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GUARDIAN SELF STORAGE - PDP190020 - DOCUMENT MARKUPS - ROUND 2 - DRAINAGE REPORT (2)
FINAL DRAINAGE REPORT FOR Guardian Storage Fort Collins Prepared For: Guardian Storage Fort Collins 1555 South 76th Street Superior, CO 80027 Kevin Cohen (303) 250-2059 December 2019 Project No. 39737.01 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 3D Fort Collins, CO 80525 Guardian Storage Fort Collins Final Drainage Report ii TABLE OF CONTENTS TABLE OF CONTENTS ......................................................................................................................... ii APPENDIX ..................................................................................................................................... iii Engineer’s Certification Block ........................................................................................................... iv GENERAL DESCRIPTION AND LOCATION ............................................................................................ 1 LOCATION ..................................................................................................................................... 1 DESCRIPTION OF PROPERTY .......................................................................................................... 1 FLOODPLAIN SUBMITTAL REQUIREMENTS ..................................................................................... 1 DRAINAGE BASINS AND SUB-BASINS ................................................................................................. 2 MAJOR BASINS AND SUB-BASINS. .................................................................................................. 2 SUB-BASIN DESCRIPTION ............................................................................................................... 2 EXISTING OFFSITE DRAINAGE BASINS ............................................................................................ 2 PROPOSED SUB-BASINS DESCRIPTIONS ......................................................................................... 2 DRAINAGE DESIGN CRITERIA ............................................................................................................. 6 REGULATIONS ............................................................................................................................... 6 MINIMIZATION OF THE DCIA ......................................................................................................... 6 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ............................................................. 6 HYDROLOGIC CRITERIA .................................................................................................................. 6 HYDRAULIC CRITERIA ..................................................................................................................... 7 FLOODPLAIN REGULATIONS COMPLIANCE. .................................................................................... 7 MODIFICATIONS OF CRITERIA ........................................................................................................ 7 DRAINAGE FACILITY DESIGN .............................................................................................................. 9 GENERAL CONCEPT ....................................................................................................................... 9 WATER QUALITY/ DETENTION FACILITIES ...................................................................................... 9 LOW IMPACT DEVELOPMENT ........................................................................................................ 9 CONCLUSIONS ................................................................................................................................. 10 COMPLIANCE WITH STANDARDS ................................................................................................. 10 DRAINAGE CONCEPT ................................................................................................................... 10 REFERENCES .................................................................................................................................... 11 Guardian Storage Fort Collins Final Drainage Report iii APPENDIX Appendix A – Figures Appendix B – Hydrologic Calculations Appendix C – Hydraulic Calculations Appendix D – Water Quality Calculations Appendix E – Referenced Material Appendix F – “Beat the Peak” UD SWMM Analysis Appendix G – Maps Guardian Storage Fort Collins Final Drainage Report iv Engineer’s Certification Block I hereby certify that this Final Drainage Report for Guardian Storage Fort Collins was prepared by me (or under my direct supervision) for JR Engineering, LLC and the owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design Standards. Rebecca A. Brush, PE Registered Professional Engineer State of Colorado No. 53260 Guardian Storage Fort Collins Final Drainage Report 1 GENERAL DESCRIPTION AND LOCATION LOCATION The site is located in the North West Quarter of the South West Quarter of Section 1, Township 6 North, Range 69 West of the 6th Principal Meridian in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 1.857 acre property that is currently undeveloped. The site is located adjacent to S. Collage Ave, and Fossil Creek Pkwy. The site will be developed into a commercial self-storage facility. DESCRIPTION OF PROPERTY The Guardian Self Storage site is 1.857 acres at the northeast corner to S. Collage Ave and Fossil Creek Pkwy. The existing site currently has dirt stockpiled on-site. The existing site generally slopes from northwest to southeast with slopes ranging between 0.70% and 25%. The property is generally covered with sparse native grasses. The site currently drains from the northwest corner to the southeast corner to an existing 30”x44” HERCP which outfalls to Fossil Creek, which is located approximately 190 feet south of the site. The site is tributary to the Fossil Creek drainage basin. The Guardian Storage site will be developed in concurrence to Snead Drive directly adjacent to the site along its eastern border as well as open space Tract A with areas of 0.5187 acres and 0.292 acres respectively. FLOODPLAIN SUBMITTAL REQUIREMENTS The site is on FEMA FIRM panel 08069C1000F. The flood map for this location has a status of "not printed". This means that the entire area of the panel is in a single flood zone, so FEMA chose to economize and not create a printable image for this location. The site lies within FEMA Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The site is not located within a FEMA regulated floodway, but the eastern portion of the site is located within the City of Fort Collins Fossil Creek floodplain and is characterized by the city as “City High Risk – Floodway” as shown in Appendix A, FC Maps – Guardian Self Storage. The City of Fort Collins is in the process of reanalyzing and updating the Fossil Creek floodplain and the BFEs (Base Flood Elevations) for Fossil Creek near the site. The revised BFE at out outfall location was estimated to be 4944.84 and the lowest building finished floor elevation is set at minimum 18” above that at 4946.60. FEMA regulated floodway, but the eastern portion of the site is located within the City of Fort Collins Fossil Creek floodplain and is characterized by the city as “City High Risk – Floodway” as shown in site. The revised BFE at out outfall location was estimated to be 4944.84 and the lowest building finished floor elevation is set at minimum 18” above that at 4946.60. site. The revised BFE at out outfall location was estimated to be 4944.84 and the lowest building finished floor elevation is set at minimum 18” above that at 4946.60. JR Response: Addressed per recommendation. JR Response: lowest floor set more than the minimum18" above the BFE at 4946.60. Guardian Storage Fort Collins Final Drainage Report 2 DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The proposed Guardian Self Storage site is located in the Fossil Creek basin. The Fossil Creek drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past CR 5. It encompasses 32 square miles in the City of Fort Collins and Larimer County. Historically, the basin consisted of agricultural land, but the basin has experienced significant development in the recent past. SUB-BASIN DESCRIPTION Guardian Storage is governed by the City’s Reasonable Use policy, in which the proposed drainage basins will need to follow the generally accepted principle of releasing the 100-year developed condition flow rate at the same location and magnitude as the 2-year pre-development condition flow rate. There are offsite areas that flow across the proposed development site. The existing drainage basins within the site flow to the southeast of the site. EXISTING OFFSITE DRAINAGE BASINS Currently the site collects offsite runoff from 3 locations: the northwest corner, the northeast corner and the southeast corner. The existing offsite land use is developed and is discussed in JR Engineering’s Memorandum Fossil Creek Property Stockpile Permit dated June 8th 2017, see Appendix E. These offsite flows will be collected in inlets and piped through the site to the outfall location, a 30”x42” HERCP in the southeast corner of the site that drains directly to Fossil Creek. The offsite flows will be routed through the site separately from any onsite runoff and will be piped directly to the outfall location, no detention or water quality will be provided for the offsite runoff. Any onsite runoff from the site development and Snead Drive will be collected in curb and gutter or inlets and piped to the proposed sand filter which will provided LID treatment and water quality for onsite runoff only. PROPOSED SUB-BASINS DESCRIPTIONS The proposed Sub-Basins are discussed below. The sub-basin represents basins that are adjacent to the site, as shown in the Appendix D, Drainage Map. Guardian Storage Fort Collins Final Drainage Report 3 Basin A1: Basin A1 consists of 0.68 acres of the Guardian Storage building roof that drains to the north and gets collected in roof drains. The roof drains route the total flow to design point 8.1. Basin B1: Basin B1 consists of 0.03 acres of drive area located at the northeast corner of the building; the runoff from this basin drains toward an inlet located at design point 10. Basin B2: Basin B2 consists of 0.05 acres of drive area bordering the norther facing portion of the building; the runoff from this basin drains toward an inlet located at design point 9.0. Basin B3: Basin B3 consists of 0.04 acres of drive area bordering the norther facing portion of the building; the runoff from this basin drains toward an inlet located at design point 8.0. Basin B4: Basin B4 consists of 0.02 acres of covered drive area bordering the norther facing portion of the building; the runoff from this basin drains toward an area inlet located at design point 7.0. Basin B5: Basin B5 consists of 0.09 acres of drive area bordering the norther facing portion of the building; the runoff from this basin drains toward an inlet located at design point 1.0. Basin C1: Basin C1 consists of 0.14 acres of existing drive area located at the northern portion of the site. The runoff from this basin drains to the east along the proposed curb and gutter to be captured in a curb inlet located at design point 5.0. Guardian Storage Fort Collins Final Drainage Report 4 Basin D1: Basin D1 consists of 0.30 acres of pervious unpaved area along the sites eastern boundary. The runoff from