2210. * 32* 32* 32* *Reach #1 * 2178. 13* 13* 13* *Reach #1 * 2165. * 25* 25* 25* *Reach #1 * 2140. * 40* 40* 40* *Reach #1 * 2100. * 200* 200* 200* *Reach #1 * 1900. * 100* 100* 100* *Reach #1 * 1800 * 15* 15* 15* *Reach #1 * 1785 * 85* 85* 85* *Reach #1 * 1741 *Culvert * * * *Reach #1 * 1700. * 10* 10* 10* *Reach #1 * 1690 * 90* 90* 90* *Reach #1 * 1600. * 200* 200* 200* *Reach #1 * 1400. * 200* 200* 200* *Reach #1 * 1200. * 200* 200* 200* *Reach #1 * 1000 * * * * ***************************************************************** ******************************************************************************** • Page 5 • Spillway.rep SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Reach #1 * 6640. * .3* .5* *Reach #1 * 6639.* * .3* .5* *Reach #1 * 6638.* * .3* .5* *Reach #1 * 6637.* * .3* .5* *Reach #1 * 6636.* * .3* .5* *Reach #1 * 6635.* * .3* .5* *Reach #1 * 6634.* * .3* .5* *Reach #1 * 6633.* * .3* .5* *Reach #1 * 6632.* * .3* .5* *Reach #1 * 6631.* * .3* .5* *Reach #1 * 6630.* * .3* .5* *Reach #1 * 6629.* * .3* .5* *Reach #1 * 6628.* * .3* .5* *Reach #1 * 6627.* * .3* .5* *Reach #1 * 6626.* * .3* .5* *Reach #1 6625. * .3* .5* *Reach #1 * 6624.* * .3* .5* *Reach #1 * 6623.* * .3* .5* *Reach #1 * 6622.* * .3* .5* *Reach #1 * 6621.* * .3* .5* *Reach #1 * 6620.* * .3* .5* *Reach #1 * 6619.* * .3* .5* *Reach #1 * 6618.* * .3* .5* *Reach #1 6617.* * .3* .5* *Reach #1 * 6616.* * .3* .5* *Reach #1 * 6615.* * .3* .5* *Reach #1 * 6614.* * .3* .5* *Reach #1 * 6613.* * .3* .5* *Reach #1 * 6612.* * .3* .5* *Reach #1 * 6611.* * .3* .5* *Reach #1 * 6610. * .3* .5* *Reach #1 * 6608.* * .3* .5* • *Reach #1 * 6606.* * .3* .5* *Reach #1 * 6604.* * .3* .5* *Reach #1 * 6602.* * .3* .5* *Reach #1 * 6600. * .3* .5* *Reach #1 * 6598.* * .3* .5* *Reach #1 * 6596.* * .3* .5* *Reach #1 * 6594.* * .3* .5* *Reach #1 * 6592.* * .3* .5* *Reach #1 * 6590. * .3* .5* *Reach #1 * 6588.* * .3* .5* *Reach #1 * 6586.* * .3* .5* *Reach #1 * 6584.* * .3* .5* *Reach #1 * 6582.* * .3* .5* *Reach #1 * 6580. * .1* .3* *Reach #1 * 6550. * .1* .3* *Reach #1 * 6500. * .3* .5* *Reach #1 * 6050. * .3* .5* *Reach #1 6020 .3* .5* *Reach #1 6010 .3* .5* *Reach #1 * 5925. *Culvert * * *Reach #1 * 5840 * .3* .5* *Reach #1 * 5830 .3* .5* *Reach #1 * 5800. * .3* .5* *Reach #1 * 5370. * .1* .3* *Reach #1 * 5176 * .1* .3* *Reach #1 * 5166. * .1* .3* *Reach #1 * 5150. * .1* .3* *Reach #1 * 5135.01 * .1* .3* *Reach #1 * 5135. * .1* .3* *Reach #1 * 5125 * .1* .3* *Reach #1 * 4982 * .1* .3* *Reach #1 * 4972. * .1* .3* *Reach #1 * 4956. * .1* .3* *Reach #1 * 4941.01 * .1* .3* *Reach #1 * 4941. * .1* .3* *Reach #1 * 4931 * .1* .3* *Reach #1 4851 * .1* .3* *Reach #1 * 4841. * .1* .3* *Reach #1 * 4825. * .1* .3* *Reach #1 * 4810.01 * .1* .3* • Page 6 • * spillway.rep *Reach #1 4810. * .1* .3* *Reach #1 * 4800 * .1* .3* *Reach #1 * 4472 * .1* .3* *Reach #1 * 4462. * .1* .3* *Reach #1 * 4446. * .1* .3* *Reach #1 * 4431.01 * .1* .3* *Reach #1 * 4431. * .1* .3* *Reach #1 * 4421 * .1* .3* *Reach #1 * 4410. * .1* .3* *Reach #1 * 4341 * .1* .3* *Reach #1 * 4331. * .1* .3* *Reach #1 * 4315. * .1* .3* *Reach #1 * 4300.01 * .1* .3* *Reach #1 * 4300. * .1* .3* *Reach #1 * 4290 * .1* .3* *Reach #1 * 4236 * .1* .3* *Reach #1 * 4226. * .1* .3* *Reach #1 * 4210. * .1* .3* *Reach #1 * 4195.01 * .1* .3* *Reach #1 4195. * .1* .3* *Reach #1 * 4185 * .1* .3* *Reach #1 * 3895. * .1* .3* *Reach #1 * 3645. * .1* .3* *Reach #1 * 3500 * .1* .3* *Reach #1 3200. * .1* .3* *Reach #1 * 3041 * .1* .3* *Reach #1 * 3031. * .1* .3* *Reach #1 * 3015. * .1* .3* *Reach #1 * 3000.01 * .1* .3* *Reach #1 * 3000. * .1* .3* *Reach #1 * 2990 * .1* .3* *Reach #1 * 2872 * .1* .3* *Reach #1 * 2862. .1* .3* *Reach #1 * 2846. * .1* .3* *Reach #1 * 2831.01 * .1* .3* *Reach #1 * 2831. * .1* .3* *Reach #1 * 2821 * .1* .3* *Reach #1 * 2772 .1* .3* *Reach #1 * 2762. * .1* .3* . *Reach #1 * 2746. * .1* .3* *Reach #1 * 2731.01 * .1* .3* *Reach #1 * 2731. * .1* .3* *Reach #1 * 2721 * .1* .3* *Reach #1 * 2710. * .1* .3* *Reach #1 * 2641. * .1* .3* *Reach #1 * 2631. * .1* .3* *Reach #1 * 2615. .1* .3* *Reach #1 * 2600.01 * .1* .3* *Reach #1 * 2600. * .1* .3* *Reach #1 * 2590 * .1* .3* *Reach #1 * 2410. * .1* .3* *Reach #1 * 2300. * .1* .3* *Reach #1 * 2286 * .1* .3* *Reach #1 * 2276. * .1* .3* *Reach #1 2260. * .1* .3* *Reach #1 * 2245.01 * .1* .3* *Reach #1 * 2245. * .1* .3* *Reach #1 * 2235 * .1* .3* *Reach #1 * 2210. * .1* .3* *Reach #1 2178. * .1* .3* *Reach #1 * 2165. * .1* .3* *Reach #1 * 2140. * .1* .3* *Reach #1 * 2100. * .1* .3* *Reach #1 * 1900. * .3* .5* *Reach #1 * 1800 * .3* .5* *Reach #1 * 1785 * .3* .5* *Reach #1 * 1741 *culvert *Reach #1 * 1700. * .3* .5* *Reach #1 1690 * .3* .5* *Reach #1 * 1600. * .1* .3* *Reach #1 * 1400. .1* .3* *Reach #1 * 1200. * .1* .3* *Reach #1 * 1000 * .1* .3* ******************************************************* 0 Page 7 •HEC-RAS Plan:Proposed River:Reach#1 Reach:Reach#1 Profile:PMP General Reach River Sta Profile 0 Total Min Ch El W.S.Elev I Grit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Fronde k CM (d-4) (ft) (ft) (ft) (ft) (tuft) (Ws) (sq ft) (ft) Reach#1 1000 PMP General 108600 4825.30 4831.16 4830.131 4831.47 0003000 5 97.06: 0 454] 262.66 .O6� 1 ,Reach#1 1200. PMP General 1086.00 4824.00 483163 4828.831 4831.73 0.000643. 3.14 447.00 111.22 022, :Reach#1 1400. PMP General 1086.00 4831.00] 4835.14 4835.83 483742 003528 13.811 107.82 83.33 1.911 4843.07 4844.83 4849.391 0.096465 20.33!. 69.01 7952 22] Reach 111 1600. PMP Gerona! 1086.00 48400! Reach#1 1690 PMP General 1086.00 4846.30 4851.63 485164' 4853.17' 0.0132391 10.61 112.73 92.87 0.92Reach ft1 Reach#1 170. PMP General 1C086 e0„ 4847.00 4852.39 1 485341. 0.06541' 8111 133.84 9333 _ _ 0.67 41 Reach k1 1785 PMP Genera 1086.00 4854.23 4856.95 4858.54 1 4862.66 0.107226 19.16 56.68 2762 _._.. 2.36, Reach#1 1800 PMP Genera 10850. 485550 4859.24: 480.44 4864.26 0.082604 19.19 70.23 80.13 2.12'', Reach kl 1900. PMP Genera 108.0: 4864.00 4867.fi9 486883 4873.0] 0.090220 19.811 71.391: 79.75 2.20 _ -- Reach#1 2100. PMP Genera 1086.00 4885.08 4888.52 6889.911 4897.08 0.152487 24.0! 52.93: 63.78 2.82 __.._ 1086.00 4000: 4904.62 4904.62 4905.46 0.162981 2475' 50.84 87.19 2.90 Reach%I 2165. PMP Genera Reach#1 2140. PMP Genoa 1086.00 48918 4894.49 489591 4903.52! 0.020418 7.75 148.95 87.19! 0.74 0 Reach t/1 2178. PMP Genera 1086.00 4900.04 4905.17 4905.66 0.08883 b 561' 194.44 91.2]. 050' Reach#1 2210. PMP Genera 10860, 4900.14 4905.52 4905.0 0.006294 4.91 217.07 93.25 0.42! Reath 2235 PMP General 1860r- -�- 39 Rea !4900.21, 4905.70 49005 0.005435 465 227.47, 94.12 0 Reach#1 2245. PMP Genera 1086.00 4900.24! 490570 4906.14 0.005961 6.46 224.641 93.88 0.55 :Reach#1 2245.01 PMP Genoa 1086.0 4899.24 498.00 4906.16 007608 4.00!, 353.27; 104.26 0.30 !Reach#i 2260. PMP Genoa 10860', 4899.24 4906.03; 4904.07 498.19 0015]1 3.97' 356.12 104.48 0.30 :Reath it1 2276. PMP 4908.91 0013912! 8.86' 18.fi7 8880 0.82 Reach#1 2286 PMP GGenera 1086.00 403 27 49 8.50 498.0] i203.29 9204 0631 Reach#1 2300. PMP Genera 1086.00 4903.31 I_ _ 4908.80 .. 4909.15', 0.005449. 4.65] 227.27 94.09: 0.40 Reach#1 2410. PMP Genera 1086.00 4903.641 4909.67 .09: 34 Reath#1 2590 PMP Genoa 1086.00 404 8 4910.07 4910.33 00330) 38 _--26563 9730 5. Reach#1 2600. PMP General 1086.00 4904.21 4910.07 4910.3.8 0.0037831 5.46 263.00 9709 0.44 Reach#1 2615.07 PMP General 99_ I0.26 PMP Genera 10860 4903.21 1 491028 40804 4910.42 0.001236 364 386.26; --- Reach 111 — -� . 