this basin is collected in area inlets and piped to design point 14.1. Basin E1: Basin E1 consists of 0.30 acres of Snead Drive and is characterized by both pervious and impervious area. Runoff generated within this basin flows south along the curb and gutter until collected in a curb inlet located at design point 15. Basin E2: Basin E2 consists of 0.26 acres of Snead Drive and is characterized by both pervious and impervious area. Runoff generated within this basin flows south along the curb and gutter until collected in a curb inlet located at design point 14. Basin F1: Basin F1 consists of 0.10 acres of impervious parking lot area. Runoff generated within this basin sheet flows to the south then along the curb and gutter to the east until collected in a curb inlet located at design point 11. Basin F2: Basin F2 consists of 0.26 acres of impervious parking lot area. Runoff generated within this basin sheet flows to the southeast then along the curb and gutter to the east to a curb cut at design point 12. Basin G1: Basin G1 consists of 0.28 acres and is characterized by pervious landscape area as well as a pervious LID sand filter. Runoff generated within this basin sheet flows to design point 16 where it is treated by the sand filter area. Guardian Storage Fort Collins Final Drainage Report 5 OFFSITE SUB-BASINS DESCRIPTIONS Design point OS1is characterized by basin J and design point 10 from the JR Engineering’s Memorandum Fossil Creek Property Stockpile Permit dated June 8th 2017. Basin J is composed of 1.56 acres of developed commercial area. The combined runoff entering the northwest corner of the site is 2.6cfs for the 2-year event and 8.7cfs for the 100-year event. Design Point OS2 is characterized by basin N and design point 14 in JR Engineering’s Memorandum Fossil Creek Property Stockpile Permit dated June 8th 2017. The combined runoff entering offsite basin A is 10.02cfs for the 2-year event and 33.40cfs for the 100-year event. Basin OSA consists of 0.29 acres and is characterized by pervious landscape area and a portion of the existing Fossil Creek Parkway. Runoff generated within this offsite basin confluences with the flow of OS2 along the curb and gutter to point OS3. Guardian Storage Fort Collins Final Drainage Report 6 DRAINAGE DESIGN CRITERIA REGULATIONS This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of Fort Collins Stormwater Criteria Manual (dated 2018)(FCSCM) and the Urban Drainage Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. MINIMIZATION OF THE DCIA Volume reduction is an important part of the Four Step Process and is fundamental to effective stormwater management. Per City criteria, a minimum of 50 percent of new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing infiltration and rainfall interception by encouraging infiltration and careful selection of vegetative cover. The improvements will decrease the runoff coefficient from the site and are expected to have no adverse impact on the timing, quantity, or quality of stormwater runoff. 100% of the new impervious area is treated by the proposed sand filter in the southeast corner of the site as illustrated in the LID/Surface Map is provided in Appendix G. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The master drainage report for the Fossil Creek Drainage Basin was prepared by ICON Engineering, Inc. April 9tthh, 2002. Guardian Storage falls within element 30 in the SWMM file associated with the master drainage report. The development of the Guardian Storage site must not have a negative impact on downstream discharges, volumes and water surface elevations. The elements directly downstream from the Guardian Storage site are elements 47 and 29 from the master SWMM file. HYDROLOGIC CRITERIA The rational method was performed to calculate the peak runoff rates for each basin. Weighted percent imperviousness and weighted runoff coefficients were calculated for each basin using USDCM Tables 6-4 and 6-5 based on Natural Resources Conservation Service (NRCS) Type B hydrologic soil classification and surface characteristics of each basin. The time of concentration was calculated using FCSCM Equation 5-3 and the intensity was interpolated from Table 3.4-1 in the FCSCM. The City of Fort Collins The master drainage report for the Fossil Creek Drainage Basin was prepared by ICON Engineering, Inc. April 9tthh, 2002. Guardian Storage falls within element 30 in the SWMM file associated with the master drainage report. The development of the Guardian Storage site must not have a negative impact on downstream discharges, volumes and water surface elevations. The elements directly downstream from the Guardian Storage site are elements 47 and 29 from the master SWMM file. Guardian Storage Fort Collins Final Drainage Report 7 area has 2-year, 1-hour rainfall depth of 0.82 inches and a 100-year, 1-hour rainfall depth of 2.86 inches. These depths do account for the 1997 adjusted rainfall depths. HYDRAULIC CRITERIA The ultimate Guardian Self Storage storm drainage system will be designed to convey the minor and major storm events through the property with the proposed inlets, storm sewer pipes, and swales for the flows being calculated by this report. Per the requirements provided by the City of Fort Collins Storm Drainage Design Criteria and Construction Manual, all inlets and storm pipes will be designed to convey the 100-year storm flows. During the major storm event, the developed condition 100-year storm, the accumulated water depth in the sand filter will be held to a maximum level of one-foot below all building finished floor elevations. FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, the eastern portion of the Guardian Self storage site is within the City of Fort Collins Fossil Creek flood plain. The City of Fort Collins is in the process of reanalyzing and updating the Fossil Creek floodplain and the BFEs (Base Flood Elevations) for Fossil Creek near the site. The revised BFE at out outfall location was estimated to be 4945.00 and as such the lowest building finished floor elevation is set at least 18” above that at 4946.60. The portion of the site that is within the floodplain is located within the ineffective flow area of the Fossil Creek floodplain model and a no-rise memo will be completed to show that the proposed development is within the ineffective flow area and will therefore result in no-rise of the BFE. MODIFICATIONS OF CRITERIA Chapter 6, Section 1.1 of the City of Fort Collins Stormwater Criteria Manual states that stormwater detention is required on site. There are four characteristics of the site that make meeting the detention requirements in the Fort Collins Stormwater Criteria Manual not feasible. First, this site has a large amount of offsite runoff being routed through it to Fossil Creek in its current condition. In the proposed condition, the offsite water needs to be collected in pipes and routed through the site and not through a detention pond, creating a complicated stormwater pipe network that limits the space and depth that would be needed for a detention pond. Second, the site is only about 2.15 acres in size but has approximately twelve feet of elevation difference from the northwest corner to the southeast corner of revised BFE at out outfall location was estimated to be 4945.00 and as such the lowest building finished floodplain is located within the ineffective flow area of the Fossil Creek floodplain model and a no-rise revised BFE at out outfall location was estimated to be 4945.00 and as such the lowest building finished floor elevation is set at least 18” above that at 4946.60. The portion of the site that is within the JR Response: BFE from newest model results shows BFE at 4945.00. JR Response: lowest floor set more than the minimum18" above the BFE at 4946.60. Guardian Storage Fort Collins Final Drainage Report 8 the site which creates a significant challenge for grading the site, roadway, and a detention pond to be able to tie out appropriately to the site outfall and boundary. Third, the City of Fort Collins right of way dedicated for the extension of Snead Drive to Fossil Creek Parkway bisects the site. Additional right of way is proposed to be dedicated for the Snead Drive extension which removes additional site area. Lastly, the Snead right of way is also composed of wetland areas that need to be mitigated. The wetland mitigation and replacement takes up more of the already limited site area. It is for these reasons that a variance to the detention requirement is being sought. Due to the site's proximity to Fossil Creek, a "beat the peak" alternative in conjunction with a sand filter sized to treat 100% of the proposed impervious area is the proposed alternative to the detention requirement. BEAT THE PEAK ANALYSIS Per Chapter 6, Section 2.5 of the City of Fort Collins Stormwater Criteria, if a site is nearby to a drainage or water way and the proposed site hydrograph is shown to “beat the peak” stormwater detention may be eliminated from the site. The City of Fort Collins provided the master hydrology model for Fossil Creek. The Guardian Storage site is located within Basin 30 in the SWMM model. Basin 30 was modified per the proposed Guardian Storage site condition within the model. A summary of the results can be seen in Table 1 below. Element 30 (channel) Element 47 (direct flow) Element 29 (channel) From the City Peak (cfs) 451.9 cfs 3488.9 cfs 3430.8 cfs Stage (ft) 0.5' - 7.5' Time (hr/min) 36 min 2hr 47 min 3hr 5 min Revised UD SWMM Peak (cfs) 456 cfs 3489 cfs 3431 cfs Stage (ft) 0.5' - 7.5' Time (hr/min) 36 min 2hr 47 min 3hr 5 min Element 30 contains the proposed site and element 47 and 29 are the next two elements downstream. The full UDSWMM output is located in Appendix F. The was essentially no increase in flow rate to Guardian Storage Fort Collins Final Drainage Report 9 Fossil Creek in downstream elements, basin volumes or basin water surface elevations as a result of the development. DRAINAGE FACILITY DESIGN GENERAL CONCEPT The proposed improvements to the Guardian Storage site will result in developed condition runoff being conveyed around the proposed building and to the east via storm sewer and surface flow. Low-impact development best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically, a sand filter is proposed on the southeast sides of the site to improve water quality. Runoff from the site is captured in inlets located in the parking lot, the drive aisle to the north of the building, and in Snead Drive. Runoff is conveyed in storm sewers, along curb and gutter, and via surface flow to the proposed sand filter at the south end of the site. Secondly, surface overflow paths have been provided, such that the 100-year storm flows remain at least one foot below the finished floor elevation in a fully clogged inlet condition. WATER QUALITY/ DETENTION FACILITIES The Guardian Self Storage sand filter water–quality treatment facility is located at the southern portion of the site near Snead Drive and Fossil Creek Pkwy. The Urban Drainage UD-BMP spreadsheet version 3.07 was utilized to design and size the proposed sand filter. The sand filter design details can be found in Appendix D. LOW IMPACT DEVELOPMENT A minimum of 50 percent of new impervious surface area is treated by a Low-Impact Development (LID) best management practice (BMP) in accordance with City criteria. The BMPs proposed for the Guardian Storage site are a sand filter for water quality treatment. Of the total 1.73 acres of new impervious area, all 1.73 acres are treated by LIDs (100%). Since more than 75% of the site is treated by LID the minimum threshold of permeable pavers for new parking is not required. An illustrative LID/ Surface Map is provided in Appendix G and the sizing of the LID sand filter is provided in Appendix D. Guardian Storage Fort Collins Final Drainage Report 10 CONCLUSIONS COMPLIANCE WITH STANDARDS The hydrologic and water quality calculations were performed using the required methods as outlined in the City of Fort Collins Stormwater Criteria Manual. The proposed drainage improvements meet or exceed the City’s requirements except for the detention requirement in Chapter 6, Section 1.1. A variance request has been submitted in conjunction with this report. This report exhibits that both the storm water systems meet or exceed the requirements set forth in the City of Fort Collins “Storm Drainage Criteria Manual and Construction Standards” and addenda. DRAINAGE CONCEPT The proposed concept for the development of the Guardian Self Storage site involves surface flows and piping of developed conditions flows to a proposed onsite sand filter. LID site enhancements will treat the site runoff at the source before outfall to Fossil Creek. All the offsite flows will be conveyed through the site and directly released at the quality and rate that has historically passed through the site. The existing conditions drainage patterns are maintained in the proposed and future conditions. The proposed improvements will have no adverse impacts on the flow rate, character, or quality of runoff leaving the site. Guardian Storage Fort Collins Final Drainage Report 11 REFERENCES Fort Collins Stormwater Criteria Manual; City of Fort Collins, Colorado, December 2018. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Flood Control District, June 2001. Guardian Storage Fort Collins Final Drainage Report APPENDIX A – FIGURES 9,028 1,504.7 FC Maps - Guardian Self Storage This map is a user generated static output from the City of Fort Collins FCMaps Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. 6,859 City of Fort Collins - GIS 1,143.0 Legend 1: WGS_1984_Web_Mercator_Auxiliary_Sphere 0Feet 571.50 1,143.0 Notes FEMA Floodplain FEMA High Risk - Floodway FEMA High Risk - 100 Year FEMA Moderate Risk - 100 / 500 Year City Floodplains City High Risk - Floodway City High Risk - 100 Year City Moderate Risk - 100 Year SITE City Limits Please update floodplain linework. JR Response: This map was generated from the City of Fort Collins FC Maps. Floodplain linework will be updated upon approval/adoption of the 2019 Fossil Creek LOMR floodplain model and report. Guardian Storage Fort Collins Final Drainage Report APPENDIX B – HYDROLOGIC CALCULATIONS Subdivision: 0 Project Name: Guardian Storage Fort Collins Location: Fort Collins Project No.: Calculated By: AJ Checked By: AJH Date: 12/6/19 A1 0.68 0.95 0.00 0.00 0.00 0.95 0.68 0.95 1.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 B1 0.03 0.95 0.03 0.95 1.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 B2 0.05 0.95 0.05 0.95 1.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 B3 0.04 0.95 0.04 0.95 1.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 B4 0.02 0.95 0.02 0.95 1.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 B5 0.09 0.95 0.06 0.58 0.72 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.04 0.06 0.07 0.64 0.79 C1 0.14 0.95 0.11 0.73 0.91 0.95 0.00 0.00 0.00 0.95 0.00 0.01 0.02 0.15 0.03 0.03 0.04 0.78 0.97 D1 0.30 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.30 0.15 0.19 0.15 0.19 E1 0.30 0.95 0.18 0.55 0.69 0.95 0.00 0.00 0.00 0.95 0.03 0.10 0.13 0.15 0.09 0.05 0.06 0.70 0.88 E2 0.26 0.95 0.17 0.60 0.75 0.95 0.00 0.00 0.00 0.95 0.05 0.17 0.21 0.15 0.05 0.03 0.04 0.80 1.00 F1 0.10 0.95 0.09 0.80 1.00 0.95 0.00 0.00 0.00 0.95 0.02 0.15 0.18 0.15 0.00 0.00 0.00 0.95 1.00 F2 0.26 0.95 0.26 0.95 1.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.95 1.00 G1 0.28 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 0.28 0.15 0.19 0.15 0.19 OSA 0.29 0.95 0.18 0.58 0.73 0.95 0.00 0.00 0.00 0.95 0.04 0.12 0.15 0.15 0.08 0.04 0.05 0.74 0.92 Basins Total Weighted 100 YEAR C Basins Total Weighted 2 2 - YEAR C 2 - YEAR C 2 - YEAR C YEAR C Lawns Runoff 100 - YEAR C Coefficient 2 - YEAR C 100 - YEAR C Runoff Coefficient Area (ac) COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Basin ID Area (ac) 100 - YEAR C Runoff Coefficient Area (ac) 100 - YEAR C Runoff Coefficient Area (ac) 39737.01 Total Area (ac) Paved Roads/Ashphalt Roofs CONCRETE WALK X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 12/6/2019 Subdivision: 0 Project Name: Guardian Storage Fort Collins Location: Fort Collins Project No.: Calculated By: AJ Checked By: AJH Date: 12/6/19 A1 0.68 100% 0.00 0.0% 90% 0.68 90.0% 100% 0.00 0.0% 2% 0.00 0.0% 90.0% B1 0.03 100% 0.03 100.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.00 0.0% 100.0% B2 0.05 100% 0.05 100.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.00 0.0% 100.0% B3 0.04 100% 0.04 100.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.00 0.0% 100.0% B4 0.02 100% 0.02 100.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.00 0.0% 100.0% B5 0.09 100% 0.06 60.7% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.04 0.8% 61.5% C1 0.14 100% 0.11 77.0% 90% 0.00 0.0% 100% 0.002 1.5% 2% 0.03 0.4% 79.0% D1 0.30 100% 0.00 0.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.30 2.0% 2.0% E1 0.30 100% 0.18 57.8% 90% 0.00 0.0% 100% 0.03 11.0% 2% 0.09 0.6% 69.5% E2 0.26 100% 0.17 63.4% 90% 0.00 0.0% 100% 0.05 17.7% 2% 0.05 0.4% 81.5% F1 0.10 100% 0.09 84.5% 90% 0.00 0.0% 100% 0.02 15.5% 2% 0.00 0.0% 100.0% F2 0.26 100% 0.26 100.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.00 0.0% 100.0% G1 0.28 100% 0.00 0.0% 90% 0.00 0.0% 100% 0.00 0.0% 2% 0.28 2.0% 2.0% TOTAL 2.57 67.0% OSA 0.29 100% 0.18 61.3% 90% 0.00 0.0% 100% 0.04 12.3% 2% 0.08 0.5% 74.2% TOTAL 5.43 4.0% Weighted % Imp. % Imp. Area (ac) 39737.01 COMPOSITE % IMPERVIOUS CALCULATIONS Weighted % Imp. Basins Total Weighted % Basin ID Total Area (ac) % Imp. Area (ac) Imp. Lawns % Imp. Area (ac) Weighted % Imp. Paved Roads/Ashphalt Roofs CONCRETE WALK % Imp. Area (ac) Weighted % Imp. X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 12/6/2019 Subdivision: 0 Project Name: Guardian Storage Fort Collins Location: Fort Collins Project No.: Calculated By: AJ Checked By: AJH Date: 12/6/19 FINAL BASIN D.A. Hydrologic Impervious C2 C 100 L S o t i L t S t K VEL. t t COMP. t c TOTAL Urbanized t c t c ID (ac) Soils Group (%) (ft) (%) (min) (ft) (%) (ft/s) (min) (min) LENGTH (ft) (min) (min) A1 0.68 B 90% 0.95 1.00 50 1.0% 1.9 180 1.0% 20.0 2.0 1.5 3.4 230.0 12.1 5.0 B1 0.03 B 100% 0.95 1.00 7 1.0% 0.7 35 1.5% 20.0 2.4 0.2 1.0 42.0 9.2 5.0 B2 0.05 B 100% 0.95 1.00 7 1.0% 0.7 35 1.5% 20.0 2.4 0.2 1.0 42.0 9.2 5.0 B3 0.04 B 100% 0.95 1.00 7 1.0% 0.7 35 1.5% 20.0 2.4 0.2 1.0 42.0 9.2 5.0 B4 0.02 B 100% 0.95 1.00 7 1.0% 0.7 35 1.5% 20.0 2.4 0.2 1.0 42.0 9.2 5.0 B5 0.09 B 61% 0.64 0.79 7 1.0% 2.2 35 1.5% 20.0 2.4 0.2 2.5 42.0 15.8 5.0 C1 0.14 B 79% 0.78 0.97 20 2.0% 2.1 304 3.3% 20.0 3.6 1.4 3.5 324.0 14.0 5.0 D1 0.30 B 2% 0.15 0.19 5 2.0% 3.1 95 3.5% 15.0 2.8 0.6 3.6 100.0 26.6 5.0 E1 0.30 B 70% 0.70 0.88 5 2.0% 1.3 228 1.0% 20.0 2.0 1.9 3.2 233.5 16.2 5.0 E2 0.26 B 81% 0.80 1.00 5 2.0% 1.0 251 1.0% 20.0 2.0 2.1 3.0 256.1 14.2 5.0 F1 0.10 B 100% 0.95 1.00 15 2.0% 0.8 58 1.0% 20.0 2.0 0.5 1.3 73.0 9.4 5.0 F2 0.26 B 100% 0.95 1.00 15 2.0% 0.8 80 2.3% 20.0 3.0 0.4 1.3 95.0 9.4 5.0 G1 0.28 B 2% 0.15 0.19 15 2.0% 5.3 30 20.0% 15.0 6.7 0.1 5.4 45.0 25.8 5.0 OSA 0.29 B 74% 0.74 0.92 25.39 5.0% 1.9 313 3.0% 20.0 3.5 1.5 3.4 338.3 14.9 5.0 NOTES: DATA (URBANIZED BASINS) INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN tc CHECK 39737.01 X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 12/6/2019 Project Name: Guardian Storage Fort Collins Subdivision: 0 Project No.: Location: Fort Collins Calculated By: AJ Design Storm: Checked By: AJH Date: TRAVEL TIME STREET Design Point Basin ID Area (ac) Runoff Coeff. tc (min) C*A (ac) I (in/hr) Q (cfs) tc (min) C*A (ac) I (in/hr) Q (cfs) Qstreet (cfs) C*A (ac) Slope (%) Qpipe (cfs) C*A (ac) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) tt (min) REMARKS Sheet Flow runoff from north 8.7 Offsite Flow from previous report OS1 Basin J from Fossil Creek Drainage Memo Type R Sump Inlet 1 B5 0.09 0.79 5.0 0.08 9.95 0.8 9.5 Piped flow from north 34.5 Add piped flow from North 1.1 DP 6 from Fossil Creek Drainage Memo 44.0 Piped to DP 2 Runoff from north inlet 19.5 MH 2 Basin K from Fossil Creek Drainage Memo 63.5 Piped to DP 2 Piped flow from FCLWSD 21.5 Piped to DP 4.1 3 Basin M from Fossil Creek Drainage Memo Runoff from east side of Snead Drive 15.3 Proposed on-grade inlet 4 DP 12 from Fossil Creek Drainage Memo 3.3 12.0 Collected flow to DP 4.1, bypass flow to DP 14 4.1 33.5 Piped to DP 6 Runoff from west side of Snead Drive 15.3 5 DP 12 from Fossil Creek Drainage Memo Replaces on-grade inlet 5 C1 0.14 0.97 5.0 0.14 9.95 1.4 16.6 4.6 12.0 Collected flow to DP 6, bypass flow to DP 15 MH 6 45.5 Piped to DP 17 7 A1 0.68 1.00 5.0 0.68 9.95 6.8 Roof Drain piped north Area Inlet B4 0.02 1.00 5.0 0.02 9.95 0.2 5.0 0.70 9.95 7.0 Piped to DP 8.1 Area Inlet 8 B3 0.04 1.00 5.0 0.04 9.95 0.4 Piped to DP 8.1 8.1 5.0 0.74 9.95 7.4 Piped to DP 9.1 Area Inlet 9 B2 0.05 1.00 5.0 0.05 9.95 0.5 Piped to DP 9.1 9.1 5.0 0.79 9.95 7.9 Piped to DP 10.1 Area Inlet 10 B1 0.03 1.00 5.0 0.03 9.95 0.3 Piped to DP 10.1 Project Name: Guardian Storage Fort Collins Subdivision: 0 Project No.: Location: Fort Collins Calculated By: AJ Design Storm: Checked By: AJH Date: TRAVEL TIME STREET Design Point Basin ID Area (ac) Runoff Coeff. tc (min) C*A (ac) I (in/hr) Q (cfs) tc (min) C*A (ac) I (in/hr) Q (cfs) Qstreet (cfs) C*A (ac) Slope (%) Qpipe (cfs) C*A (ac) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) tt (min) REMARKS STORM DRAINAGE SYSTEM DESIGN STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE) 39737.01 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF 12/6/19 STREET 11.1 5.0 0.92 9.95 9.2 Piped to Sand Filter DP 16 Curb Cut 12 F2 0.26 1.00 5.0 0.26 9.95 2.6 to Sand Filter Dp 16 Area Inlets 13 D1 0.30 0.19 5.0 0.06 9.95 0.6 Piped to DP 14.1 Sump Inlet 14 E2 0.26 1.00 5.0 0.26 9.95 2.6 5.9 Piped to DP 14.1 14.1 5.0 0.32 9.95 6.5 Piped to DP 15.1 Runoff from west Fossil Creek PKWY 33.4 Offsite Flow from previous report OS2 DP 14 from Fossil Creek Drainage Memo Type R On-grade Inlet OS3 OSA 0.29 0.92 5.0 0.27 9.95 2.7 0 0 0.6 2.7 0.3 Collected flow to DP 17, Bypass flow to DP 15 Sump Inlet 15 E1 0.30 0.88 5.0 0.27 9.95 2.7 5.0 0.27 9.95 7.3 Piped to DP 15.1 15.1 5.0 0.59 9.95 13.8 Piped to Sand Filter DP 16 16 G1 0.28 0.19 5.0 0.05 9.95 0.5 23.4 23.4 Sand Filter, discharge to DP 17 17 71.6 Piped to Outfall Notes: Street and Pipe C*A values are determined by Q/i using the catchment's intensity value. X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 2 12/6/2019 Project Name: Guardian Storage Fort Collins Subdivision: 0 Project No.: Location: Fort Collins Calculated By: AJ Design Storm: Checked By: AJH Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (ac) I (in/hr) Q (cfs) Qstreet (cfs) C*A (ac) Slope (%) Qpipe (cfs) C*A (ac) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) tt (min) REMARKS Sheet Flow runoff from north 2.6 Offsite Flow from previous report OS1 Basin J from Fossil Creek Drainage Memo Type R Sump Inlet 1 B5 0.09 0.64 5.0 0.06 2.85 0.2 2.8 Piped flow from north 10.4 Add piped flow from North 1.1 DP 6 from Fossil Creek Drainage Memo 13.1 Piped to DP 2 Runoff from north inlet 5.8 MH 2 Basin K from Fossil Creek Drainage Memo 18.9 Piped to DP 2 Piped flow from FCLWSD 6.5 Piped to DP 4.1 3 Basin M from Fossil Creek Drainage Memo Runoff from east side of Snead Drive 4.6 Proposed on-grade inlet 4 DP 12 from Fossil Creek Drainage Memo 0.0 4.6 Collected flow to DP 4.1, bypass flow to DP 14 4.1 11.0 Piped to DP 6 Runoff from west side of Snead Drive 4.6 5 DP 12 from Fossil Creek Drainage Memo Replaces on-grade inlet 5 C1 0.14 0.78 5.0 0.11 2.85 0.3 4.9 0.0 4.9 Collected flow to DP 6, bypass flow to DP 15 MH 6 15.9 Piped to DP 17 7 A1 0.68 0.95 5.0 0.65 2.85 1.9 Roof Drain piped north Area Inlet B4 0.02 0.95 5.0 0.02 2.85 0.1 5.0 0.67 2.85 1.9 Piped to DP 8.1 Area Inlet 8 B3 0.04 0.95 5.0 0.04 2.85 0.1 Piped to DP 8.1 8.1 5.0 0.71 2.85 2.0 Piped to DP 9.1 Area Inlet 9 B2 0.05 0.95 5.0 0.05 2.85 0.1 Piped to DP 9.1 9.1 5.0 0.76 2.85 2.2 Piped to DP 10.1 Project Name: Guardian Storage Fort Collins Subdivision: 0 Project No.: Location: Fort Collins Calculated By: AJ Design Storm: Checked By: AJH Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (ac) I (in/hr) Q (cfs) Qstreet (cfs) C*A (ac) Slope (%) Qpipe (cfs) C*A (ac) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39737.01 12/6/19 11.1 5.0 0.89 2.85 2.5 Piped to Sand Filter DP 16 Curb Cut 12 F2 0.26 0.95 5.0 0.24 2.85 0.7 to Sand Filter Dp 16 Area Inlets 13 D1 0.30 0.15 5.0 0.05 2.85 0.1 Piped to DP 14.1 Sump Inlet 14 E2 0.26 0.80 5.0 0.21 2.85 0.6 0.6 Piped to DP 14.1 14.1 5.0 0.26 2.85 0.7 Piped to DP 15.1 Runoff from west Fossil Creek PKWY 10.0 Offsite Flow from previous report OS2 DP 14 from Fossil Creek Drainage Memo Type R On-grade Inlet OS3 OSA 0.29 0.74 5.0 0.21 2.85 0.6 10.6 0.0 10.6 Collected flow to DP 17, Bypass flow to DP 15 Sump Inlet 15 E1 0.30 0.70 5.0 0.21 2.85 0.6 5.0 0.21 2.85 0.6 Piped to DP 15.1 15.1 5.0 0.47 2.85 1.3 Piped to Sand Filter DP 16 16 G1 0.28 0.15 5.0 0.04 2.85 0.1 4.0 4.0 Sand Filter, discharge to DP 17 17 30.5 Piped to Outfall Notes: Street and Pipe C*A values are determined by Q/i using the catchment's intensity value. X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 2 12/6/2019 Guardian Storage Fort Collins Final Drainage Report APPENDIX C – HYDRAULIC CALCULATIONS Guardian Storage Fort Collins Final Drainage Report APPENDIX D – WATER QUALITY CALCULATIONS Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 74.2 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.742 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.24 watershed inches WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 101,786 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 2,004 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 1.8 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 5.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area) AMin = 944 sq ft D) Actual Filter Area AActual = 1146 sq ft E) Volume Provided VT = 2006 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? 1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 0.8 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 2,004 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1 1/4 in Guardian Storage Fort Collins, CO Design Procedure Form: Sand Filter (SF) AJH JR Engineering December 6, 2019 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" CDOT Class B or C Filter Material Other (Explain): YES NO UD-BMP_v3.07.xlsm, SF 12/6/2019, 2:33 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE. 6. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) AJH JR Engineering December 6, 2019 Guardian Storage Fort Collins, CO Flows In excess of the WQCV will enter the outlet structure box through an overflow grate and flow to the outfall unrestricted. Choose One YES NO UD-BMP_v3.07.xlsm, SF 12/6/2019, 2:33 PM Guardian Storage Fort Collins Final Drainage Report APPENDIX E – REFERENCED MATERIAL 7200 South Alton Way, Suite C400 Centennial, CO80112 303-740-9393 Fax 303-921-7320 130 East Kiowa Street, Suite 400 Colorado Springs, CO80903 719-593-2593 Fax 303-921-7320 2900 South College Avenue, Suite 3D Fort Collins, CO80525 970-491-9888 Fax 303-921-7320 MEMORANDUM JR Engineering, LLC has completed an existing condition preliminary storm drainage evaluation for the Fossil Creek Stockpile Permit application. The following memorandum and calculations summarizes the findings discovered for the existing condition 100 year storm drainage tributary to the site in order to quantify and route the existing runoff through the site during the stockpile period. JR investigated this site’s contributing runoff within the fossil creek area using a combination of approved final drainage reports, drainage map, and existing storm basin calculations. The basins and the runoff associated with each are shown in Appendix A. All basin calculations can be found in Appendix B including the inlet calculations at design points 4, 5, 6, and 16. The seemingly abandoned drainage ditch and 16’’ CMP StormCAD model results are also found in Appendix B. All inlet calculations were performed within UD-Inlet Version 4.05. For the purpose of this memorandum, only the 100 year storm event flows will be considered. Upon reading the “Master Drainage Report for Arbor Plaza and Final Drainage Report for Arbor Plaza Phase 1” prepared by Drexel, Barrell & Co. dated January 16, 1986, the runoff from this basin is routed underneath South College Avenue to Mail Creek. It should also be noted that according to the “Hydrologic and Hydraulic Report – South Transit Center” by HDR dated May 2011, the runoff from the South Transit Center is captured in a detention pond and released along Fossil Boulevard towards Fossil Creek. For the above mentioned reasons, the runoff from these two northwesterly sites does not end up at the Fossil Creek Stockpile Site. Basin Description Basin A: Basin A is characterized by approximately 9.82 acres of developed commercial land used for the Spradley Barr Dealership. Runoff from this basin was referenced from the “Final Drainage and Erosion Control Study for the Spradley Barr Dealership Fort Collins, Colorado” by The Sear-Brown Group dated December 8, 1997. During the 100 year storm event, the runoff ends up in a detention pond located in the southeast portion of the site where 2.29cfs is released in an inlet at Design Point 1a(DP1a) and routed east across college to the existing trapezoidal irrigation ditch. There is an additional 11.84cfs that is released into the South College Avenue curb and gutter at DP1b. To: Mr. Shane Boyle From: Tim Halopoff, PE Date: June 8, 2017 Subject: Fossil Creek Property Stockpile Permit (Drainage Analysis) 7200 South Alton Way, Suite C400 Centennial, CO80112 303-740-9393 Fax 303-921-7320 130 East Kiowa Street, Suite 400 Colorado Springs, CO80903 719-593-2593 Fax 303-921-7320 2900 South College Avenue, Suite 3D Fort Collins, CO80525 970-491-9888 Fax 303-921-7320 Basin B: Basin B is characterized by approximately 15.26 acres of land with a large open field as well as the developed Woodley’s Fine Furniture – Fort Collins area. Runoff from this basin was referenced from the “Final Drainage Report for the Weberg P.U.D.” by RBD Inc. Engineering Consultants revised July 20 1989. The 100 year storm runoff from this area is routed via a combination of overland flow, drainage piping, and curb and gutter to a small settling basin at the where it is released at a rate of 8.1cfs to the curb and gutter on South college Ave at DP2. Basin C: Basin C is characterized by approximately 2.93 acres of developed land containing an apartment complex. Runoff from this basin was referenced from the “Final Drainage Report for Fort Collins Housing Authority Permanent Supportive Housing Development” by JVA Consulting Engineers dated November 21, 2013. 2.2cfs of runoff is released from the site into the curb and gutter of South College Avenue at DP3 during the 100 year storm event. Basin D: Basin D is characterized by approximately 3.8 acres of South College Avenue. Runoff from this basin was calculated to be 27.3cfs during the 100 year storm event. The direct runoff from this basin combines with the flows from DP1b, DP2, DP3 and the flow that bypasses the curb inlet at Spradley Barr. The combined runoff is 55.9cfs at DP4 where 8.4cfs enters the curb inlet and 47.5cfs flows by away from the Fossil Creek Stockpile Site. Basin E: Basin E is characterized by approximately 1.41 acres of South College Avenue. Runoff from this basin was calculated to be 11.0cfs at DP5 during the 100 year storm event. The direct runoff from this basin flows along the curb and gutter of South College to the south where 4.6 cfs is captured in a curb inlet and flows into the trapezoidal irrigation ditch running parallel to South College Avenue. The remaining 6.4cfs of generated runoff continues south along the South College curb and gutter. Basin F: Basin F is characterized by approximately 1.97 acres of South College Avenue. Runoff from this basin was calculated to be 34.5cfs at DP6 during the 100 year storm event which includes the overflow runoff from the trapezoidal irrigation ditch in basin G. The direct 34.5cfs of runoff from this basin flows along the curb and gutter of South College to the south where 7.0cfs is captured in Type R Inlet #4 and flows into basin J. The remaining 27.5cfs of generated runoff continues south along the South College curb and gutter into basin N. Basin G: Basin G is characterized by approximately 1.38 acres of frontage road and irrigation ditch. Runoff from this basin was calculated to be 9.2cfs plus DP1a, the 4.3cfs from Type R Inlet #1, and 4.6cfs from Type R Inlet #2 for a total converged flow of 20.39cfs at DP7 during the 100 year storm event. The direct 20.39cfs of runoff from this basin flows along the trapezoidal irrigation channel to the south where 9.29cfs of the flow drops into a 16’’ CMP pipe that routes the flow to Basin O. The remaining 11.1cfs of generated runoff overflows from the ditch and continues as a part of Basin F to DP6. Basin H: Basin H is characterized by approximately 2.78 acres of developed land. Runoff from this basin was referenced from the “Drainage Report for State Farm Addition at 4900 South College Avenue” by Arix Corporation dated January 1990. During the 100 year storm event, the runoff ends up in a 7200 South Alton Way, Suite C400 Centennial, CO80112 303-740-9393 Fax 303-921-7320 130 East Kiowa Street, Suite 400 Colorado Springs, CO80903 719-593-2593 Fax 303-921-7320 2900 South College Avenue, Suite 3D Fort Collins, CO80525 970-491-9888 Fax 303-921-7320 detention basin located in the southeast portion of the site where 1.36cfs is released to basin L at DP8. Basin I: Basin I is characterized by 1.65 acres of developed commercial area. Runoff from this basin was calculated to be 15.2cfs during the 100 year storm event. The runoff flows to the southeast of the site where it enters basin L at DP 9. Basin J: Basin J is characterized by 1.56 acres of developed commercial area. Runoff from this basin was calculated from the combination of Type R Inlets #3 and #4 combined with the runoff from Basin J itself. The total runoff was calculated to be 24.1cfs and enters The Fossil Creek Stockpile site at DP10. Basin K: Basin K is characterized by 2.49 acres of developed commercial area. Runoff from this basin was calculated to be 19.5cfs that flows to the Southeast of the site where it enters an inlet at DP11. The pipe within the inlet at DP11 ultimately routes the flow to the channel to the South of the Fossil Creek stockpile site. Basin L: Basin L is characterized by 1.67 acres located along Snead Drive, Fairway Lane, and a portion of the SE Frontage Road. Runoff within this basin is made up of the flows from DP8, DP9, and the calculated flow within Basin L. The combined runoff from the 100 year storm event is 30.46cfs that enters an inlet at DP12 and ends up in the drainage ditch to the south of Snead Drive. Basin M: Basin M is characterized by approximately 9.15 acres of developed land containing the developed Fort Collins-Loveland Water District as well as some undeveloped natural area. Runoff from this basin was referenced from the “Final Drainage and Erosion Control Study for Fort Collins-Loveland Water District” by JR Engineering dated September 17, 1999. The total 100 year storm event runoff released from the site into the drainage canal along the south side of the Fossil Creek is 21.53cfs. Basin N: Basin N is characterized by 0.61 acres of South College Avenue. Runoff from this basin was calculated to be the 27.5cfs flow by from basin F. The 100 year storm event runoff from basin N combined with the flow by runoff from basin F combined for a total flow of 33.4cfs at DP14. There is a sump located at the corner of South College Avenue and Fossil Creek Parkway. Basin O: Basin O is the Fossil Creek Stockpile project site. 9.29cfs of runoff enters the site from a 16’’ CMP at the north end of the site during the 100 year storm event. 