106.20 _ 0.26 Reach#1 2631. PMP General 1086.00; 4907.21] 9 214 4 4912.04 4912.88 0.013885 8.86 166.78!_ 106.20 8.61 0.82 Reach#1 2641. PMP Genera 1086.0! 490724 4912.47''! I 491301 0.007948] 7.18 203.17 92.031 0.63 'Reach ki 2710. PMP Genera 1080 40]45 4913.13 4913.43 0.004298! 4.25 245.22 9563 035" Reach#1 2721 PMP Genera 1086001 4907.48, 4913.18 ' 491348: 004183 4.21 24736 95.79 0.35 1 Reath#1 2731. PMP Genera 1086.00 4907.51! 4913.18 491354' 0004665 5.90 244.61 9556 049. Reach kl 2731.01 PMP Genera 10860 4906.51 4913.41 4913.56 001424 383' 368.40 105.42 0281 Reach kl 2746. PMP Genera 1086.00 4906.51 491344] 4911.34 491359'. 0.0013961 3.80 370.93 105.61 0.28 Reach k1 2762. PMP General 1086.00 4910.51: 4915.34! 4915.34 4916.18'1 0.013885 8.86 166.78 88.81 0.82 Reach#1 Reach#1 2841 PMP Geron2 PMP a _.10 4915,9] 497577' 491631 00]950 ]19 203.16 92.03 0.63 4916.31 1 4916.63 0.004627 4.37. 239.48 95.13 0.37 Reach#1 2831. PMP Genera 1086.0( 4910.72 4916.31' _ 4916.70 005117: 6.10! 236.90! 9493 051 - ! _Reach k1 2831.01 PMP Genoa 1086.00 4909.72, 4916.56 , 491672:H 0001497' 390, 36205 104.93) 0.29 Reach ki 2846. PMP Genera 1086.00 4909.72! 4916.59 4914.54 4916]4' 0001466 3.87 364.72 105.14' 0.29 Reach#1 2862. PMP Genoa 1086.00! 4913.72 4918.54 4918.54 4919.39 8 0 013953' 8 166.491 78'. 0.82 :Reach#1 2872 PMP Genera 1860._._.__4913.75 4918.98 4919.52 0.07854; 7.15! 203.54: 91.14, - 0.63 : 'Reath#1 2990 PMP Genera 18601. 4914.10 4919.89 1 4920.17 0.003760 4.041 255.95 96.51 0.33 'Reach It1 3000. PMP General 108.0 4914.13 491989' 4920.23 0.004233 5.69 252.95 9625 0.47 PMP General 1086.00 4913.13, 4920.10, f 4920.25 01346 3.75.Reach tt1 PMP General 00 4920.12' 4917 96! 492027 o 173' 377.66 Reach#1 3031.07 PMP General 108 0 491713 4921.96 492196 4922.80: 001/3881 8 86 166.78 188.81 0375.58 105.96 0.28! .82 Reath#1 3041 PMP General 10860 491)16 4922.39 4922.93! 0.0]9411 7.18 203.17 92.03 0.63 ,Reach#1 320. PMP General 108601 491 J.64. 4923.50 , 4923.76 0034751 392 262.521 97.06 0.32:Reach 11 3500 PMP General 954.00 4918.54 0. Reach#1 3645. PMP General _ 954.0 4918.98 4924.83 1 4925 04 0.0269 3.45 _ 268.65 9756 027 4924.46 _ __— #1 3895. PMP General 954.0 +- !Reach262 OS 9]03 0.281 4919 73 4925.52 4925.73] 028941 0.291 3.55 256 19 96.54 I Reach#1 4185 PMP General 954.00 4920.60 4926.37 4926.59] 0.002980:! 359', 253.79 96.33 0.30 1 Reath AI 4195. PMP General 954.00 492063 4926.37 4926.63] 0.003323 503_ 251.49, 96.15, 0.421 :Reach#1 4195.01 PMP General 95401 491962 4926.53 4926.651 0.001098: 3.36' 38.511. 105.48: 0.25] !React kl 4210. PMP General 95400 4919.62 4926.55 4924.29 4926.66' 0.001082! 335, 370.42 10563'' 0.25 Reach 1/1 4226. PMP General 954.0 4923621 492829! 4928291, 4929.09 0.013770 8561_ 152.33 87.54 0.81 Reach#1 4290 PMP General 954.00] 492381 4929.271 I 4929.55' 0.04378 6.86 188.01 90.77 0.61 Reach#1 4236 PMP General 954 0 4923 65 4928 72 ' 492922'1224.40 93.86 0.61'.0.004376.Reach O 4300. PMP General 954.00 4929.27 I 4929 61 0.0047831".Reach#1 430.01 PMP General 954.00 4922.84' 4929.50 4929.64! 00136 3.581 34141 _9320.. 0.27] ,React#1 4315. PMP General .95400 4922.84 4929.52 4927.50 34157 820 027' _ ._ _ — 0929.66 0.012911 355 343.57 98.20 0.2] !,Reach#1 4331. PMP General 95400' 4926.841, 4931.50, 4931.50 4932.30.. 0.013813 8561 152.19 87.48 0.81 Reach#1 4341 PMP General 954.0. 492687] 4931.93' 4932.43, 0.007655 6.86 18].95! 0]0 0.61 . PMP General 8 4932.56. 4932.84 0.004231 4.09. 226.83;:Reath Al PMP 4927.13 4932.61 ; 4932.89 0.004245' 4.10: 226.60*R 0.49 each 4431.01 PMP General. PMP ._ 95400 49261/61 493 4927.16 2.61 4932.95 0.004668 932.97 04661 5.7370 22449 23.49 93.77 049 Reach#1 4446. PMP General 954.00 4926.16! 4932.86 4930.82 4932.99 0.01306 3.58' 347.12 103.79 __ 0.27 Reach#1 4462. PMP General 954.00 493016 493482 493482': 493562: 0.013798: 8.56! 15225, 87.49! 0.81 1 •HEC-RAS Plan:Proposed River:Reach#1 Reach:Reach#1 Profile:PMP General(Continued) Reach River Sla Profile G Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Frolic's#CM (cfs) (ft) (R) (ft) (ft) L (ftM) (IVs) (sq ft) (R) 4935.25 4935.751 0.007650: 6.85 187.99 90.70 0.61 Reach#1 4472 PMP Genera 954 00 493019. _.._ _.. _ Reach#1 4800 PMP Genera _ 954.00 4931.15 4936.98 ! 4937.19 0.002757 3.481 260.20' 96.86 0.28 Reach#1 4810. PMP General 954.00 4931.18 4936.98 4937.23 0.003107 4.91: 257.39' 96.63. 040 :Reach#1 4810.01 PMP Genera 954.00 493018 _ 4937.13 4937.251 0001053, 3.31: 373.89 105.83 0.24 Reach#1 4825. PMP GeReach#1 4851 PMP Genera 954.00' 49341 493985 --- 4939.77 001366' 3.30 375.75. 105.97 0.24 Genera 95400, 4930.18: 4937.1 5 493485 4937.26 IReach#1 4841. PMP Genera 954 00' 4934.18 4938.85 4938.85 6939641 0 0136]1 8.53 152.761 87.54 0.81 L_-_ 0.007670 6.861 18781 90.68 - 0.61. React#1 4931 PMP General 954.001 4934451 4939.96 4940.23 0.004078 4.04 229.51 94.29' 0.34. 1 Read)#1 4941. PMP Genera _ 954.00 __ 4934.48 4939.96 4940.29 0.004482 5.6 : 226.69 94.05 0.48 Reach#1 4941.01 PMP Genera 954.00 493348 4940.181 4940.31 0001306! 3.58 347.10 10379 0.27 Reach#1 4956. PMP Genera 95400 4933481, 4940.20 4938.15 4940.33, 0.001282 3.56 349.34 103.96! 0.27 ' Read1#1 4972. PMP Genera 954.001 4937.48 4942.15 4942.15 4942.94' 0013675+ 8.53 152.74 87.54, 0.81. ',Reach#1 4982 PMP Genera 954.00 493].51. 6942.57", 4943.07 O.OWfi65 6.86 187.86 90.69'' 0.61: Reach#1 5125 PMP Genera 95400'. 493794' 4943.57 4943.81 0.003524 3.82. 240.51, 95.22 _ 0.32 'Reach#1 5135. PMP General 954.001 4937.97 4943.57 4943.87 0.003908 5.34 237.75' 94.99 0.45 I Reach#1 PMP Genera Reach#1 5150.01 PMP Genre 954.00 4936.97 494378 4941.65 4943.90 0.001: 4936.97 4943.76 4943.88i 189 3.46 358.47 1 104.50 0.26 _ 704.66. 0.26 Reach#1 5166. PMP Genera 954.001.._. 4940.971 4945.64! 4945.641 4946.431 0.013671, 8.531 15276 87.54' 0.811 Reach#1 5176 PMP Genre 954.00 4941.00 494606 ! 4946.56 0007670 686' 187.81 90.681 0.61' ,Reach#1 5370. PMP Genera i 954.00 494158.. 4947.28 4947.51 0.003234 3.70 247.20 95.77 031' j Reach#1 5800. PMP Genera 954.001 4942 871 4948.87 , 4949.34 0.005002 4.80: 176.851 98.16 0.39 Reach#1 5830 PMP Genera 954.00: 4942 96f 4948.89 1 4949 721 0.009646 6.60 _ 132.93 97.61 0.53 !Reach#1 5840 PMP Genera 954.00 4942991 4949.31 4949.86' 0.002718 ..5.94'160.66 100.72, 0441 Reach#1 5925. Culvert: 1Reach#1 6010 PMP Genera 954.00 4943.50 4950.15, 4947.53 551' 17016 103.341 0.41, Heath 6020 PMP Genera 954.00 _494353 495042 ' 4950.711 0.001797 1 4.30 220.83 105.36 0.32' Reach#1 6050. PMP Genera 95400 4943 6211 4950.71 495081 0.000800 2.20 388.44 106.92 0.16 'Reach#1 6550. I PMP Genera 4945.12 4951.29 4951.45 0.001910: 3.03, 292.83'Reach#1 6580. PMP Genera 954.001 4945.21, ; 4951.51. 0.001980H 3.08 Reach#1 6582.' PMP Genre __.. 954.001 1 4945 27 4951,4 1 4951 53 00011001 2 96 349 6 105.08 05 Reach#1 6500. PMP Genera 95400 4944 97 4951 20 4951 36 0001790, 2 96 _299 03! 100 01 _ 0 23 0.24 IDReach#i 6586.' PMP Genera 954.00 4945 38 4951 481 4951.54 0.000564 224_ 466.61 110.66 0.19 Reach#1 :65847 PMP Genera 954.00 4945.33 4951 45 ` _ - 4951.55 0.000270 2 24. 466.61 11625 _ 0.16 • PMP General 954.001 4945 Reach#1 6590. PMP General 954.00 49455011 4951.52 _ 4951.56' 000004]1 4951.50 4951.55 0.0001211 1.931 539.69 121.73 0.141 1.69 62011 i 127.13 0.12 0.000047 1.691 62011' 127.13' 0,12 Reach#1 65947 PMP Genera 95400! 4945.50 4951.52. 495756'Reach#1 6592.* IPMP Genera 954.00 4945.501 4951.52 '_ 0.000047!, 1.691 620111 127.13; 0.12 Reach#1 6596.' PMP Genre 954.00 4945.50 4951521 __. 4951.56 0.000047 _ 169. 620.11' 127.13 0.12 Reach#1 6598.• PMP Genera 954.00 _ 494550 4951.52 4951.56 0.000047 169 620.11 127.13 0.12 — .. _. Reach#1 6600. PMP Genera 95400 4945501 4951.52 _ 1+ 4951.56E 000004]. 169. 62011 127.13 0.12 'Read)#1 66027 PMP Genera 954.00 494636E 4951.51 11 495156! 0000069' 184TI 564.23 13280 0141 .Reach#1 6604.' PMP Genera 954.00 -- 4947.22; 4951.51, 1 4951.57 0 000112., 2.081__... 494.74; 137.48' 0.18 Reach#1 6806.• PMP Genera 954.00' 4948.08 4951.49, 4951.581 0.0002151 247', 411.96 140.83 _ 024 Reach#1 6608.' PMP Genera 954 00 4948.94 4951 46 495161{I 3.19 315.40 142.23 0.61 ... 0.000536 __. 'Reach#1 8810. PMP Genera 954.00, 4949.801 4951.35 � 4951/31 0.002517. 5.00. 197.99 139.86 0.71 Reach#1 6612.' PMP General 954 00 494918 4951.39 1 4951.73 0.002246 4.831 _ _�— :Reach#1 68117 PMP Genera 954.00 4949.79 4951.37 4951 731 0.002378 4.91'1 20151 140.21 0.69' ,Reach#1 6813.' PMP Genera 954.001 _ 4949.771 495140: 4951.74 0.0021351 4.751 205 221 14057 0.66' 21184! 140.89, 0.61 Reach#1 6617.• PMP Genera 954.00 49498. 4951.45 495175 0 01857 4.50'Reach#1 6614.* PMP Genera 954.00 4949.76. 4951.41, 495174' 0.002030 4.681 21186 14121 0.62 I Reach#1 6615.• PMP Genera _ 95400 494975; 4951.43 4951.74 0.001940 4.62' 214.921 141.50 _0.63 Reach#1 6616.' PMP Genera 95400', 4949 741 4951.44 495175 0.0018571 _ 4.56 217.911 141.78: 0.62 4220.90 142.05 0.601 Reach#1 68187 PMP General 95400 494972' 4951.461, 4951.75 0.001712'1 4.44 223.56 142.29. 0.59 ;Reach#1 6619.' PMP Genera 954.00'1 4949.71 495147. ! 4951.76. 0001644. 4391 226.42 142.54 0.58, Reach#1 6620.' PMP Genera 954.00 4949/0 4951.48 4951761 0.001587; 434 228.941 142.76 0.57 Reach#1 8621.' PMP Genre 954.00', 4949.69 4951.49 4951.76 00015321, 4.29. 231.53 142.99 0.56 :Reach#1 8622.• PMP Genera 954.00 4949.68 4951.49 4951.76 _ 0.001480 4.25r 234.06 143.20 0.56 :Reach#1 66237 PMP Genera 954.00 4949.671 4951.501 4951.76 0.001429: 4.20 236.66: 143.42' 0.55' .Reach#1 6624.* PMP Genera 00 4949.66 4951.51, 4951.77 0.001385 4.16 Reach#1 6625. PMP Genera 4949.65: 4951.52 4.12 Reach#1 66267 PMP Genera 95400: 4949.54 4951.59 1 ' 495,79 0.77 0003766 367' 21.8, 1.37 4068 -_..81 05 Reach#1 66277 PMP Genera 954.001 4949.43 4951.64 4951.801 0.002806 3.33 300.20', 153.22 _ 0.40. Reach#1 6628.' PMP Genera 954.00 4949.321 4951.67, 4951.81'. 0.002172' 3.06 327.60 157.57 0.35. Reach#1 6629.• PMP Genera 954.00 4949.21' 495170. 4951.821 0001726 284'' 354.52 16179 0.32! 0 Reach#1 6630.• PMP General 954001 4949.10, 4951721 4951.82 0.001398 2.64. 381.32 165.91 0.29 'i Reach#1 6631.' PMP Genera 954.00 4948.99 4951.74 l 4951.83 0_.001148! 2.47' 408.28: 169.98, 0.26 Reach#1 8632.• PMP Genera 954.00' 4948.88 4951.75 4951.83 0000954' 2.32 43551, 774.01 0.241 Reach#1 6633.' PMP General 954.00 494877 4951.771 4951.841 0000801 2.18 _ 462.96 177.99. -�_ 0.221 ROBCIl#1 6634.* PMP Genera 954.00 4948.66: 495178 4951.84. 0.000678; 06 490.81 Reach#1 6635.• PMP Genera 95400 494855 495179 _ 4951.84 0000578' 1.95 519.20 1 185.901 0.19', 2 HEC-RAS Plan:Proposed River:Reach#1 Reach:Reach#1 Profile:PMP General(Continued) l Reach River Ste Profile 0 Total Min Ch El W.S.Elev Cri1 W.S. E.G.Elev E.G.Slope Vel Clint Row Area Top Width Froude#CN (cis) (ft) (ft) (ft) (ft) (IM) (Ns) (sq ft) (ft) Reach#1 6636.* PMP General 95400, 494844 4951.79 4951.84! 0.000496 1.85 548.00 189.82: 0.18 Reach#1 6637' PMP General 954.00! 4948.33 4951.80 495185 0.000428 1.76 577.34 193.74 0.17 Reach 61 6638.• PMP General 954.00 494822 i 4951.81 4951.85 0000371 108'. 607.181 197.65 0.16 :Reach#1 8640. PMP General 95400 494800 495182'. 4949.08' 1.60: _637.67! 201.53 Reach#1 6639.' PMP General 954 00i 4948.11 4951 81 4951.851 0.000323: 1.531 668.58 205.42! 0.15.4951.85 0.000283 • I 3 i • 0 o_ • o !. 1 d (7 ' o 0 0 m '0949 0099 N- o O N 0o 0 4364 T1) '0084 c C CO -c 0 OL£5 0 C a EE gag 0 0 O o 1.461 >n ro 0091 3 a .9 CO 5 a E E Olbb • 0n• O 06Zb c CL i. 481.4 O 3 oo 'p o_ a o d Cr) C c n 468£ m (e p O d a_ Sb9E M N (7 004E c C co -C O 'OOZE 9 o C 066Z N a E L393 - O O '01LZ 76 0643 C CD > .0 143 - oszz g BLLZ (q '0012 0 -0 006L 1.bLl 0691. '0091- '0017) 1. • • 0 o o w m o 0 N a a a a o a o a (4)uogenaIa • BreachChannel.rep HEC-RAS version 3.1.3 May 2005 u.s. Army Corp of Engineers Hydrologic Engineering Center 609 second street Davis, California x x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx **₹ ***********************************.**************************************** PROJECT DATA Project Title: Breach Channel proposed design Project File : Breachchannel.prj Run Date and Time: 6/12/2007 9:28:53 AM Project in English units Project Description: breach channel to confluence with breach channel and spillway outlet channel PLAN DATA Plan Title: Proposed breach channel - June 12, 07 Plan File : F:\5161.002\Hydraulics\HEc-RAS_Breach\BreachChannel.p01 Geometry Title: Proposed Conditions Geometry June12, 07 Geometry File : F:\5161.002\Hydraulics\HEC-RAS_Breach\BreachChannel.g06 • Flow Title Breach discharge Flow File : F:\5161.002\Hydraulics\HEc-RAS_Breach\Breachchannel.f03 Plan Summary Information: Number of: cross sections = 59 Multiple openings = 0 Culverts = 2 Inline Structures = 0 Bridges = 0 Lateral structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow ******************************************************************************** FLOW DATA Flow Title: Breach discharge Flow File : F:\5161.002\Hydraulics\HEC-RAS_Breach\Breachchannel.f03 Flow Data (cfS) ***************************************************************************** * River Reach RS - Damsreach Q Trickle_flow * * Reach #2 breach channel 5500. * 1086 50 * Boundary Conditions ******************************************************************************************************** * River Reach Profile * upstream Downstream * ******************************************************************************************************** • Page 1 III, ereachChannel.rep * Reach #2 breach channel oamareach Q * Critical Known MS = 4924.46 * * Reach #2 breach channel Trickle_flow * critical Known ws = 4922 * **************** ************************************************* *.*********************** ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Reach #2 ***************************************************************** * Reach River sta. * nl * n2 * n3 * ***************************************************************** *breach channel * 5500. * .035* .06* .035* *breach channel * 5241 * .045* .045* .045* *breach channel * 5231 * .045* .045* .045* *breach channel * 5215 * .045* .045* .045* *breach channel * 5200.01 * .045* .045* .045* *breach channel * 5200 * .045* .045* .045* *breach channel * 5190 * .035* .06* .035* *breach channel * 5141 * .045* .045* .045* *breach channel * 5131 * .045* .045* .045* *breach channel * 5115 * .045* .045* .045* *breach channel * 5100.01 * .045* .045* .045* *breach channel * 5100 * .045* .045* .045* *breach channel * 5090 * .035* .06* .035* *breach channel * 5041 * .045* .045* .045* *breach channel * 5031 * .045* .045* .045* *breach channel * 5015 * .045* .045* .045* *breach channel * 5000.01 * .045* .045* .045* *breach channel * 5000 * .045* .045* .045* *breach channel * 4990 * .035* 06* .035* *breach channel * 4941 * .045* .045* .045* *breach channel * 4931 * .045* .045* .045* *breach channel * 4915 * .045* .045* .045* *breach channel * 4900.01 * .045* .045* .045* *breach channel * 4900. * .045* .045* .045* *breach channel * 4890 * .035* .06* .035* *breach channel * 4800. * .035* .06* .035* *breach channel * 4700. * .035* .06* .035* • *breach channel * 4600. * .035* .06* .035* *breach channel * 4500. * .035* .06* .035* *breach channel * 4400. .035* .06* .035* *breach channel * 4300. * .035* .06* .035* *breach channel * 4210 * .035* .06* .035* *breach channel * 4200. * .035* .04* .035* *breach channel * 4158 *culvert * *breach channel * 4120 * .035* .04* .035* *breach channel * 4110 * .035* .06* .035* *breach channel * 4100. * .035* .06* .035* *breach channel * 4000. * .035* .06* .035* *breach channel * 3800. * .035* .06* .035* *breach channel * 3600. * .035* .06* .035* *breach channel * 3590 * .035* .06* .035* *breach channel * 3400. * .035* .06* .035* *breach channel * 3200. * .035* .06* .035* *breach channel * 3000. * .035* .06* .035* *breach channel 2990 .035* .06* .035* *breach channel * 2980 * .035* .04* .035* *breach channel * 2870 *culvert * * *breach channel * 2760 * .035* .04* .035* *breach channel * 2750. * .035* .06* .035* *breach channel * 2740 * .035* .06* .035* *breach channel * 2700. * .035* .06* .035* *breach channel * 2600. * .035* .06* .035* *breach channel * 2400. .035* .06* .035* *breach channel * 2300. .035* .06* .035* *breach channel * 2100. * .035* .06* .035* *breach channel * 1900. * .035* .06* .035* *breach channel * 1700. * .035* .06* .035* *breach channel * 1600. * .035* .06* .035* *breach channel * 1590 * .035* .06* .035* *breach channel * 1500. * .035* .06* .035* *breach channel * 1000.25 * .035* .06* .035* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS • Page 2 • BreachChannel .rep River: Reach #2 ***************************************************************** * Reach * River sta. * Left * Channel * Right * *.**************************************************************** *breach channel * 5500. * 259* 259* 259* *breach channel * 5241 * 10* 10* 10* *breach channel * 5231 * 16* 16* 16* *breach channel * 5215 * 15* 15* 15* *breach channel * 5200.01 * .0001* .0001* .0001* *breach channel * 5200 * 10* 10* 10* *breach channel * 5190 * 49* 49* 49* *breach channel * 5141 * 10* 10* 10* *breach channel * 5131 * 16* 16* 16* *breach channel * 5115 * 15* 15* 15* *breach channel * 5100.01 * .0001* .0001* .0001* *breach channel * 5100 * 10* 10* 10* *breach channel * 5090 * 49* 49* 49* *breach channel * 5041 * 10* 10* 10* *breach channel * 5031 * 16* 16* 16* *breach channel * 5015 * 15* 15* 15* *breach channel * 5000.01 * .0001* .0001* .0001* *breach channel * 5000 * 10* 10* 10* *breach channel * 4990 * 49* 49* 49* *breach channel * 4941 * 10* 10* 10* *breach channel * 4931 * 16* 16* 16* *breach channel * 4915 * 15* 15* 15* *breach channel * 4900.01 * .0001* .0001* .0001* *breach channel * 4900. * 10* 10* 10* *breach channel * 4890 * 90* 90* 90* *breach channel * 4800. * 100* 100* 100* *breach channel * 4700. * 100* 100* 100* *breach channel * 4600. * 127* 100* 66* *breach channel * 4500. * 127* 100* 66* *breach channel * 4400. * 100* 100* 100* *breach channel * 4300. * 90* 90* 90* *breach channel * 4210 * 10* 10* 10* *breach channel * 4200. * 80* 80* 80* *breach channel * 4158 *culvert * * * *breach channel * 4120 * 10* 10* 10* fl *breach channel * 4110 * 10* 10* 10* *breach channel * 4100. * 100* 100* 100* *breach channel * 4000. _ 200* 200* 200* *breach channel * 3800. * 200* 200* 200* *breach channel * 3600. * 10* 10* 10* *breach channel * 3590 * 190* 190* 190* *breach channel * 3400. * 200* 200* 200* *breach channel * 3200. * 200* 200* 200* *breach channel * 3000. * 10* 10* 10* *breach channel * 2990 * 10* 10* 10* *breach channel * 2980 * 220* 220* 220* *breach channel * 2870 *culvert * *breach channel * 2760 * 10* 10* 10* *breach channel * 2750. * 10* 10* 10* *breach channel * 2740 * 40* 40* 40* *breach channel * 2700. * 100* 100* 100* *breach channel * 2600. * 200* 200* 200* *breach channel 2400. 100* 100* 100* *breach channel * 2300. * 200* 200* 200* *breach channel 2100. * 200* 200* 200* *breach channel * 1900. * 200* 200* 200* *breach channel * 1700. * 100* 100* 100* *breach channel * 1600. * 10* 10* 10* *breach channel * 1590 * 90* 90* 90* *breach channel * 1500. * 500* 500* 500* *breach channel * 1000.25 * * * ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #2 **************************************₹.**************** Reach * River sta. * Contr. * Expan. * ** **************************************************** *breach channel * 5500. * .1* .3* *breach channel * 5241 * .1* .3* *breach channel * 5231 * .1* .3* *breach channel * 5215 * .1* .3* • Page 3 ill, ureachchannel.rep *breach channel * 5200.01 * .1* .3* *breach channel 5200 * .1* .3* *breach channel * 5190 * .1* .3* *breach channel * 5141 * .1* .3* *breach channel * 5131 * .1* .3* *breach channel * 5115 * .1* .3* *breach channel * 5100.01 * .1* .3* *breach channel * 5100 * .1* .3* *breach channel * 5090 * .1* .3* *breach channel * 5041 * .1* .3* *breach channel * 5031 * .1* .3* *breach channel * 5015 * .1* .3* *breach channel * 5000.01 * .1* .3* *breach channel * 5000 * .1* .3* *breach channel * 4990 * .1* .3* *breach channel * 4941 * .1* .3* *breach channel * 4931 * .1* .3* *breach channel * 4915 * .1* .3* *breach channel * 4900.01 * .1* .3* *breach channel * 4900. * .1* .3* *breach channel 4890 .1* .3* *breach channel * 4800. * .1* .3* *breach channel * 4700. * .1* .3* *breach channel * 4600. * .1* .3* *breach channel * 4500. * .1* .3* *breach channel * 4400. * .1* .3* *breach channel * 4300. .3* .5* *breach channel * 4210 * .3* .5* *breach channel * 4200. * .3* .5* *breach channel * 4158 *culvert * * *breach channel * 4120 * .3* .5* *breach channel * 4110 * .3* .5* *breach channel * 4100. * .3* .5* *breach channel * 4000. * .1* .3* *breach channel * 3800. * .1* .3* *breach channel * 3600. * .1* .3* *breach channel * 3590 * .1* .3* *breach channel * 3400. * .1* .3* *breach channel * 3200. * .1* .3* • *breach channel * 3000. * .3* .5* *breach channel * 2990 * .3* .5* *breach channel * 2980 * .3* .5* *breach channel * 2870 *culvert * * *breach channel * 2760 * .3* .5* *breach channel * 2750. * .3* .5* *breach channel * 2740 * .3* .5* *breach channel * 2700. * .1* .3* *breach channel * 2600. * .1* .3* *breach channel * 2400. * .1* .3* *breach channel * 2300. * .1* .3* *breach channel * 2100. * .1* .3* *breach channel * 1900. * .1* .3* *breach channel * 1700. * .1* .3* *breach channel * 1600. * .1* .3* *breach channel * 1590 * .1* .3* *breach channel * 1500. * .1* .3* *breach channel * 1000.25 * .1* .3* *₹₹₹₹₹₹₹***₹*₹₹₹₹₹₹₹₹₹₹*******₹₹₹₹₹₹₹₹₹₹*****₹₹₹₹₹₹₹₹*₹ • Page 4 HEC-RAS Plan'.Prop_breach River:Reach#2 Reach.breach channel Profile'.DamBreach a Reach River Sta Profile 0 Total Min Ch El W.S.Elev Cr9 W.S. E.G.Eev E.G.Slope Vet ChM Flow Area Top Width Fmuie#OM (cfs) (B) (n) (B) (ft) (®B) (Ns) (sae) (B) beach channel 1000.25 DamBreacha 1086.00 4918.83 492446. 4923451 4924]8 0.004536 434 241.04 95.28 0.36 • leach cannt 1500. DamBreachO 1086001 4920.33 492634'1 1 4926.58 0002912 36] 2])91 98.33 0.29 breach channel 1590 Dan1Breach0 1086 00 4920.60 4926 60 4926.84 0002966 369 2)682 98.22 0.30 ,beach channe 1600. DemBreeMO j 108600 4920.63 49266311 492fi 8] 0.002937 368 2]]12 98.26 0.30 !breach&each channe 1900. DamBreach a .001 4921.53 4927.52 4927.76 0 002988 3.71 275.58 98.12 0.301 nne Breach a 4922.131 4928.12 0.002996, 371 98.10 0.301 breach hanne 2300. DammBreach 0 1086001 4922731 4928.72 4929.02 4929961 0.002999 3.71 2]5.24 9809 0.30 98.09 0 11 breach thane 2400. DamBreach 0 108600 4923031 breach channe 2600. DamBreach 0 108600 492363! 