24.1cfs of runoff enters the site from the north into the temporary access drive at DP10. 33.4cfs enters the site via the temporary access drive from Fossil Creek Parkway at DP14. Basin P: Basin P is characterized by approximately 1.14 acres of South College Avenue. Runoff from this basin was calculated to be 10.7cfs at DP16 during the 100 year storm event. 4.3cfs proceeds into Type R Inlet #1 with the remaining 6.4cfs flowing by the inlet into basin D. 7200 South Alton Way, Suite C400 Centennial, CO80112 303-740-9393 Fax 303-921-7320 130 East Kiowa Street, Suite 400 Colorado Springs, CO80903 719-593-2593 Fax 303-921-7320 2900 South College Avenue, Suite 3D Fort Collins, CO80525 970-491-9888 Fax 303-921-7320 Appendix A 6C>:FE9CH *C<9 2<C;<@E E; 3('' 5F:&:9D>@ $9;C<D% .?B<CG>AFD ,) ,('' $?>@% $;=D% 0 /%.( '*%' 1 '+%(, .%' 2 (%/) (%( 3 )%-. '&&$ &%/( '%&& ''%. ++%/ 4 '%*' '&&$ &%/( '%&& /%. ''%& 5 '%/- '&&$ &%/( '%&& -%* )*%+ 6 '%). .'$ &%-, &%/+ '(%- (&%) 7 (%-. '%* 8 '%,+ /'$ &%.* '%&& ,%& '+%( 9 '%+, ,&$ &%+. &%-( '&%' (*%' : (%*/ --$ &%-) &%/' -%, '/%+ ; '%,- '&&$ &%/( '%&& .%( )&%+ < /%'+ ('%+ = &%,' '&&$ &%/( '%&& +%& ))%* > '%.+ ''$ &%'& &%') '-%+ ,,%. ? '%'* '&&$ &%/( '%&& +%, '&%- @GFQCIJ ?MLF 3OCILCHG @GNMOQ 3GPEOINQIML +*5.1 5700*48 6*+/- 52;B3 3OCILCHG @GNMOQ AQCQG 5COK AGORIEG 2GLQGO 3OCILCHG @GNMOQ ANOCFJGS 3OCILCHG @GNMOQ BGDGOH 3OCILCHG @GNMOQ (&'&)% Guardian Storage Fort Collins Final Drainage Report APPENDIX F – “BEAT THE PEAK” UD SWMM ANALYSIS Fos100E.out ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 NUMBER OF TIME STEPS 999 INTEGRATION TIME INTERVAL (MINUTES) 1.00 Page 1 Fos100E.out 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 .00 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 1 33 4763.0 65.6 5.0 .0460 .016 .250 .100 .300 .51 .50 .00180 1 2 2 8850.0 121.9 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 4 35 3695.0 50.9 5.3 .0380 .016 .250 .100 .300 .51 .50 .00180 1 5 5 23297.0 320.9 8.7 .0360 .016 .250 .100 .300 .51 .50 .00180 1 7 37 2701.0 37.2 5.0 .0650 .016 .250 .100 .300 .51 .50 .00180 1 8 8 22041.0 253.0 5.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 9 9 1280.0 11.7 5.0 .1260 .016 .250 .100 .300 .51 .50 .00180 1 10 10 209.0 2.4 5.0 .3290 .016 .250 .100 .300 .51 .50 .00180 1 11 11 8668.0 79.6 17.0 .0450 .016 .250 .100 .300 .51 .50 .00180 1 12 39 581.0 3.8 5.0 .0580 .016 .250 .100 .300 .51 .50 .00180 1 13 13 13103.0 150.4 19.1 .0500 .016 .250 .100 .300 .51 .50 .00180 1 14 40 2755.0 25.3 22.4 .0790 .016 .250 .100 .300 .51 .50 .00180 1 15 40 2387.0 27.4 12.9 .0090 .016 .250 .100 .300 .51 .50 .00180 1 18 42 3387.0 31.1 22.6 .1590 .016 .250 .100 .300 .51 .50 .00180 1 19 42 6044.0 55.5 19.2 .0910 .016 .250 .100 .300 .51 .50 .00180 1 21 43 1653.0 17.5 5.9 .0540 .016 .250 .100 .300 .51 .50 .00180 1 22 22 18861.0 173.2 22.7 .0620 .016 .250 .100 .300 .51 .50 .00180 1 23 23 14876.0 136.6 18.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 24 24 5532.0 50.8 26.4 .0560 .016 .250 .100 .300 .51 .50 .00180 1 26 46 3136.0 36.0 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 27 27 9213.0 84.6 32.1 .0670 .016 .250 .100 Page 2 Fos100E.out .300 .51 .50 .00180 1 30 30 10396.0 71.6 42.0 .0720 .016 .250 .100 .300 .51 .50 .00180 1 31 31 7830.0 71.9 40.3 .0770 .016 .250 .100 .300 .51 .50 .00180 1 50 96 3499.0 24.1 55.3 .0360 .016 .250 .100 .300 .51 .50 .00180 1 51 96 1456.0 11.4 5.0 .1070 .016 .250 .100 .300 .51 .50 .00180 1 52 53 12920.0 148.3 25.5 .0570 .016 .250 .100 .300 .51 .50 .00180 1 53 53 7571.0 86.9 16.8 .0880 .016 .250 .100 .300 .51 .50 .00180 1 54 70 4765.0 54.7 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 55 70 3145.0 36.1 9.3 .0880 .016 .250 .100 .300 .51 .50 .00180 1 56 74 1050.0 12.0 5.0 .1030 .016 .250 .100 .300 .51 .50 .00180 1 57 74 982.0 7.7 5.0 .0490 .016 .250 .100 .300 .51 .50 .00180 1 58 80 9071.0 83.3 40.0 .0760 .016 .250 .100 .300 .51 .50 .00180 1 59 80 7344.0 84.3 9.3 .0880 .016 .250 .100 .300 .51 .50 .00180 1 60 61 726.0 5.0 40.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 61 61 486.0 3.4 10.9 .0650 .016 .250 .100 .300 .51 .50 .00180 1 62 86 3589.0 41.2 5.0 .0990 .016 .250 .100 .300 .51 .50 .00180 1 63 86 8895.0 102.1 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 64 88 8050.0 92.4 5.0 .0760 .016 .250 .100 .300 .51 .50 .00180 1 65 88 5105.0 58.6 5.0 .1140 .016 .250 .100 .300 .51 .50 .00180 1 66 92 7344.0 84.3 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 67 92 3956.0 40.3 5.0 .1760 .016 .250 .100 .300 .51 .50 .00180 1 68 68 20509.0 286.4 15.5 .1710 .016 .250 .100 .300 .51 .50 .00180 1 69 69 8150.0 203.0 7.1 .3330 .016 .250 .100 .300 .51 .50 .00180 1 101 130 9830.0 67.7 23.1 .0660 .016 .250 .100 .300 .51 .50 .00180 1 102 130 9592.0 110.1 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 103 104 413.0 2.9 5.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 104 104 506.0 3.2 7.4 .0180 .016 .250 .100 .300 .51 .50 .00180 1 105 140 10454.0 96.0 5.1 .0350 .016 .250 .100 .300 .51 .50 .00180 1 106 140 7831.0 80.9 5.0 .0370 .016 .250 .100 .300 .51 .50 .00180 1 107 107 10880.0 112.4 34.8 .0680 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.out 110 110 4879.0 22.4 29.5 .0330 .016 .250 .100 .300 .51 .50 .00180 1 111 112 400.0 1.2 16.3 .1020 .016 .250 .100 .300 .51 .50 .00180 1 112 112 430.0 1.9 12.4 .0310 .016 .250 .100 .300 .51 .50 .00180 1 113 160 13165.0 136.0 5.0 .0570 .016 .250 .100 .300 .51 .50 .00180 1 114 155 500.0 3.3 13.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 115 115 6000.0 55.1 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 117 117 12744.0 102.4 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 118 170 2824.0 21.0 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 119 180 8639.0 59.5 38.4 .0540 .016 .250 .100 .300 .51 .50 .00180 1 120 180 5227.0 48.0 11.8 .0400 .016 .250 .100 .300 .51 .50 .00180 1 121 121 28329.0 390.2 5.0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 122 185 17482.0 120.4 34.8 .0360 .016 .250 .100 .300 .51 .50 .00180 1 123 185 21882.0 150.7 9.8 .0430 .016 .250 .100 .300 .51 .50 .00180 1 125 125 9060.0 104.0 5.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 301 330 2715.0 18.7 30.3 .0860 .016 .250 .100 .300 .51 .50 .00180 1 302 330 2062.0 14.2 23.6 .0440 .016 .250 .100 .300 .51 .50 .00180 1 303 333 9278.0 63.9 29.9 .0520 .016 .250 .100 .300 .51 .50 .00180 1 304 333 3775.0 26.0 29.6 .0530 .016 .250 .100 .300 .51 .50 .00180 1 305 339 1864.0 21.4 25.3 .0240 .016 .250 .100 .300 .51 .50 .00180 1 306 339 1928.0 17.7 30.4 .0360 .016 .250 .100 .300 .51 .50 .00180 1 307 345 8790.0 100.9 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 308 345 5042.0 46.3 27.6 .0410 .016 .250 .100 .300 .51 .50 .00180 1 309 309 1579.0 14.5 28.2 .0540 .016 .250 .100 .300 .51 .50 .00180 1 310 348 937.0 4.8 16.7 .0780 .016 .250 .100 .300 .51 .50 .00180 1 311 311 3319.0 38.1 8.1 .0490 .016 .250 .100 .300 .51 .50 .00180 1 312 354 1630.0 10.8 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 313 313 5279.0 60.6 10.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 315 360 4008.0 27.6 53.4 .0410 .016 .250 .100 .300 .51 .50 .00180 1 318 318 4018.0 36.9 14.7 .0390 .016 .250 .100 .300 .51 .50 .00180 1 319 319 7296.0 67.0 29.0 .0300 .016 .250 .100 Fos100E.out .300 .51 .50 .00180 1 323 323 4258.0 39.1 31.8 .0410 .016 .250 .100 .300 .51 .50 .00180 1 325 381 2561.0 14.7 54.1 .0630 .016 .250 .100 .300 .51 .50 .00180 1 326 381 4429.0 30.5 44.4 .0470 .016 .250 .100 .300 .51 .50 .00180 1 327 327 1917.0 8.8 73.6 .0440 .016 .250 .100 .300 .51 .50 .00180 1 328 327 980.0 4.5 88.5 .0660 .016 .250 .100 .300 .51 .50 .00180 1 401 432 1177.0 7.8 40.0 .1420 .016 .250 .100 .300 .51 .50 .00180 1 402 432 5271.0 36.3 40.0 .1020 .016 .250 .100 .300 .51 .50 .00180 1 403 435 520.0 4.1 7.2 .1630 .016 .250 .100 .300 .51 .50 .00180 1 404 435 619.0 7.1 22.4 .0600 .016 .250 .100 .300 .51 .50 .00180 1 405 406 3263.0 17.7 22.7 .2500 .016 .250 .100 .300 .51 .50 .00180 1 406 406 3005.0 28.6 8.9 .2270 .016 .250 .100 .300 .51 .50 .00180 1 407 445 3389.0 38.9 5.0 .0840 .016 .250 .100 .300 .51 .50 .00180 1 408 445 4234.0 48.6 21.4 .0780 .016 .250 .100 .300 .51 .50 .00180 1 409 480 3200.0 22.6 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 410 480 9757.0 112.0 5.6 .0900 .016 .250 .100 .300 .51 .50 .00180 1 411 485 515.0 4.1 5.0 .0790 .016 .250 .100 .300 .51 .50 .00190 1 412 490 2516.0 23.1 24.7 .1270 .016 .250 .100 .300 .51 .50 .00180 1 413 490 867.0 9.1 5.0 .0690 .016 .250 .100 .300 .51 .50 .00180 1 414 415 6501.0 59.7 23.9 .1180 .016 .250 .100 .300 .51 .50 .00180 1 415 415 11228.0 103.1 29.6 .0490 .016 .250 .100 .300 .51 .50 .00180 1 416 455 3659.0 42.0 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 417 455 4600.0 52.8 5.0 .0800 .016 .250 .100 .300 .51 .50 .00180 1 418 418 82.0 .4 5.0 .0750 .016 .250 .100 .300 .51 .50 .00180 1 419 418 470.0 5.4 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 421 421 9462.0 114.3 5.0 .0800 .016 .250 .100 .300 .51 .50 .00180 1 422 422 1098.0 12.6 5.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 423 422 1751.0 20.1 5.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 424 425 5114.0 58.7 11.7 .0550 .016 .250 .100 .300 .51 .50 .00180 1 425 425 3668.0 41.4 9.4 .0430 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.out 428 470 5367.0 61.6 5.6 .1420 .016 .250 .100 .300 .51 .50 .00180 1 429 429 5097.0 113.5 6.8 .1240 .016 .250 .100 .300 .51 .50 .00180 1 430 430 5947.0 179.6 7.1 .1850 .016 .250 .100 .300 .51 .50 .00180 1 501 501 1098.0 12.6 6.5 .1280 .016 .250 .100 .300 .51 .50 .00180 1 502 561 8401.0 67.5 24.9 .1110 .016 .250 .100 .300 .51 .50 .00180 1 503 503 9300.0 85.4 21.1 .0920 .016 .250 .100 .300 .51 .50 .00180 1 504 563 3206.0 36.8 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 505 563 960.0 5.0 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 506 565 2505.0 22.1 5.0 .0720 .016 .250 .100 .300 .51 .50 .00180 1 507 565 2505.0 14.0 5.0 .0990 .016 .250 .100 .300 .51 .50 .00180 1 508 509 4210.0 46.5 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 509 509 8076.0 92.7 6.3 .0290 .016 .250 .100 .300 .51 .50 .00180 1 510 568 5968.0 68.5 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 511 568 1965.0 5.6 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 512 570 2483.0 28.5 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 513 570 1430.0 4.6 5.0 .0950 .016 .250 .100 .300 .51 .50 .00180 1 514 572 9714.0 111.5 13.