492962 _.. 492986': 0.0029991 3)1'1_ 2]5.24 9809 _ 030''. breach chorine 12]00. DamBreach0 1086.00 492393 4929.81 4930.37, 0O06208 5.26 18408 97.27! 0.431 breach channe 2740 DamBreachCI 108600 4924.05 4929.95 4930.87' 0010445 6.05 14437 97.43 0.56 breach dame 2750. DamBreach0 1086001 4924081 4929.98 4931.0] 001283] 1_58 13191 9198 062 beach theme 2760 DamBreach a 1086.001 4.924.11 493059( 4931 261 _0O03230 65] 165.39 102.03. 0.48. beach channel 28]0 Culver _ 'breach channel 2980 DamBreach0 1086.00 6926]] 4932.88! 4929.04 4933.28 0.001399 5.11 212.59 115.05: 0.33. I beach charnel 2990 DamBreach a 1086.00 4924.80 4933 17' 4933.36 0.000918 269 32322 11].14 0.18 beach channel 3000. DamBreach 0 1086.00 4924.83 4933.28 l 4933.39 O000489 1.98 42]]31 11].82 0.13 breach channel 3200. DamBreach 0 1086.00 4925.43 4933421: ! 4933.49 0.000522 1.95 481.11! 114.081 0.13 __— beeMchenm 3400. DamBreach O 1 1086.00 4926.03 4933.52 1. 4933.62 0.000750 2.23 432.19' 110.15' 0.16 breach channe 3590 DamBreacha 108600 4926.60 49336] 4933.80 0001052 2.52 38664 106.79 0.18 breach channe 3600. DamBreach 0 108600 492663 4933.58, 4933.81 0.0010)0 253 38450, 106.63 018 breach channe 3800. DamBreach 0 1086.00 492]231 493391 4934.07 0.001485 2.86 345.531. 103.67 0.21 breech channe 4000. DarnBreach 0 1086.00 492183] 493423 4934.42 0001944 3.16 31660. 101.41 0.24 breach channe . DernElreath 0 1086.00 4928.131_ 4934.28 4935.07 0 008230 6.28 155 25 99.38 0.50 breech damp 412200 DamBreach 0 1086.00 4928.19 493470 4935.42 0.003035 64411 1605110989 0.57 breach channe 4110 DamBreach 0 108600 492016 49362) 4935.26! 00106591 ]12 13924 102.89 0.47 I breach channe 4158 Culvert !breach chorine 4200. DamBreach a 1086.00. 4928.43 4935.95! 4210 195.55 4932.70 4936.43 0001848 555110.35 0.38 c Damareach 0 1086.00 492046 493622111 493650 0.001657 3.40 26309 112.25 0.23 !breach charnel 4300. DamBreach 0 1086.00 4928.73 4936.56 4936.65 0.000582 203 469.92 112.86 ;beach channel 4400. DamBreach a 1086.00 4929.03 4936.62' 4936.71 O000691 2.17 442.66 110.91 0.151 I beach channel 4500. DamBreach 0 1086.00 492933 493668 4936)91 0000]]0 214 416.35 109.00 0231. I breach channel 4600. DamBreach 0 108600. 4929.63 4936]5 4936.88 0.000928 2.90 3919] 107.19 0.25. 1breach channel 4700. ,DamBreach 0 1086 00: 4929.93 493685 .99 0.001199 2 64 370.43 105.57 Ibreach Glenne 4800. I DamBreach a 1086.00 4930.23 .12 0.001408 351.52 13 0 21 930.50 94 0 0.22 breach chance 1treach chem. 4900. I DamBreach 0 108600 h 0 1086 001 493053 4931 4936.97 0 -1 4937 29 0001096.26 0.001609 425 33379 102.76 032, breath channel 4900.01 DamBreach a 108600 4929.53 493)20 493]29 O000]92 3.111 451.19 111.52 021 1086.00 4938.36 I beach damns 4990 DamBreach 100600 493372 4939.331 493836 093965 00046001 436 452.60 11163 0.21 beach channe 4915 DamBreach 0 1086.00 4929.53 493721, 493435 493]31 0000]85 310 • — _ L_ 166.78 8881 00 63 .82 breath channe 5000 DamBreach CI 108500 493370 4939331 4939.721 000]950 7.19 203 16 92.03 051 &each channe 4931 DamBreach CI 4939.20 0.013885 23981 95.16 03] beach Sarre 4941 DamBreacM1O 1086.00 4933 56 4938.7914939.33 0005130 _ 6.11 236 fi]f 94.90 _ O.St'.4939.74 breach channe 5015 DamBreach CI 108600 4932.]4 493961 493]5)10.0014651 3.90 362.10 104.94 029 beach chancre 5000.01 DamBreach 0 1086001 4932.74 493958 4939.76' 3.9 0.001665 3.87 364]1 105.14 0.291 l charms a 5031 DamBreach CI 108600 4936]4 4941.5) 4941 571 494241 0013912 886!. 1666] 88.60i 0821 beach Sienna 5041 DamBreach 0 108600' 4936]] 4942.00 1 4942.54 0.007940 7.18' 203.25 92.04 0.63! beach dame 15090 DamBreach a 108fi00 4936.92 4942.54 4942.06 0.004625 4 3 239.53 9514 0.3]11 1 bad cr eme I 5100 DamBreacha 108600 4936.95 4942.54 4942.93 0.005127 6.11_ 236.12 94.901 0.51 beach Srenm 5100.01 DamBreach 0 108600 493595 4942➢91 4942.95 0.001496 3.90 362.16 104.941 0.29 breach dame 5115 Dalrfreadt a 108600 4935.951 4942821 494078 4942.97. 0.001465 3.81 364.82 105.15! 0.29 breach channel 5131 DemBreaMO 1086.00 4939951_ 494418 4966]8 494562 0.013912 8.86. 166.67 88.80 0.82 1 breach chum 5141 DamBreacha 1086.00 4939.98! 4945211 4945.75 0.007940 ].181 203.25 92.04y _ 0.63 breach channel 5190 DamBreach 0 1086.00 4940.13! 4945.75 4946011 00046251 43]! 239.53 95.141 0.37 -_ 6.111 236 72 94901 0.51 DamBreach channel 5200 OemBrea 0 1086 00 4940.16. 6965)5 4946.14 0.0051211 breech channel 5200.01 DamBreech0 1086.00 4939.16 4946.00 4946.16 0.0014961 3.90 362.16' 104.94 0.29 breach dame 5215 DamBreach 0 108600 493916 494603 494399 494618 0001465 381 366.82: 105.IS 029 1 breach channel 5231 DamBreach0 1086.00 4943.16 494199 494].99 4948.83 0.013912 886 166.67'' 88.80 0.82 breach channel 5241 0 1086.00 4943.19 4948.42 4948.9 0007940 7.18 20325 920 06363 breach channel 5500. DamBrea h0 1086.00 4943.97 494915 494831 494991 0.0019781 293 339.28! 127.66 0.24 0 a = U a CO a • d to J °O 0 U) o o 0 N \ DOSS o O O N N 4 _ N. O61S O 0609 o0 r• 0664 ?- o 0684 N '0084 O 00L4 m '0094 0094 TB• N 0044 Co '00£4 t - U c 8914 a -'3 _ 0014 0 o o a y 0004 -0 co tO o _ O 0 .009E - o • co2 N U ?). .$.?). .$. C � v 069E o 0_ o as 0 c m 8i I004£ t 0_ o 0 o OOZE 2 a m 8 oo • 0 i 018? N a I V I - a) 0 001? a 0 0093 - a T.) 0042 N •00E3 t O a "0012 0 co O a co a a0 0061 00LI- 0691- .0091- • O in yO N O N 0 N 0 0 a, m a N m v 0 a a a a a -4- (II)uoiwnal3 • APPENDIX J CD OF MODELS • APPENDIX K SEO MEMORANDUM OF HYDROLOGIC REVIEW FOR HIGHLAND No. 3 DAMID 050135 • co• MEMORANDUM I/ of HYDROLOGIC HYDROLOGIC REVIEW w<, d for ,St <<ar•Y Niy' HIGHLAND Ns 3 RESERVOIR —4r�•se DAMID O5O135 by C� James R Dubler November 1999 al)/41://1 I. SUMMARy This dam is located in southwestern Weld County adjacent to I 25, about seven miles east of Longmont. The basin comprises 500 ac including the 173 ac reservoir surface. The reservoir can spill around each end of the dam, but the potential spillway at the right end of the dam was ignored in the analysis. The spillway at the left end of the dam easily routes the IDF,with nearly two ft of residual freeboard. The spillway is adequate. II. INTRODUCTION --c • - np The purpose of this study is to determine whether or not the existing spillway meets SRO criteria,and if not, to determine the approximate margin of deficiency. Information in the study, including that upon which the flood routing model is based,was taken from SRO files. This information is believed to be reasonably accurate however it was not field checked except as noted herein. Information herein is not considered a sufficient basis for design. This reservoir is located immediately west of 125 and immediately south of SH 66 in southwestern Weld County. It is about seven miles east of Longmont. It is in section 27, T3N, R68W of the 6th Principal Meridian,at 40°11'30"north latitude, 104°59'36"west longitude; see topo 23L. The darn is composed of an earthen embanlanent with a vertical concrete wall as the upstream face. See sketch, computations p. 3. The embankment is only a few ft high, however the elevation of the outlet conduit is significantly below that of the surrounding natural terrain. The concrete wall is about 1660 ft long. The crest elevation is about 4950. Normal storage in the reservoir is 1670 ac-ft. No record drawings for the dam are on file. There is no Phase 1 study for this dam. There are no prior hydrology studies for this dam. The reservoir is not currently