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 515 572 7248.0 83.2 9.2 .1080 .016 .250 .100 .300 .51 .50 .00180 1 517 517 14296.0 164.1 5.0 .0930 .016 .250 .100 .300 .51 .50 .00180 1 518 574 1385.0 15.9 5.0 .0380 .016 .250 .100 .300 .51 .50 .00180 1 519 519 8834.0 101.4 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 520 521 7588.0 87.1 23.7 .0260 .016 .250 .100 .300 .51 .50 .00180 1 521 521 3877.0 44.5 29.5 .0310 .016 .250 .100 .300 .51 .50 .00180 1 522 523 20473.0 235.0 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 523 523 16858.0 193.5 5.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 524 578 1498.0 17.2 5.0 .0520 .016 .250 .100 .300 .51 .50 .00180 1 525 578 1891.0 21.7 5.0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 526 527 4120.0 45.5 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 527 527 4120.0 25.0 6.3 .0360 .016 .250 .100 .300 .51 .50 .00180 1 528 580 6917.0 79.4 9.3 .0360 .016 .250 .100 Fos100E.out .300 .51 .50 .00180 1 531 531 760.0 2.4 5.0 .2780 .016 .250 .100 .300 .51 .50 .00180 1 532 533 4312.0 49.5 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 533 533 1850.0 7.4 5.0 .0740 .016 .250 .100 .300 .51 .50 .00180 1 534 585 1190.0 9.1 5.0 .0380 .016 .250 .100 .300 .51 .50 .00180 1 535 585 2126.0 24.4 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 536 537 4020.0 45.2 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 537 537 5349.0 61.4 5.0 .0790 .016 .250 .100 .300 .51 .50 .00180 1 538 539 590.0 3.5 5.0 .0580 .016 .250 .100 .300 .51 .50 .00180 1 539 539 485.0 4.0 5.0 .0680 .016 .250 .100 .300 .51 .50 .00180 1 540 589 745.0 5.5 5.0 .0500 .016 .250 .100 .300 .51 .50 .00180 1 541 589 2858.0 32.8 5.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 542 591 2975.0 31.5 5.0 .0710 .016 .250 .100 .300 .51 .50 .00180 1 543 591 2900.0 18.4 5.0 .1030 .016 .250 .100 .300 .51 .50 .00180 1 544 545 4190.0 32.3 9.5 .1650 .016 .250 .100 .300 .51 .50 .00180 1 545 545 11752.0 134.9 9.2 .1060 .016 .250 .100 .300 .51 .50 .00180 1 546 547 3185.0 39.1 5.0 .0980 .016 .250 .100 .300 .51 .50 .00180 1 547 547 2615.0 23.9 5.0 .1180 .016 .250 .100 .300 .51 .50 .00180 1 548 593 14505.0 166.5 5.0 .0890 .016 .250 .100 .300 .51 .50 .00180 1 549 593 3450.0 26.5 5.0 .1680 .016 .250 .100 .300 .51 .50 .00180 1 551 551 4678.0 53.7 8.8 .3400 .016 .250 .100 .300 .51 .50 .00180 1 552 553 790.0 7.1 5.0 .2200 .016 .250 .100 .300 .51 .50 .00180 1 553 553 715.0 3.8 5.0 .2340 .016 .250 .100 .300 .51 .50 .00180 1 554 555 5036.0 57.8 9.0 .2000 .016 .250 .100 .300 .51 .50 .00180 1 555 555 9662.0 110.9 13.7 .2500 .016 .250 .100 .300 .51 .50 .00180 1 556 556 5560.0 47.6 15.8 .3800 .016 .250 .100 .300 .51 .50 .00180 1 601 630 2134.0 24.5 5.0 .0690 .016 .250 .100 .300 .51 .50 .00180 1 602 630 2117.0 24.3 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 603 634 5637.0 64.7 6.5 .0420 .016 .250 .100 .300 .51 .50 .00180 1 604 634 4591.0 52.7 15.2 .0520 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.out 607 607 3678.0 38.0 18.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 608 656 2579.0 29.6 6.6 .0540 .016 .250 .100 .300 .51 .50 .00180 1 609 656 3128.0 35.9 5.0 .0880 .016 .250 .100 .300 .51 .50 .00180 1 610 660 6673.0 76.6 5.0 .0670 .016 .250 .100 .300 .51 .50 .00180 1 611 660 5828.0 66.9 5.0 .1270 .016 .250 .100 .300 .51 .50 .00180 1 612 612 10710.0 108.6 18.6 .4110 .016 .250 .100 .300 .51 .50 .00180 1 613 613 6715.0 75.0 18.4 .3850 .016 .250 .100 .300 .51 .50 .00180 1 614 638 11962.0 137.3 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 615 638 7884.0 90.5 5.0 .0500 .016 .250 .100 .300 .51 .50 .00180 1 616 617 8529.0 97.9 5.0 .0730 .016 .250 .100 .300 .51 .50 .00180 1 617 617 8303.0 95.3 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 618 642 410.0 1.9 5.0 .0980 .016 .250 .100 .300 .51 .50 .00180 1 619 619 7963.0 91.4 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 620 621 4019.0 28.7 5.0 .0920 .016 .250 .100 .300 .51 .50 .00180 1 621 621 3784.0 42.0 5.0 .0710 .016 .250 .100 .300 .51 .50 .00180 1 622 646 854.0 9.8 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 623 646 697.0 2.9 5.0 .1750 .016 .250 .100 .300 .51 .50 .00180 1 624 625 3622.0 19.5 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 625 625 4687.0 53.8 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 626 627 3264.0 40.1 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 627 627 3310.0 33.8 5.0 .0880 .016 .250 .100 .300 .51 .50 .00180 1 710 700 10749.0 2467.0 24.3 .0420 .016 .250 .100 .300 .51 .50 .00180 1 715 715 35131.0 483.9 10.4 .0280 .016 .250 .100 .300 .51 .50 .00180 1 719 719 7893.0 90.6 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 723 723 5565.0 51.1 20.5 .0320 .016 .250 .100 .300 .51 .50 .00180 1 727 782 13983.0 160.5 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 731 731 28096.0 387.0 5.0 .0170 .016 .250 .100 .300 .51 .50 .00180 1 735 788 2744.0 31.5 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 739 791 1777.0 20.4 5.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 743 743 9688.0 111.2 5.0 .0210 .016 .250 .100 Fos100E.out .300 .51 .50 .00180 1 755 755 10376.0 119.1 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 759 759 25439.0 350.4 5.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 763 763 38558.0 531.1 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 767 767 51495.0 709.3 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 214 TOTAL TRIBUTARY AREA (ACRES), 17692.40 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 17692.400 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) 1.194 TOTAL WATERSHED OUTFLOW (INCHES) 2.365 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .110 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 700 0 1 CHANNEL 100.0 2013. .0040 50.0 50.0 .040 7.00 0 33 1 0 3 .0 0. .0010 .0 .0 .001 10.00 0 2 33 0 1 CHANNEL 50.0 1784. .0022 40.0 40.0 .040 6.00 0 34 33 0 3 .0 0. .0010 .0 .0 .001 10.00 0 3 34 0 4 CHANNEL 10.0 1114. .0011 3.0 3.0 .040 2.00 0 OVERFLOW 22.0 1114. .0011 50.0 50.0 .040 10.00 35 3 0 3 .0 0. .0010 .0 .0 .001 10.00 0 4 35 0 4 CHANNEL 10.0 1114. .0011 Page 9 Fos100E.out 3.0 3.0 .040 2.00 0 OVERFLOW 22.0 1114. .0011 50.0 50.0 .040 10.00 5 35 0 1 CHANNEL 5.0 1000. .0180 25.0 25.0 .040 6.00 0 36 4 0 3 .0 0. .0010 .0 .0 .001 10.00 0 6 36 0 4 CHANNEL 20.0 907. .0011 3.0 3.0 .040 3.00 0 OVERFLOW 38.0 907. .0011 50.0 50.0 .040 10.00 37 6 0 3 .0 0. .0010 .0 .0 .001 10.00 0 7 37 0 4 CHANNEL 15.0 1488. .0013 2.1 2.1 .040 8.00 0 OVERFLOW 50.0 1488. .0013 50.0 50.0 .040 20.00 8 37 0 1 CHANNEL 10.0 2523. .0226 25.0 25.0 .040 6.00 0 10 7 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .800 103.0 2.560 280.0 8.910 624.0 126.000 1028.0 647.000 1639.0 980.000 1785.0 1480.000 3435.0 9 10 0 1 CHANNEL 5.0 483. .0207 3.0 30.0 .040 5.00 0 38 10 0 3 .0 0. .0010 .0 .0 .001 10.00 0 39 38 0 3 .0 0. .0010 .0 .0 .001 10.00 0 11 39 0 1 CHANNEL 30.0 935. .0086 50.0 50.0 .040 4.00 0 13 39 0 1 CHANNEL 10.0 1440. .0083 8.0 8.0 .040 5.00 0 14 39 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .470 53.0 9.480 265.0 58.700 373.0 177.000 1267.0 872.000 2051.0 1330.000 2500.0 2400.000 6000.0 40 14 0 3 .0 0. .0010 .0 .0 .001 10.00 0 15 40 0 1 CHANNEL 10.0 1112. .0018 2.8 8.5 .040 16.00 0 41 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 18 41 0 4 CHANNEL 10.0 1653. .0012 3.5 3.5 .040 10.00 0 OVERFLOW 78.0 1653. .0012 12.0 100.0 .040 15.00 42 18 0 3 .0 0. .0010 .0 .0 .001 10.00 0 19 42 0 4 CHANNEL 10.0 1653. .0012 1.0 4.0 .040 12.00 0 OVERFLOW 60.0 1653. .0012 1.0 70.0 .040 20.00 20 19 0 4 CHANNEL 10.0 1726. .0023 1.0 2.0 .040 6.00 0 Fos100E.out 21 43 0 4 CHANNEL 10.0 1406. .0036 2.5 2.5 .040 10.00 0 OVERFLOW 50.0 1406. .0036 25.0 20.0 .040 15.00 22 43 0 5 PIPE 2.0 740. .0081 .0 .0 .015 2.00 0 OVERFLOW 5.0 740. .0081 4.0 4.0 .040 9.00 44 21 0 3 .0 0. .0010 .0 .0 .001 10.00 0 23 44 0 1 CHANNEL 3.0 1328. .0060 3.0 3.0 .040 12.00 0 24 44 0 5 PIPE 2.0 600. .0333 .0 .0 .015 2.00 0 OVERFLOW 2.0 600. .0333 13.0 13.0 .040 5.00 25 44 0 1 CHANNEL 10.0 1810. .0028 6.0 6.0 .040 16.00 0 45 25 0 3 .0 0. .0010 .0 .0 .001 10.00 0 26 45 0 4 CHANNEL 10.0 3817. .0029 3.0 3.0 .040 14.00 0 OVERFLOW 90.0 3817. .0029 100.0 30.0 .040 18.00 46 26 0 3 .0 0. .0010 .0 .0 .001 10.00 0 27 46 0 5 PIPE 2.0 923. .0542 .0 .0 .015 2.00 0 OVERFLOW 35.0 923. .0542 5.0 2.5 .040 6.00 28 46 0 4 CHANNEL 5.0 1896. .0032 2.5 2.5 .040 10.00 0 OVERFLOW 45.0 1896. .0032 60.0 7.0 .040 16.00 29 28 0 4 CHANNEL 10.0 4100. .0041 5.0 5.0 .040 6.00 0 OVERFLOW 50.0 4100. .0041 35.0 400.0 .040 10.00 47 29 0 3 .0 0. .0010 .0 .0 .001 10.00 0 30 47 0 1 CHANNEL 120.0 1472. .0299 50.0 50.0 .020 4.00 0 31 47 0 1 CHANNEL 32.0 856. .0164 2.5 8.0 .020 4.00 0 32 47 0 4 CHANNEL 8.0 780. .0058 7.0 7.0 .040 6.00 0 OVERFLOW 90.0 780. .0058 40.0 18.0 .040 12.00 99 32 0 3 .0 0. .0010 .0 .0 .001 10.00 0 50 99 0 1 CHANNEL 10.0 1175. .0187 4.0 5.0 .040 8.00 0 96 50 0 3 .0 0. .0010 .0 .0 .001 10.00 0 51 96 0 1 CHANNEL 15.0 825. .0240 6.0 7.0 .040 8.00 0 98 51 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Fos100E.out 35.930 1461.0 52 98 0 1 CHANNEL 5.0 1040. .0150 10.0 7.0 .040 8.00 0 53 52 0 3 .0 0. .0010 .0 .0 .001 10.00 0 54 99 0 4 CHANNEL 10.0 1050. .0030 3.3 2.8 .040 10.00 0 OVERFLOW 70.0 1050. .0030 15.0 40.0 .040 16.00 70 54 0 3 .0 0. .0010 .0 .0 .001 10.00 0 55 70 0 4 CHANNEL 10.0 1270. .0070 3.5 2.5 .040 10.00 0 OVERFLOW 67.0 1270. .0070 18.0 10.0 .040 16.00 72 55 17 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .004 4.0 .350 116.0 .940 419.0 1.930 790.0 3.740 1209.0 7.150 1666.0 12.390 2166.0 18.990 2708.0 27.240 3295.0 38.640 3923.0 55.750 4586.0 83.250 5299.0 120.180 6045.0 162.330 6791.0 209.660 7537.0 260.440 8284.0 56 72 0 4 CHANNEL 6.0 650. .0050 4.0 1.8 .040 8.00 0 OVERFLOW 52.0 650. .0050 30.0 15.0 .040 16.00 74 56 0 3 .0 0. .0010 .0 .0 .001 10.00 0 57 74 0 4 CHANNEL 8.0 815. .0050 3.0 3.0 .040 8.00 0 OVERFLOW 46.0 815. .0050 25.0 20.0 .040 16.00 76 57 0 3 .0 0. .0010 .0 .0 .001 10.00 0 58 76 0 4 CHANNEL 5.0 550. .0080 6.3 3.0 .040 7.00 0 OVERFLOW 60.0 550. .0080 35.0 3.0 .040 13.00 78 58 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 1.450 138.0 3.000 454.0 6.760 1000.0 11.670 2575.0 18.290 2840.0 27.250 3105.0 41.950 3330.0 63.900 3634.0 80 78 0 3 .0 0. .0010 .0 .0 .001 10.00 0 59 80 0 1 CHANNEL 4.0 2520. .0040 7.0 6.0 .040 12.00 0 82 59 0 3 .0 0. .0010 .0 .0 .001 10.00 0 60 82 0 1 CHANNEL 4.0 700. .0140 4.0 4.0 .040 10.00 0 61 60 0 3 .0 0. .0010 .0 .0 .001 10.00 0 84 61 12 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Fos100E.out 62 84 0 1 CHANNEL 6.0 1370. .0130 7.0 8.0 .040 10.00 0 86 62 0 3 .0 0. .0010 .0 .0 .001 10.00 0 63 86 0 1 CHANNEL 4.0 1370. .0120 13.0 9.0 .040 8.00 0 64 63 0 1 CHANNEL 5.0 1580. .0100 12.5 8.0 .040 10.00 0 88 64 0 3 .0 0. .0010 .0 .0 .001 10.00 0 65 88 0 1 CHANNEL 5.0 2420. .0160 10.0 10.0 .040 10.00 0 90 65 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .010 28.0 .250 93.0 1.080 168.0 2.870 228.0 6.890 278.0 14.820 321.0 27.850 359.0 46.080 397.0 68.850 459.0 96.000 883.0 127.530 2233.0 163.140 2432.0 66 90 0 1 CHANNEL 2.0 2045. .0225 3.0 3.0 .040 9.00 0 92 66 0 3 .0 0. .0010 .0 .0 .001 10.00 0 67 92 0 1 CHANNEL 10.0 2045. .0280 8.0 1.5 .040 8.00 0 94 67 0 3 .0 0. .0010 .0 .0 .001 10.00 0 68 94 0 1 CHANNEL 2.0 3975. .0550 5.0 4.0 .040 8.00 0 69 94 0 1 CHANNEL 2.0 1835. .0250 2.8 2.8 .040 8.00 0 101 38 0 1 CHANNEL 5.0 2947. .0090 4.7 4.7 .040 15.00 0 130 101 0 3 .0 0. .0010 .0 .0 .001 10.00 0 102 130 0 1 CHANNEL 10.0 2947. .0090 12.0 20.0 .040 16.00 0 135 102 0 3 .0 0. .0010 .0 .0 .001 10.00 0 103 135 0 1 CHANNEL 5.0 540. .0190 24.0 14.0 .040 8.00 0 104 103 0 3 .0 0. .0010 .0 .0 .001 10.00 0 105 104 0 1 CHANNEL 15.0 1820. .0140 50.0 28.0 .040 8.00 0 140 105 0 3 .0 0. .0010 .0 .0 .001 10.00 0 106 140 0 1 CHANNEL 10.0 1900. .0160 58.0 35.0 .040 6.00 0 107 106 6 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 83.490 15.0 174.540 26.0 276.390 34.0 387.070 1401.0 504.850 13811.0 145 107 0 3 .0 0. .0010 .0 .0 .001 10.00 0 108 145 0 5 PIPE 1.8 2130. .0220 .0 .0 .015 1.75 0 Fos100E.out RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .080 4.6 .420 7.6 1.060 9.8 2.020 11.7 3.310 13.3 4.920 14.7 6.790 15.4 8.860 16.7 11.780 18.0 17.620 5675.0 109 150 0 5 PIPE 1.5 985. .0490 .0 .0 .015 1.50 0 OVERFLOW 25.0 985. .0490 50.0 50.0 .025 4.00 110 109 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .040 1.7 .190 2.5 .420 3.1 .900 3.6 1.600 4.1 2.550 4.5 3.840 4.8 5.440 5.2 7.040 355.2 111 135 0 1 CHANNEL 20.0 465. .0065 4.5 7.0 .040 11.00 0 112 111 0 3 .0 0. .0010 .0 .0 .001 10.00 0 155 112 0 3 .0 0. .0010 .0 .0 .001 10.00 0 113 155 0 1 CHANNEL 8.0 1880. .0110 30.0 30.0 .040 6.00 0 160 113 0 3 .0 0. .0010 .0 .0 .001 10.00 0 115 160 0 1 CHANNEL 3.0 3175. .0220 10.0 10.0 .040 6.00 0 114 155 0 1 CHANNEL 5.0 660. .0120 10.0 2.0 .040 12.00 0 165 114 0 3 .0 0. .0010 .0 .0 .001 10.00 0 116 165 0 1 CHANNEL 5.0 1060. .0150 7.0 7.0 .040 10.00 0 170 116 0 3 .0 0. .0010 .0 .0 .001 10.00 0 117 165 0 1 CHANNEL 30.0 1228. .0330 40.0 40.0 .040 6.00 0 118 170 0 1 CHANNEL 10.0 1060. .0110 7.0 7.0 .040 10.00 0 175 118 0 3 .0 0. .0010 .0 .0 .001 10.00 0 119 175 0 1 CHANNEL 5.0 1680. .0210 7.0 7.0 .040 10.00 0 180 119 0 3 .0 0. .0010 .0 .0 .001 10.00 0 120 180 0 1 CHANNEL 5.0 1680. .0180 7.0 20.0 .040 5.00 0 121 120 0 1 CHANNEL 5.0 1710. .0330 20.0 20.0 .040 8.00 0 122 175 0 1 CHANNEL 5.0 2890. .0150 8.0 8.0 .040 10.00 0 185 122 0 3 .0 0. .0010 .0 .0 .040 10.00 0 123 185 0 1 CHANNEL 10.0 2890. .0190 15.0 15.0 .040 6.00 0 190 123 0 3 .0 0. .0010 .0 .0 .040 10.00 0 125 190 0 1 CHANNEL 20.0 1675. .0230 Fos100E.out .000 .0 .333 20.8 .500 121.0 .667 438.5 1.000 743.1 1.250 1111.4 1.333 1124.8 1.500 1079.4 2.000 909.0 2.500 734.1 3.000 615.9 3.500 558.9 4.000 536.4 5.000 453.4 5.500 429.7 6.500 400.8 7.500 384.6 10.000 351.8 11.000 322.7 16.400 308.0 301 41 0 4 CHANNEL 5.8 800. .0075 3.3 3.4 .040 5.00 0 OVERFLOW 33.0 800. .0075 23.0 22.0 .040 10.00 330 301 0 3 .0 0. .0010 .0 .0 .001 10.00 0 302 330 0 4 CHANNEL 4.2 900. .0092 2.4 2.3 .040 7.00 0 OVERFLOW 31.0 900. .0092 32.5 23.5 .040 14.00 303 302 0 1 CHANNEL 201.0 1195. .0039 24.7 7.8 .040 11.00 0 333 303 0 3 .0 0. .0010 .0 .0 .001 10.00 0 304 333 0 1 CHANNEL 11.0 1195. .0168 24.3 6.7 .040 5.00 0 336 304 0 3 .0 0. .0010 .0 .0 .001 10.00 0 305 336 0 1 CHANNEL 127.0 1030. .0075 47.0 55.0 .040 6.00 0 339 305 0 3 .0 0. .0010 .0 .0 .001 10.00 0 306 339 0 1 CHANNEL 5.0 1030. .0769 16.0 4.3 .040 5.00 0 342 306 0 3 .0 0. .0010 .0 .0 .001 10.00 0 307 342 0 4 CHANNEL 1.0 2160. .0238 2.5 2.0 .040 4.50 0 OVERFLOW 31.0 2160. .0238 38.0 73.0 .040 10.00 345 307 0 3 .0 0. .0010 .0 .0 .001 10.00 0 308 345 0 1 CHANNEL 233.0 2160. .0137 20.0 27.5 .040 5.00 0 309 308 0 1 CHANNEL 3.0 390. .0100 28.0 28.0 .040 3.00 0 348 336 0 3 .0 0. .0010 .0 .0 .001 10.00 0 310 348 0 1 CHANNEL 30.0 1070. .0075 24.0 75.0 .040 9.00 0 311 348 0 1 CHANNEL 30.0 930. .0240 45.0 45.0 .040 4.00 0 351 310 0 3 .0 0. .0010 .0 .0 .001 10.00 0 312 351 0 1 CHANNEL 20.0 1070. .0200 100.0 100.0 .040 5.00 0 354 312 0 3 .0 0. .0010 .0 .0 .001 10.00 0 313 354 0 1 CHANNEL 25.0 960. .0125 100.0 100.0 .040 4.00 0 314 354 0 1 CHANNEL 10.0 800. .0150 10.0 10.0 .040 4.00 0 Fos100E.out 360 315 0 3 .0 0. .0010 .0 .0 .001 10.00 0 316 360 0 5 PIPE 2.5 500. .0336 .0 .0 .015 2.50 0 OVERFLOW 5.0 500. .0336 50.0 50.0 .025 4.00 363 316 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .360 10.0 .530 20.0 .660 30.0 .780 40.0 1.090 50.0 1.550 60.0 1.960 70.0 2.350 80.0 4.430 114.0 8.520 894.0 318 363 0 1 CHANNEL 25.0 670. .0541 100.0 100.0 .040 5.00 0 317 360 0 1 CHANNEL 5.0 1070. .0467 8.0 7.0 .030 8.00 0 366 317 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .120 5.0 .320 10.0 .470 15.0 .610 20.0 .880 30.0 .980 33.0 4.260 608.0 319 366 0 1 CHANNEL 10.0 1213. .0364 20.0 20.0 .040 4.00 0 369 351 0 3 .0 0. .0010 .0 .0 .001 10.00 0 321 369 0 1 CHANNEL 25.0 1460. .0230 100.0 100.0 .040 5.00 0 372 321 0 3 .0 0. .0010 .0 .0 .001 10.00 0 322 372 0 5 PIPE 2.0 1090. .0370 .0 .0 .015 2.00 0 OVERFLOW 5.0 1090. .0370 50.0 50.0 .025 4.00 375 322 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .051 10.0 .079 20.0 .107 30.0 .339 40.0 .831 50.0 1.957 60.0 3.860 70.0 4.141 100.0 5.843 2759.0 323 375 0 1 CHANNEL 25.0 1415. .0380 100.0 100.0 .400 5.00 0 320 369 0 1 CHANNEL 25.0 740. .0135 8.0 90.0 .040 5.00 0 378 320 0 3 .0 0. .0010 .0 .0 .001 10.00 0 324 378 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .006 7.0 .065 16.0 .446 54.0 1.457 100.0 2.925 127.0 4.593 153.0 8.350 1105.0 325 324 0 1 CHANNEL 5.0 975. .0270 7.0 20.0 .040 5.00 0 381 325 0 3 .0 0. .0010 .0 .0 .001 10.00 0 326 381 0 1 CHANNEL 5.0 975. .0390 Fos100E.out 7.0 7.0 .040 10.00 0 432 401 0 3 .0 0. .0010 .0 .0 .001 10.00 0 402 432 0 1 CHANNEL 2.0 1140. .0105 2.1 10.0 .040 10.00 0 434 84 0 3 .0 0. .0010 .0 .0 .001 10.00 0 433 402 7 3 .0 0. .0010 .0 .0 .001 10.00 434 DIVERSION TO GUTTER NUMBER 434 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 1223.000 .0 1500.000 164.0 1800.000 373.0 2100.000 608.0 2500.000 935.0 4000.000 2357.0 403 433 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .005 4.0 .360 35.0 1.840 107.0 4.780 196.0 9.240 260.0 15.640 323.0 24.380 386.0 35.870 593.0 50.700 765.0 69.860 978.0 94.670 1223.0 125.940 1884.0 435 403 0 3 .0 0. .0010 .0 .0 .001 10.00 0 404 435 0 1 CHANNEL 8.0 417. .0020 10.0 2.0 .040 10.00 0 440 404 0 3 .0 0. .0010 .0 .0 .001 10.00 0 405 440 0 1 CHANNEL 2.0 1700. .0470 1.5 1.0 .040 10.00 0 406 405 0 3 .0 0. .0010 .0 .0 .001 10.00 0 407 440 0 1 CHANNEL 5.0 2530. .0066 15.0 1.6 .040 10.00 0 445 407 0 3 .0 0. .0010 .0 .0 .001 10.00 0 408 445 0 1 CHANNEL 5.0 1100. .0071 6.2 20.0 .040 10.00 0 450 408 0 3 .0 0. .0010 .0 .0 .001 10.00 0 409 450 0 1 CHANNEL 2.0 2140. .0085 7.7 18.0 .040 10.00 0 480 409 0 3 .0 0. .0010 .0 .0 .001 10.00 0 410 480 0 1 CHANNEL 2.0 2300. .0100 7.0 12.0 .040 10.00 0 485 410 0 3 .0 0. .0010 .0 .0 .001 10.00 0 411 485 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .030 16.0 .380 24.0 1.440 29.0 4.170 35.0 9.510 40.0 17.010 49.0 28.280 57.0 44.550 123.0 54.790 525.0 490 411 0 3 .0 0. .0010 .0 .0 .001 10.00 0 413 490 0 1 CHANNEL 20.0 700. .0100 17.0 17.0 .040 10.00 0 414 413 0 1 CHANNEL 10.0 1475. .0150 Fos100E.out 5.2 17.6 .040 10.00 0 455 416 0 3 .0 0. .0010 .0 .0 .001 10.00 0 417 455 0 1 CHANNEL 18.0 1200. .0072 9.6 12.5 .040 10.00 0 418 417 0 3 .0 0. .0010 .0 .0 .001 10.00 0 420 418 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 14.850 126.0 36.710 160.0 66.320 194.0 104.830 482.0 127.680 1733.0 152.880 4050.0 422 420 0 3 .0 0. .0010 .0 .0 .001 10.00 0 421 422 0 1 CHANNEL 10.0 1730. .0230 34.0 34.0 .040 10.00 0 460 422 0 3 .0 0. .0010 .0 .0 .001 10.00 0 424 460 0 1 CHANNEL 15.0 1500. .0320 28.0 28.0 .040 10.00 0 425 424 0 3 .0 0. .0010 .0 .0 .001 10.00 0 465 460 0 3 .0 0. .0010 .0 .0 .001 10.00 0 426 465 0 1 CHANNEL 2.0 1548. .0413 6.3 6.3 .040 5.00 0 427 465 0 1 CHANNEL 2.0 1360. .0220 20.0 30.0 .040 10.00 0 470 427 0 3 .0 0. .0010 .0 .0 .001 10.00 0 428 470 0 1 CHANNEL 8.0 2880. .0210 5.5 7.5 .040 10.00 0 475 428 0 3 .0 0. .0010 .0 .0 .001 10.00 0 430 475 0 1 CHANNEL 4.0 1650. .0290 2.5 2.5 .040 10.00 0 429 475 0 1 CHANNEL 2.0 1080. .0400 2.8 2.8 .040 10.00 0 501 76 0 4 CHANNEL 5.0 990. .0060 3.6 7.6 .040 9.00 0 OVERFLOW 100.0 990. .0060 13.0 40.0 .040 14.00 559 501 6 3 .0 0. .0010 .0 .0 .001 10.00 55 DIVERSION TO GUTTER NUMBER 55 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 2500.000 .0 3000.000 324.0 4000.000 1198.0 5000.000 2137.0 7000.000 4070.0 560 559 16 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .003 5.0 .070 87.0 .310 250.0 .840 428.0 1.740 632.0 3.160 868.0 5.450 1121.0 8.990 1394.0 14.850 1634.0 23.430 1850.0 34.100 2062.0 46.310 2266.0 61.660 2470.0 80.850 3391.0 102.490 13706.0 561 560 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Fos100E.out 562 502 0 3 .0 0. .0010 .0 .0 .001 10.00 0 503 562 0 1 CHANNEL 2.0 1525. .0026 6.5 4.7 .035 6.00 0 504 562 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .002 4.0 .160 81.0 .740 251.0 2.100 473.0 4.720 694.0 9.980 922.0 20.880 1763.0 41.090 5781.0 73.490 12031.0 563 504 0 3 .0 0. .0010 .0 .0 .001 10.00 0 505 563 0 4 CHANNEL 6.0 1140. .0035 2.1 2.1 .040 12.00 0 OVERFLOW 50.0 1140. .0035 10.0 30.0 .040 20.00 564 505 0 3 .0 0. .0010 .0 .0 .001 10.00 0 506 564 0 1 CHANNEL 8.0 1100. .0220 8.0 8.0 .040 10.00 0 565 506 0 3 .0 0. .0010 .0 .0 .001 10.00 0 507 565 0 1 CHANNEL 20.0 1400. .0200 20.0 7.5 .040 8.00 0 584 84 0 3 .0 0. .0010 .0 .0 .001 10.00 0 566 507 11 3 .0 0. .0010 .0 .0 .001 10.00 584 DIVERSION TO GUTTER NUMBER 584 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 40.000 .0 60.000 16.0 80.000 36.0 100.000 55.0 150.000 104.0 200.000 154.0 250.000 203.0 300.000 253.0 400.000 351.0 500.000 452.0 567 566 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .000 3.0 .080 16.0 .530 24.0 1.670 30.0 3.710 36.0 6.600 52.0 10.490 290.0 18.520 1553.0 508 567 0 1 CHANNEL 10.0 1940. .0170 14.0 14.0 .040 8.00 0 509 508 0 3 .0 0. .0010 .0 .0 .001 10.00 0 510 564 0 4 CHANNEL 8.0 1140. .0050 10.0 16.0 .040 6.00 0 OVERFLOW 110.0 1140. .0050 40.0 70.0 .040 14.00 568 510 0 3 .0 0. .0010 .0 .0 .001 10.00 0 511 568 0 1 CHANNEL 10.0 1140. .0053 10.0 18.0 .040 8.00 0 569 511 0 3 .0 0. .0010 .0 .0 .001 10.00 0 512 569 0 1 CHANNEL 5.0 1025. .0040 40.0 5.0 .040 7.00 0 570 512 0 3 .0 0. .0010 .0 .0 .001 10.00 0 513 570 0 1 CHANNEL 10.0 780. .0770 Fos100E.out .000 .0 .021 44.0 .130 160.0 1.370 292.0 5.690 417.0 13.670 507.0 26.230 597.0 43.790 2957.0 67.030 8093.0 514 571 0 1 CHANNEL 4.0 1115. .0040 7.0 20.0 .040 8.00 0 572 514 0 3 .0 0. .0010 .0 .0 .001 10.00 0 515 572 0 1 CHANNEL 4.0 2195. .0070 24.0 14.0 .040 8.00 0 516 515 0 3 .0 0. .0010 .0 .0 .001 10.00 0 517 516 0 1 CHANNEL 4.0 1525. .0090 12.5 20.0 .035 5.00 0 573 516 0 3 .0 0. .0010 .0 .0 .001 10.00 0 519 573 0 1 CHANNEL 2.0 3635. .0080 3.0 3.0 .035 5.00 0 574 573 0 3 .0 0. .0010 .0 .0 .001 10.00 0 518 574 0 1 CHANNEL 2.0 760. .0070 50.0 50.0 .040 5.00 0 575 518 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .016 50.0 .120 141.0 1.560 216.0 8.710 276.0 29.260 335.0 65.780 395.0 111.990 4000.0 138.140 7704.0 576 575 0 3 .0 0. .0010 .0 .0 .001 10.00 0 520 576 0 1 CHANNEL 2.0 2050. .0120 17.0 17.0 .040 5.00 0 521 520 0 3 .0 0. .0010 .0 .0 .001 10.00 0 577 576 0 3 .0 0. .0010 .0 .0 .001 10.00 0 522 577 0 1 CHANNEL 20.0 5000. .0090 20.0 20.0 .040 6.00 0 523 522 0 3 .0 0. .0010 .0 .0 .001 10.00 0 524 577 0 1 CHANNEL 100.0 710. .0100 30.0 30.0 .040 6.00 0 578 524 0 3 .0 0. .0010 .0 .0 .001 10.00 0 525 578 0 1 CHANNEL 100.0 710. .0100 30.0 30.0 .040 6.00 0 579 525 0 3 .0 0. .0010 .0 .0 .001 10.00 0 526 579 0 1 CHANNEL 5.0 1895. .0230 10.0 10.0 .040 5.00 0 527 526 0 3 .0 0. .0010 .0 .0 .001 10.00 0 528 579 0 1 CHANNEL 8.0 1700. .0090 50.0 50.0 .040 6.00 0 580 528 0 3 .0 0. .0010 .0 .0 .001 10.00 0 529 580 0 1 CHANNEL 8.0 3100. .0070 40.0 40.0 .040 6.00 0 581 529 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Fos100E.out 596 588 0 3 .0 0. .0010 .0 .0 .001 10.00 0 582 531 10 3 .0 0. .0010 .0 .0 .001 10.00 596 DIVERSION TO GUTTER NUMBER 596 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 20.000 .0 40.000 16.0 60.000 35.0 80.000 54.0 