restricted. File review(Append A) shows no particular information regarding the spillways other than brief descriptions of spillway geometry. The spillways are merely open areas on each end of the dam. See sketch, • computations p. 1. No spillway designs are on record. • III. HAZARD CLASSIFICATION The hazard classification of this dam has always been considered Moderate, or II, and that is currently appropriate. IV. BASIN DATA The area of the basin,including the reservoir,is 500 ac. See calculations p. 4. The area of the reservoir is 173 ac. Both areas were measured from the quad sheet by planimeter. There is a small area lying adjacent to SH 66 on the north which would drain into the reservoir if the highway did not prevent it from doing so. That area is not included in the 500 ac figure above. The ditch which feeds both this reservoir and Highland Ns 1 to the north undercrosses SH 66 and could import water into the subject reservoir during a storm,however in accordance with the no import-no export assumption,this was not considered in this study. One percent impervious area was assumed in the land portion • of the basin. Soil types within the basin were determined using the SCS Soil Survey of Weld County. See calculations p. 6, 7. Soil types are:A-0%, B-49%, C- 33%, D- 18%. A weighted infiltration value of 0.15 in/hr was calculated based on the average infiltration rates in • the USBR Flood Hydrology Manual. The initial abstraction was taken to be zero. V. RESERVOIR DATA There are potentially three spillways at this dam: 1. Spillway at left i end of darn. This appears to be the intended spillway,and is assumed to be the only spillway for purposes of the flood routing model. Water spills around the left end of the dam across the existing natural ground surface. From the left end of the concrete wall(which is the upstream face of the dam) the natural ground surface slopes gradually upward to the east. Thus the spillway here is potentially quite wide,however for modeling purposes this spillway is taken to be only 100 ft wide. Crest elevation is taken to be gage height 16.4,which is the mean elevation of the crest(see survey notes,calculations p. 5). The reservoir is"full"at gage height 16.0. Freeboard here is 4.1 ft. See subsequent narrative regarding dam crest. 2. Spillway at right end of dam Water can also spill out of the reservoir at the right end of the dam,in a manner Similar to that at the opposite end. The ground surface (crest elevation)here is gage height 17.7. The difference between this"spillway"and that at the left end of the dam is that there are numerous mature trees here and the ground elevation is 1.3 ft higher. Nevertheless some water could and would spill here during the IDF,however for purposes of the routing model, this spillway was ignored. Freeboard here is 2.8 ft. See subsequent narrative regarding dam crest. 3. Horse watering trough_ Near the head gate is an opening in the concrete wall which is 7.6 ft wide and has crest elevation gage height 19.9. In the past this has sometimes been referred to as a spillway,but it seems more likely it was constructed to water • draft animals. This opening was ignored in the routing model. Freeboard here is 0.6 ft. • The dam "crest"is the top of the concrete wall. See sketches, calculations p. 1,3 and survey notes,p. 5. The wall is about 1660 ft long. Only three elevations were shot on the top of the wall, as noted on the sketch,calculations p. 1. The maximum difference among the elevations is 1.54 ft. Based on visual observation, the wall elevation is obviously somewhat irregular, but not grossly so. Freeboard distances noted above are based on the least wall elevation determined. The flood routing model was begun with the reservoir full to the spillway crest: gage height 16.4. Stage-storage data were estimated based on the slope of the surrounding topography and an assumed conical shape for the surcharge volume. See calculations,p. 2. Stage-discharge data were calculated as shown in the calculations p. 2, based on the broad-crested weir equation using coefficients as described in Appendix C. Water was assumed to spill around the left end of the darn only, and the spillway width was assumed to be 100 ft. It is significant to note that the actual spillway width is significantly greater than 100 ft,however for conservatism and ease of modeling, a 100 ft width was assumed. VI- PRECIPITATION AND ROUTING Precipitation data were taken from HMR 55A. See calculations p. 3. The general storm• value at 72 hr is 38.8 in. The local storm one-hr value is 10.9 in. This being an Intermediate Class 2 structure, 50%of the precipitation was used to generate runoff. The USER Great Plains unit hydrograph was used for the land portion of the basin. See Appendix B. Basin geometry (slope, etc.) was taken from the USGS quad map. The basin centroid (for the land portion of the basin) was found by suspending a cut-out of the basin. The centroid was found to lie within the reservoir, as shown in the calculations,p. 4. This resulted in a value of zero for Loa which made no sense, so a value of 0.2 mi was chosen for A value of 0.05 was chosen for Ka. This is higher than the usual value because the entire basin is corn field with virtually no "channel" The reservoir portion of the basin was modeled separately from the land area using a triangular unit hydrograph. The HEC-1 program was used to route the storm. The input file is shown in Appendix D. Only the input file is included, as the output file is lengthy. Soft copies of both files are available from the writer. Maximum stage was found to be gage height 18.64. This is quite conservative because the routing model ignores additional spillway capacity available to the left of the assumed left end of the spillway as modeled, and also ignores the spillway at the right end of the dam. Thus the actual maximum stage during the IDF would be significantly less than gage height 18.64. - The local storm was also run. It yielded a maximum water surface elevation of gage height 17.73. Thus the general storm is more critical. • • VII. CONCLUSIONS This basin is small and the reservoir covers 35%of the total basin. Conservative assumptions were made regarding spillway size. The IDF was routed with 1.9 ft residual freeboard. The spillway conforms to our current criterion. VIII. APPENDICES APPENDIX A Notes from file review. These notes do not constitute a comprehensive file review. Items unrelated to spillway or hydrology are generally omitted. Dates are shown as yymmdd. 720209 Data sheet from dam safety file shows hatard as "Moderate". 730510 Inspection report by? states"At each end of the darn there is a 100' ± earthen spillway. Also to the right of the outlet is a 10' wide concrete spillway which extends just over the crest of the earth dam." 750213 Inspection report by EWW: three spillways (1) right abutment, 200' ±wide with 3 ft freeboard; note-this reference should probably be to the left spillway, not • the right spillway; (2) right abutment,200' ±wide with 5.5 ft freeboard; (3) eight ft± wide opening in concrete wall near outlet with 1.5' ±freeboard. Left spillway blocked by trees. 750314 Conversation between EWW and Highland supt verifies the main spillway is the left spillway and a secondary spillway is at the west (right) end of the dam. 780404 Inspection report by EWW states left spillway is cleared of trees and appears adequate to pass"any design storm". 800716 Hazard formally designated as Moderate by JVS. 840524 Inspection report by GRB: Concrete"spillway"near outlet is not a spillway, but is an opening in the wall to allow horses to be watered. 900807 Inspection report by MRH: Spillway at left end of dam; additional capacity at right end of parapet wall across natural ground. APPENDIX B USBR Great Plains Unit Hydrograph(attached) APPENDIX C • Discharge coefficients for broad-crested spillways (attached) • APPENDIX D HEC-1 Input File (attached) • • GREAT PLAINS UNIT HYDROGRAPH 12-Nov-99 III Highland No. 3 (reservoir excluded) Drainage Area= 0.51 sq.miles Lg+D/2= 0.32 Hours Basin Slope= 105 ft./mile Basin Factor= 0.22 L= 0.55 mi.,length of Watercourse V= 13.71 cfs/Day Lca= 0.2 mi.,Distance to Centroid Qs= 43.4 'q,ets Kn= 0.05 -,Ave.Weighted Manning's n PARAMETERS: Calculated: Lag Time,Lg= 0.29 Hours Unit Duration,O= 3.18 minutes Calculated Timestep= 0.95 minutes Data to be used Unit Duration,D= 3 minutes,round down to nearest of 5,10, 15,30,60, 120,180,or 360 in Analysis Selected Timestep= 3 minutes,integer value evenly divisible into 60 Unittnflow Hydrograph Synthetic USBR GREAT MAINS too 1.000 8C0• _ 1 800 a 0 400 ]00 OW 0.20 040 0.60 0.80 1.00 120 1.40 1E0 1.80 200 TIME.(Hours) UI Record-Unit Graph 3 minute interval UI 41 241 544 844 1033 799 580 443 344 265 UI 205 164 137 114 99 88 78 69 61 55 UI 49 43 38 34 30 27 24 21 19 17 UI 15 13 12 11 10 9 8 6 UI UI UI UI • UI UI UI UI USBR calculated unitgraph peak= 1042 Interpolated Peak= 1033 Time t,% X Qs Time&% of Lg+D/2 Hours Min. 9 cis of Lg+D/2 Hours Min. Os 9 ds • 5.0 0.02 0.9 0.10 4 305.0 0.96 57.9 1.37 1.32 10.0 0.03 1.9 0.20 9 310.0 0.98 58.8sa 15.0 0.05 2.8 O.Bt 35 315.0 1.00 59.8 1.27 557 5 20.0 0.06 3.8 1.66 72 320.0 1.01 60.7 1.23 53 53 25.0 0.08 4.7 3.23 140 325.0 1.03 61.6 1.18 51 30.0 0.09 5.7 4.83 210 330.0 1.04 62.6 1.14 35.0 0.11 6.6 7.06 306 335.0 1.06 63.5 1.10 49 40.0 0.13 7.6 9.18 398 340.0 1.07 64.5 48 1.05 46 45.0 0.14 8.5 11.10 482 345.0 1.09 65.4 1.02 44 50.0 0.16 9.5 14.03 609 350.0 1.11 66.4 0.98 43 55.0 0.17 10.4 16.25 705 355.0 1.12 67.3 0.94 41 60.0 0.19 11.4 18.07 784 360.0 1.14 68.3 0.91 65.0 0.21 123 20.19 876 365.0 1.15 69.2 0.87 39 70.0 0.22 13.3 21.40 928 370.0 1.17 70.2 0.84 3836 75.0 0.24 14.2 22.91 994 375.0 1.19 71.1 0.81 35 80.0 0.25 15.2 24.02 1,042 380.0 1.20 72.1 0.78 34 85.0 0.27 16.1 22.81 989 385.0 1.22 73.0 0.75 90.0 0.28 17.1 20.59 893 390.0 1.23 74.0 0.72 33 31 95.0 0.30 18.0 18.37 797 395.0 1.25 74.9 0.70 100.0 0.32 19.0 16.65 722 400.0 1.26 75.9 0.67 30 105.0 0.33 19.9 15.04 652 405.0 1.28 76.8 0.65 229 8 110.0 0.35 20.9 13.52 586 410.0 1.30 77.8 0.62 27 115.0 0.36 21.8 12.51 543 415.0 1.31 78.7 0.60 26 120.0 - 0.38 22.8 11.40 495 420.0 1.33 79.7 0.58 25 125.0 0.40 23.7 10.50 455 425.0 1.34 80.6 0.56 24 130.0 0.41 24.7 9.59 416 430.0 1.36 81.6 0.54 23 135.0 0.43 25.6 8.88 385 435.0 1.38 82.5 0.52 23 140.0 0.44 26.6 8.26 358 440.0 1.39 145.0 0.46 27.5 7.57 328 445.0 1.41 84.4 0.4488 22 150.0 0.47 28.5 6.96 302 450.0 1.42 85.4 0.46 221 0 155.0 0.49 29.4 6.36 276 455.0 1.44 86.3 0.44 19 160.0 0.51 30.3 5.95 258 460.0 1.45 87.3 0.43 19 165.0 0.52 31.3 5.45 236 465.0 1.47 88.2 0.41 18 170.0 0.54 32.2 5.05 219 470.0 1.49 89.2 0.40 17 __ -_ 175.0 0.55 33.2 4.64 201 475.0 1.50 90.1 0.38 16 180.0 0.57 34.1 4.39 190 480.0 1.52 91.0 0.37 16 185.0 0.58 35.1 4.04 175 485.0 1.53 92.0 0.35 15 190.0 0.60 36.0 3.78 164 490.0 1.55 92.9 0.34 15 195.0 0.62 37.0 3.53 153 495.0 1.56 93.9 0.33 14 200.0 0.63 37.9 3.38 147 500.0 1.58 94.8 0.32 14 205.0 0.65 38.9 3.18 138 505.0 1.60 95.8 0.30 210.0 0.66 39.8 2.98 129 510.0 1.61 13 215.0 0.68 40.8 2.79 121 515.0 1.63 97..7 7 0.29 13 220.0 0.70 41.7 . 2.67 116 520.0 1.64 98.6 0.27 113 2 225.0 0.71 42.7 2.52 109 525.0 1.66 99.6 0.26 .230.0 0.73 43.6 2.41 105 530.0 1.68 100.5 0.26 11 235.0 0.74 44.6 2.32 101 535.0 1.69 101.5 0.25 11 240.0 0.76 45.5 2.24 97 540.0 1.71 102.4 0.24 10 245.0 0.77 46.5 2.15 93 545.0 1.72 103.4 0.24 10 250.0 0.79 47.4 2.08 90 550.0 1.74 104.3 0.23 110 0 255.0 0.81 48.4 2.00 87 555.0 1.75 105.3 0.22 10 260.0 0.82 49.3 1.92 83 560.0 1.77 106.2 021 265.0 0.84 50.3 1.85 80 565.0 1.79 107.2 0.20 9 270.0 0.85 51.2 1.79 78 570.0 1.80 108.1 0.20 g9 275.0 0.87 52.2 1.72 75 575.0 1.82 109.1 0.19 280.0 0.89 53.1 1.66 72 580.0 1.83 110.0 0.18 8 285.0 0.90 54.1 1.59 69 585.0 1.85 111.0 0.18 a8 290.0 0.92 55.0 1.54 67 590.0 1.87 111.9 0.17 7 295.0 0.93 56.0 1.48 64 595.0 1.88 112.9 0.16 7 300.0 0.95 56.9 1.42 62 600.0 1.90 113.8 0.16 7 NOTES: 1. Methodology used Dimensionless Unit Hydrograph. 7 2 For values of q use Table 4-9 from Flood Hydrology Manual • • DISCHARGE COEFFICIENTS for BROAD-CRESTED SPILLWAYS The broad-crested weir formula, Q = cLh's is often used to calculate a rating curve for an emergency spillway. Brater and King's Handbook of Hydraulics, Sixth Ed. tabulates values for the coefficient c for numerous types of broad-crested weirs. (p. 5- 40/5-44) Unfortunately, there are substantial differences between the weirs in the handbook and the usual earth- or rock-cut emergency spillway. Weirs treated in the handbook are of several cross-sections. The rectangular weirs have vertical faces upstream and downstream, and horizontal crests which are at most 15 ft. wide. The trapezoidal weirs have horizontal crests which are at most 1.32 ft. wide, and inclined faces which are 6:1 or (usually) steeper. The usual earth- or rock-cut emergency spillway has a profile which looks more like that shown below. Discharge coefficients for the widest (15 ft. ) rectangular weir in the handbook range from 2.63 to 2.70. Discharge coefficients for the widest (1.32 ft.) trapezoidal weir range from 2.71 to 3.22 . Due to the differences in geometry between the weirs in the handbook and the usual emergency spillway profile, use of • these discharge coefficients can result in significant over- estimation of spillway capacity. ` Using Soil Conservation Service (SCS) Technical Release (TR) 39, "Hydraulics of Broad-Crested Spillways", (1968) I calculated the rating curve for a typical earth- or rock-cut emergency spillway. This is sketched below as "spillway". I also calculated the rating curve for overtopping flow over a typical embankment dam cross-section. This is sketched below as "embankment". (Manning's n of 0.04 is inherent in the TR 39 material.) I then calculated what the discharge coefficient would have to be for the expression cLh'S to yield the Q found according to TR 39, heads being equal; In each case this calculation was based on a trapezoidal cross- section having bottom width 100 ft. and 2:1 sides. The attached graph shows these c vs. h curves. For the spillway, c values shown are uniformly lower than c values in the handbook, and markedly so at low heads. For the embankment, c values are lower at lower heads and higher at higher heads as compared to handbook values for the 15 ft. rectangular weir. JRD 4-94 leads Resew:. j _ Con.a V•ev Rese S.r/ace � SM:e. Control Section 15, • • Nfl A.oJ b t s.•om ", (2) (i) • DISCHARGE COEFFICIENTS for BROAD-CRESTED SPILLWAYS The broad-crested weir formula, Q = cLh)s is often used to calculate a rating curve for an emergency spillway. Brater and King's Handbook of Hydraulics, Sixth Ed. tabulates values for the coefficient c for numerous types of broad-crested weirs. (p. 5- 40/5-44) Unfortunately, there are substantial differences between the weirs in the handbook and the usual earth- or rock-cut emergency spillway. Weirs treated in the handbook are of several cross-sections. The rectangular weirs have vertical faces upstream and downstream, and horizontal crests which are at most 15 ft. wide. The trapezoidal weirs have horizontal crests which are at most 1.32 ft. wide, and inclined faces which are 6:1 or (usually) steeper. The usual earth- or rock-cut emergency spillway has a profile which looks more like that shown below. Discharge coefficients for the widest (15 ft.) rectangular weir in the handbook range from 2.63 to 2.70. Discharge coefficients for the widest (1.32 ft. ) trapezoidal weir range from 2.71 to 3. 22. Due to the differences in geometry between the weirs in the handbook and the usual emergency spillway profile, use of these discharge coefficients can result in significant over- • estimation of spillway capacity. Using Soil Conservation Service (SCS) Technical Release (TR) 39, "Hydraulics of Broad-Crested Spillways", (1968) I calculated the rating curve for a typical earth- or rock-cut emergency spillway. This is sketched below as "spillway". I also calculated the rating curve for overtopping flow over a typical embankment dam cross-section. This is sketched below as "embankment". (Manning's n of 0.04 is inherent in the TR 39 material.) I then calculated what the discharge coefficient would have to be for the expression cLh)s to yield the Q found according to TR 39, heads being equal. In each case this calculation was based on a trapezoidal cross- section having bottom width 100 ft. and 2:1 sides. The attached graph shows these c vs. h curves. For the spillway, c values shown are uniformly lower than c values in the handbook, and markedly so at low heads. For the embankment, c values are lower at lower heads and higher at higher heads as compared to handbook values for the 15 ft. rectangular weir. JRD 4-94 4 Maley y -- MMo1 Genoa L Gaud 15. �setl;a. 1 1 -0.001 de N• zoo' ;row (a) COf spillway embankment • III � y T r a) to to -d x � rn a' -- • U nco -N Ce3 � a) cri o o • cv 3 `.I.[4Iai3W3O3 • ID HIGHLAND NO. 3 DAMID 050135 ID RESERVOIR & LAND TREATED AS TWO BASINS ID GREAT PLAINS UH ID JRD NOVEMBER 1999 *FREE IT,3, , , 2000 I0,1, 2, JR,PREC, _5 ,LAND, RUNOFF FROM LAND PORTION OF BASIN BA, _51 PH, , .01, 2.58 6. 80 15 .10 19.36 21.84 26 . 10 30.10 34.10 PH, 37. 07 40 .03 LU,0, .15, 1,0, 0, 0 UI,41,241, 544, 844,1033, 799, 580,443, 344, 265 UI,205, 164, 137, 114, 99, 88, 78, 69, 61, 55 UI,49,43,38, 34,30,27,24, 21, 19, 17 UI,15,13, 12, 11, 10, 9, 8,6, 0 KK,RES, RESERVOIR RUNOFF BA, .27 LU, 0, 0,100, 0, 0, 0 UI,3488.83, 0 KK,'COMB, COMBINE HYDROGRAPHS • HC, 2, 0 KK,DAM, ROUTE THROUGH SPILLWAY RS, 1,ELEV, 16.4 SV,0, 107,200,297, 398, 503, 725 SE, 16 .4, 17, 17. 5, 18, 18. 5, 19, 20 SQ, 0,67, 196, 395, 639, 922, 1605 SE, 16 .4, 17, 17. 5,18, 18 . 5, 19,20 ZZ • Hilhlanet IJ° 3 Hydrology J2v II - 99 • I in -0 ‘..) 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O5O139 Wit'-— _ _—_— -Div—.._-L-_— arty_ past F'o c kwwArz ce-_4_062 ----- • 1921.1 STATION B.8 RT.INST. I. rg' REMARKS 22 .10 l•1ey/kirk 6M (510 = t•v - W4II 1.68 q,52 14,1k vi-h' 4Jrc (rtAA 14-•6 ors gait. rod) 141 t9 ,89_cre t e ka rse lvo ott, 2 Q>1 d 14426 Wt'r 5u(-f 7,26 • 1•1$ 20. 54- to- GorjC Watt@ R. end dan-. 41 , 17.7 road surf (AAvv, tits+) K e a W411 , 17.7 , t. loo' - of k ,, 11 e4 L QinaI 14, 7--C" vl±c 4vrf _64)5 - 1.42 21 .5 31-ho. t ont wall L e,.•Lt d<+v^t 3 .8 16, 31 5I'vJy 1k enok 6 JLvy 3.7 16. 41 '9 o ' L o >/e r 3,G 16, 51 I' F Ivo' L 3 .v 1G,9I + L 3 .o 17' 11 I. t 1-co L } _ _ No of -heels C' mp. by Chk.by--.._..... .. -... viy 5 . ►Jt,VkIrk - re &&r\tc J 4 - 51 " 0 " clkiSelea i\ fop o Con . ., 1 - . L . - ., ,. 0 _ .. 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I1 ' 33 ( . 1 „ / !,r ) _ , 047 . sly D 1S7 i/ V,Y) _ , o b4S = « / /h . !n. .kii 1 � .i f _ 7 �Cri- i.ICI; �, ' ( . Lni 'j .A1� �' --f; t{ } `..' atx AI e \t1FA 5. � 2,.�t..:`�t`� 1111�� 1 t.._ f , , 1 1 M1 1 M1 I 1 ✓T 1 kl \, Y • 1` p t! • v ti- i 1 i T " 4: j; JJ:tt‘' ;V .W,b)-,,'l I ' t •II � 1 ,Et,_ , _ k - Jr ti- t t p4 N 1, - s - __ . a ,y > 7 a• Mf(i i.• i 1 AL 1 �� Z c - vi. 77.,G ; Alfa k t 'Y �, .} �e � ,yt 7 �c 1- ( Y i L PjL •!l r T --t4. •� i�ln� -2.. r �3pjll Ft .Ski lil "�: �� t },tai ^ ��i� � % Tr'.ar.' _ _ --._.--- }. • • v de i • '1 45 7 o x3.t' 2s Emergency Preparedness Plan • for Highland #3 Dam Hazard Class: 2 DAM ID: 050135 National ID: CO01212 Weld County Section 22, Township 3N, Range 68W SIXTH Principal Meridian Next Downstream City or Town: LaSalle Distance to downstream Town: 20.0 miles River or Stream: St. Vrain Creek • Dam type Code: RE Year Constructed: 1881 Dam Height: 20.5 ft Crest Length: 1660 ft Crest Width: 13.0 ft Reservior Surface Area: 173 ac Normal Storage Capacity: 1670 AF Maximum Storage Capacity: 2704 AF Outlet Discharge Capacity: 20 cfs Drainage Basin Area: 500 ac Maximum Spillway capacity: 1950 cfs Emergency Spillway: Spillway Width: 100 ft Freeboard 4.1 ft • November 2002 • Contact Directory Division of water Resources: Dam Safety State office of Emergency Management (OEM) Mr. Bob Wold 303-273-1622 (O) 15075 South Golden Road 303-279-8855 (24 hr number) Camp George West, Building 120 Golden, Colorado 80401-3979 Weld County Sheriffs Office 911 Weld County Emergency Management 970-304-6540 (0) Mr. Ed Herring, Emergency Manager 910 10th Avenue Greeley, Colorado 80631 Contact one of the following in order of the following priority: Jim Dubler 970-352-8712 (O) Feild Engineer(primary) 970-226-0708 (H) Mike Cola 970-352-8712 (O) Feild Engineer(secondary) 970-356-7017 (H) Vacant 970-352-8712 (O) Division Engineer Vacant 303-866-3581 ext. 274 (O) Dam Safety Scott Edgar 303-775-0840 (Cell) District 5 Water Commissioner The Highland Ditch Company,4309 State Hwy 66, Longmont Co. 970-535-4531 • October 2002 • Dam Owners Representatives Owners Personnel: Primary Contact: Sclperintendent Dave Bachman Cell: 720-273-9131 Home: -970-5672137 Alternative: President-Bob Schlegel 970-535-4391-{H) 970-535-4531{0) Alternative: -Vice-President dim-Anderson 303-7-76-8628-(H) 970-535-4531 (0) 303-9464043 -Cell Alternative: -SeeterarvTom-Reynolds 303-776-3913-(H) 970-535-4531 (O) 970-535-4271 (O) • Engineer: Smith Geotechnical 970490-2620 (0) 1225 Red Cedar Circle Ste. H Fort CelIins, Colorado 80524 Contractor: (to effect remedial repairs or actions) Nelsen-Excavation 303-7-73-0834(0) 13761 Elmore Road Longmont; Colorado 80504 Left Hand Excavation 303-651-072-7-(0) 7783 North 73rd Street Longmont, Colorado 80503 October 2002 • • *Highland #3 Evacuee List Anderson, Ed 3042 WCR 28 Longmont CO 80501 303-776-3499(H) Anderson, James 3528 WCR 28 Longmont CO 80501 303-776-8628 (H) Hergenreder, James 12770 WCR 7 Longmont CO 80504 303-678-0221 (H) • • . . ,.. \, r ..... M�uigen �•s i . .__ _. . ) -� \.. 2i _.- > Reservoir 2 $3\ \\N5\ '‘-.‘ N Ye ° 41 \ \ 12.30..—3:r. I'- _-._- s• ;,2 7 e...Q N Pi N. 66i. - \ 1 :t n Lana. / \l 0.9 BO _ • _ 1 ir \ • nsso e6gifT Z \ •I1 ' 0.4 . I / ! / 27r F �F ! 26 , 1 ) .irs,_x------ I I ' . .- i' j : e - -. ✓ v F / • Q 19q - • -A--- • 089J J • ., , 49 /' a' q �r 1 ? ..., ‘'..s,.._____,..,-.---.L___j , in-. ,O a + \ -- •o \ -�'\ esa____-___----Nc,_ A-7-- 44a- 34 ��'- � �� 36 'o Los / �- -`^-f" c / J// _ A / O / - Cr 4827 • • CHANCE-1 4923 �� y�,``:Y � _• - HIGHLAND #3 • e •_ DAMID 050135 10" M S a WELD COUNTY �_S Scale: 1" = 2000' 0 �, • a, N F O �� 6 v w ® 1 • r eXi t 24O ((77 177 Hello