140.000 113.0 180.000 152.0 240.000 211.0 300.000 270.0 500.000 470.0 583 582 5 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .090 9.0 1.270 33.0 4.130 414.0 9.110 1367.0 532 583 0 1 CHANNEL 8.0 1170. .0190 38.0 38.0 .040 4.00 0 533 532 0 3 .0 0. .0010 .0 .0 .001 10.00 0 534 581 0 1 CHANNEL 5.0 850. .0180 30.0 13.0 .040 4.00 0 585 534 0 3 .0 0. .0010 .0 .0 .001 10.00 0 535 585 0 1 CHANNEL 10.0 690. .0150 25.0 18.0 .040 7.00 0 597 588 0 3 .0 0. .0010 .0 .0 .001 10.00 0 586 535 8 3 .0 0. .0010 .0 .0 .001 10.00 597 DIVERSION TO GUTTER NUMBER 597 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 80.000 .0 100.000 15.0 150.000 63.0 200.000 113.0 250.000 162.0 300.000 211.0 400.000 310.0 587 586 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .160 49.0 1.340 72.0 4.890 114.0 10.890 319.0 19.500 424.0 31.290 535.0 536 587 0 1 CHANNEL 10.0 2100. .0140 15.0 30.0 .040 5.00 0 537 536 0 3 .0 0. .0010 .0 .0 .001 10.00 0 538 581 0 1 CHANNEL 8.0 700. .0110 4.5 25.0 .040 6.00 0 539 538 0 3 .0 0. .0010 .0 .0 .001 10.00 0 588 539 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .003 7.0 .630 35.0 5.700 54.0 19.290 71.0 42.010 88.0 74.400 407.0 117.100 3684.0 173.070 9875.0 540 588 0 1 CHANNEL 10.0 400. .0040 20.0 20.0 .040 10.00 0 589 540 0 3 .0 0. .0010 .0 .0 .001 10.00 0 541 589 0 1 CHANNEL 10.0 400. .0040 18.0 18.0 .040 10.00 0 590 541 0 3 .0 0. .0010 Fos100E.out .0 .0 .001 10.00 0 543 591 0 1 CHANNEL 15.0 1420. .0210 4.0 12.0 .040 5.00 0 592 543 0 3 .0 0. .0010 .0 .0 .001 10.00 0 544 592 0 1 CHANNEL 4.0 2040. .0380 2.2 2.2 .040 6.00 0 545 544 0 3 .0 0. .0010 .0 .0 .001 10.00 0 546 592 0 1 CHANNEL 8.0 1780. .0380 2.7 5.0 .040 5.00 0 547 546 0 3 .0 0. .0010 .0 .0 .001 10.00 0 548 590 0 1 CHANNEL 4.0 1580. .0160 23.0 37.0 .040 5.00 0 593 548 0 3 .0 0. .0010 .0 .0 .001 10.00 0 549 593 0 1 CHANNEL 4.0 2030. .0230 6.5 6.5 .040 6.00 0 550 549 0 3 .0 0. .0010 .0 .0 .001 10.00 0 551 550 0 1 CHANNEL 4.0 1100. .0590 3.0 3.0 .040 5.00 0 552 550 0 1 CHANNEL 2.0 675. .0360 1.8 1.8 .040 8.00 0 553 552 0 3 .0 0. .0010 .0 .0 .001 10.00 0 594 553 0 3 .0 0. .0010 .0 .0 .001 10.00 0 554 594 0 1 CHANNEL 2.0 2830. .0420 3.2 3.2 .040 6.00 0 555 554 0 3 .0 0. .0010 .0 .0 .001 10.00 0 556 594 0 1 CHANNEL 2.0 1350. .0700 2.8 7.2 .040 5.00 0 601 569 0 1 CHANNEL 10.0 1425. .0120 100.0 100.0 .040 5.00 0 630 601 0 3 .0 0. .0010 .0 .0 .001 10.00 0 602 630 0 1 CHANNEL 30.0 790. .0076 36.0 66.0 .040 5.00 0 632 602 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .020 9.0 1.530 85.0 6.600 224.0 14.750 369.0 26.580 474.0 42.840 570.0 64.200 916.0 78.020 1856.0 95.520 3833.0 603 632 0 1 CHANNEL 10.0 1015. .0067 56.0 26.0 .040 5.00 0 634 603 0 3 .0 0. .0010 .0 .0 .001 10.00 0 604 634 0 1 CHANNEL 30.0 1000. .0060 19.0 35.0 .040 5.00 0 636 604 0 3 .0 0. .0010 .0 .0 .001 10.00 0 605 636 0 1 CHANNEL 10.0 1125. .0130 26.0 18.0 .040 5.00 0 650 605 0 3 .0 0. .0010 Fos100E.out .0 .0 .001 10.00 0 607 652 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .140 8.0 1.020 28.0 3.010 45.0 6.270 56.0 10.600 65.0 15.510 72.0 20.630 78.0 26.070 1000.0 31.930 3070.0 38.060 5450.0 654 607 8 3 .0 0. .0010 .0 .0 .001 10.00 652 DIVERSION TO GUTTER NUMBER 652 - TOTAL Q VS DIVERTED Q IN CFS .000 .0 15.000 .0 21.000 .0 280.000 124.0 1065.000 520.0 2472.000 1290.0 4507.000 2390.0 7186.000 3803.0 608 654 0 1 CHANNEL 10.0 1410. .0140 28.0 30.0 .040 5.00 0 656 608 0 3 .0 0. .0010 .0 .0 .001 10.00 0 609 656 0 1 CHANNEL 8.0 1510. .0150 9.0 9.0 .040 8.00 0 658 609 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .120 21.0 .730 32.0 2.450 41.0 5.690 46.0 10.850 50.0 18.650 55.0 29.790 59.0 44.570 71.0 63.050 422.0 85.190 3583.0 610 658 0 1 CHANNEL 10.0 2600. .0210 4.0 4.0 .040 7.00 0 660 610 0 3 .0 0. .0010 .0 .0 .001 10.00 0 611 660 0 1 CHANNEL 2.0 2680. .0295 2.0 2.0 .040 10.00 0 662 611 0 3 .0 0. .0010 .0 .0 .001 10.00 0 612 662 0 1 CHANNEL 2.0 2480. .0620 3.7 3.7 .040 5.00 0 613 662 0 1 CHANNEL 2.0 1865. .0540 2.5 2.5 .040 5.00 0 614 636 0 1 CHANNEL 2.0 2010. .0090 3.5 30.0 .040 5.00 0 638 614 0 3 .0 0. .0010 .0 .0 .001 10.00 0 615 638 0 1 CHANNEL 10.0 2250. .0098 17.0 14.0 .040 5.00 0 640 615 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .010 7.0 .350 61.0 1.950 96.0 6.140 120.0 14.600 142.0 27.660 161.0 46.200 178.0 71.290 195.0 105.950 988.0 152.020 5418.0 616 640 0 1 CHANNEL 4.0 1150. .0070 1.5 1.5 .040 9.00 0 617 616 0 3 .0 0. .0010 .0 .0 .001 10.00 0 642 640 0 3 .0 0. .0010 .0 .0 .001 10.00 0 618 642 0 1 CHANNEL 10.0 410. .0100 Fos100E.out .0 .0 .001 10.00 0 620 644 0 1 CHANNEL 5.0 2020. .0330 15.0 21.0 .040 5.00 0 621 620 0 3 .0 0. .0010 .0 .0 .001 10.00 0 622 644 0 1 CHANNEL 2.0 500. .0200 50.0 50.0 .040 4.00 0 646 622 0 3 .0 0. .0010 .0 .0 .001 10.00 0 623 646 0 1 CHANNEL 1.0 540. .0280 16.0 10.0 .040 5.00 0 648 623 0 3 .0 0. .0010 .0 .0 .001 10.00 0 624 648 0 1 CHANNEL 5.0 1530. .0300 5.0 20.0 .040 5.00 0 625 624 0 3 .0 0. .0010 .0 .0 .001 10.00 0 626 648 0 1 CHANNEL 30.0 1635. .0360 7.5 7.5 .040 5.00 0 627 626 0 3 .0 0. .0010 .0 .0 .001 10.00 0 700 799 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 414.800 196.0 837.700 556.0 1270.000 2717.0 1712.700 6308.0 2166.000 10826.0 2629.700 16013.0 711 700 0 1 CHANNEL 2.0 1003. .0080 10.0 10.0 .040 10.00 0 770 711 0 3 .0 0. .0010 .0 .0 .001 10.00 0 715 770 0 4 CHANNEL 5.0 7914. .0156 5.0 5.0 .040 3.00 0 OVERFLOW 35.0 7914. .0156 120.0 120.0 .040 6.00 719 770 0 4 CHANNEL 2.0 1959. .0102 4.0 4.0 .040 3.00 0 OVERFLOW 26.0 1959. .0102 100.0 100.0 .040 6.00 773 700 0 1 CHANNEL 10.0 1211. .0116 10.0 10.0 .040 8.00 0 776 773 0 3 .0 0. .0010 .0 .0 .001 10.00 0 723 776 0 1 CHANNEL 2.0 2720. .0110 12.0 12.0 .040 6.00 0 779 776 0 1 CHANNEL 10.0 2830. .0088 40.0 40.0 .040 6.00 0 782 779 0 3 .0 0. .0010 .0 .0 .001 10.00 0 727 782 0 1 CHANNEL 10.0 1206. .0091 50.0 50.0 .040 6.00 0 785 727 0 3 .0 0. .0010 .0 .0 .001 10.00 0 731 785 0 1 CHANNEL 10.0 5780. .0145 16.0 16.0 .040 6.00 0 735 785 0 1 CHANNEL 15.0 1358. .0081 10.0 10.0 .040 7.00 0 788 735 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Fos100E.out 743 791 0 1 CHANNEL 5.0 843. .0047 25.0 25.0 .040 6.00 0 794 788 0 3 .0 0. .0010 .0 .0 .001 10.00 0 747 794 0 1 CHANNEL 10.0 5637. .0110 50.0 50.0 .040 6.00 0 751 794 0 1 CHANNEL 10.0 3542. .0119 50.0 50.0 .040 6.00 0 755 700 0 1 CHANNEL 10.0 3400. .0141 17.5 17.5 .040 6.00 0 759 700 6 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 37.660 5.0 42.510 21.0 140.340 254.0 250.290 1508.0 370.660 7338.0 763 759 0 1 CHANNEL 5.0 6127. .0108 17.0 17.0 .040 6.00 0 767 700 0 1 CHANNEL 10.0 3010. .0206 50.0 50.0 .040 6.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 368 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. 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0 0 0 0 0 0 0 1384.5 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 198 TO GUTTER 55 COMP THROUGH DIVERSION WILL LAG ONE TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (O) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER TIME(HR/MIN) 10 799 0 1. .0 .0 .00( ) .00( ) 0 11. 2.8 .1 .02(S) .00( ) 0 21. 49.3 1.9 .38(S) .00( ) Page 32 Fos100E.out 0 31. 223.0 10.8 1.99(S) .00( ) 0 41. 638.0 43.0 12.98(S) .00( ) 0 51. 738.3 81.5 42.04(S) .00( ) 1 1. 890.6 122.9 86.18(S) .00( ) 1 11. 1031.0 166.3 128.53(S) .00( ) 1 21. 1073.0 219.4 164.39(S) .00( ) 1 31. 1108.9 292.1 194.97(S) .00( ) 1 41. 1140.3 359.2 221.76(S) .00( ) 1 51. 1166.8 420.7 244.31(S) .00( ) 2 1. 1189.4 476.7 263.65(S) .00( ) 2 11. 1209.0 525.9 280.33(S) .00( ) 2 21. 1225.8 628.2 294.70(S) .00( ) 2 31. 1240.5 836.6 307.16(S) .00( ) 2 41. 1253.3 1009.6 318.11(S) .00( ) 2 51. 1264.9 1153.8 327.97(S) .00( ) 3 1. 1275.6 1274.3 337.09(S) .00( ) 3 11. 1285.7 1375.3 345.73(S) .00( ) 3 21. 1295.5 1460.1 354.09(S) .00( ) 3 31. 1305.1 1531.4 362.29(S) .00( ) 3 41. 1314.7 1591.3 370.46(S) .00( ) 3 51. 1324.3 1641.5 378.65(S) .00( ) 4 1. 1334.0 1683.6 386.91(S) .00( ) 4 11. 1343.8 1718.6 395.28(S) .00( ) 4 21. 1353.7 1747.7 403.76(S) .00( ) 4 31. 1363.8 1771.8 412.35(S) .00( ) 4 41. 1374.0 1791.4 421.05(S) .00( ) 4 51. 1384.3 1807.4 429.85(S) .00( ) 5 1. 1394.7 1820.2 438.71(S) .00( ) 5 11. 1405.2 1830.3 447.60(S) .00( ) 5 21. 1415.6 1838.1 Fos100E.out 474.16(S) .00( ) 5 51. 1446.5 1851.1 482.86(S) .00( ) 6 1. 1456.6 1852.8 491.44(S) .00( ) 6 11. 1466.5 1853.5 499.88(S) .00( ) 6 21. 1476.2 1853.4 508.15(S) .00( ) 6 31. 1485.6 1852.7 516.23(S) .00( ) 6 41. 1494.9 1851.4 524.11(S) .00( ) 6 51. 1503.9 1849.7 531.77(S) .00( ) 7 1. 1512.6 1847.7 539.19(S) .00( ) 7 11. 1521.0 1845.4 546.38(S) .00( ) 7 21. 1529.2 1842.9 553.33(S) .00( ) 7 31. 1537.0 1840.3 560.03(S) .00( ) 7 41. 1544.6 1837.5 566.49(S) .00( ) 7 51. 1551.9 1834.7 572.70(S) .00( ) 8 1. 1558.9 1831.9 578.66(S) .00( ) 8 11. 1565.6 1829.1 584.37(S) .00( ) 8 21. 1572.0 1826.3 589.84(S) .00( ) 8 31. 1578.1 1823.6 595.06(S) .00( ) 8 41. 1583.9 1820.9 600.04(S) .00( ) 8 51. 1589.5 1818.2 604.77(S) .00( ) 9 1. 1594.7 1815.6 609.25(S) .00( ) 9 11. 1599.7 1813.1 613.50(S) .00( ) 9 21. 1604.4 1810.7 617.50(S) .00( ) 9 31. 1608.8 1808.3 621.27(S) .00( ) 9 41. 1613.0 1806.0 624.78(S) .00( ) 9 51. 1616.8 1803.8 628.06(S) .00( ) 10 1. 1620.3 1801.6 631.08(S) .00( ) 10 11. 1623.6 1799.5 633.85(S) .00( ) 10 21. 1626.5 1797.4 636.37(S) .00( ) 10 31. 1629.2 1795.3 638.64(S) .00( ) Fos100E.out 11 1. 1635.4 1789.3 643.93(S) .00( ) 11 11. 1636.9 1787.3 645.19(S) .00( ) 11 21. 1638.1 1785.3 646.21(S) .00( ) 11 31. 1639.0 1783.3 646.98(S) .00( ) 11 41. 1639.2 1781.3 647.51(S) .00( ) 11 51. 1639.4 1779.2 647.81(S) .00( ) 12 1. 1639.4 1777.1 647.88(S) .00( ) 12 11. 1639.3 1775.0 647.72(S) .00( ) 12 21. 1639.2 1772.8 647.34(S) .00( ) 12 31. 1638.7 1770.5 646.73(S) .00( ) 12 41. 1637.7 1768.2 645.91(S) .00( ) 12 51. 1636.5 1765.8 644.88(S) .00( ) 13 1. 1635.1 1763.3 643.64(S) .00( ) 13 11. 1633.4 1760.8 642.21(S) .00( ) 13 21. 1631.5 1758.2 640.59(S) .00( ) 13 31. 1629.4 1755.5 638.78(S) .00( ) 13 41. 1627.0 1752.7 636.79(S) .00( ) 13 51. 1624.5 1749.8 634.62(S) .00( ) 14 1. 1621.7 1746.8 632.27(S) .00( ) 14 11. 1618.8 1743.7 629.76(S) .00( ) 14 21. 1615.6 1740.5 627.08(S) .00( ) 14 31. 1612.3 1737.2 624.25(S) .00( ) 14 41. 1608.8 1733.8 621.25(S) .00( ) 14 51. 1605.1 1730.3 618.11(S) .00( ) 15 1. 1601.3 1726.6 614.82(S) .00( ) 15 11. 1597.2 1722.9 611.38(S) .00( ) 15 21. 1593.0 1719.0 607.81(S) .00( ) 15 31. 1588.7 1715.0 604.10(S) .00( ) 15 41. 1584.2 1710.9 600.26(S) .00( ) 15 51. 1579.5 1706.7 Fos100E.out 587.15(S) .00( ) 16 21. 1561.8 1693.4 581.13(S) .00( ) 16 31. 1553.6 1688.6 574.20(S) .00( ) FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** *** NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CFS) (FT) (AC-FT) (HR/MIN) 1:1 1813.0 2.5 1 32. 2:1 195.6 1.3 0 58. 3:4 1639.3 5.5 1 28. 4:4 1639.3 5.5 12 22. 5:1 798.8 2.3 0 41. 6:4 1639.3 5.9 12 14. 7:4 1639.3 9.4 12 8. 8:1 469.5 1.7 0 49. 9:1 48.9 .8 0 39. 10:2 1639.4 .1 647.9:D 11 59. 11:1 267.8 1.1 0 41. 13:1 498.7 3.0 0 40. 14:2 2051.0 .1 872.0:D 6 9. 15:1 4095.2 11.1 3 29. 18:4 4015.9 12.4 3 34. 19:4 4021.4 14.4 3 27. 20:4 4026.9 11.9 3 21. 21:4 4023.1 11.6 3 17. 22:5 823.2 7.0 0 36. 23:1 422.6 4.7 0 40. 24:5 254.6 3.6 0 35. 25:1 4013.5 9.8 3 15. 26:4 3426.4 11.5 3 17. 27:5 486.4 3.2 0 35. 28:4 3425.2 11.8 3 10. 29:4 3430.8 7.5 3 5. 30:1 451.9 .5 0 36. 31:1 477.6 1.3 0 35. 32:4 3483.1 7.2 2 47. 33:3 1838.3 (DIRECT FLOW) 1 22. 34:3 1639.3 (DIRECT FLOW) 1 28. 35:3 1656.2 (DIRECT FLOW) 1 20. 36:3 1639.3 (DIRECT FLOW) 12 14. 37:3 1639.4 (DIRECT FLOW) 12 8. 38:3 4147.8 (DIRECT FLOW) 1 0. 39:3 2051.3 (DIRECT FLOW) 6 8. 40:3 4098.6 (DIRECT FLOW) 3 29. 41:3 4095.7 (DIRECT FLOW) 3 27. 42:3 4022.6 (DIRECT FLOW) 3 27. 43:3 4029.0 (DIRECT FLOW) 3 17. 44:3 4024.7 (DIRECT FLOW) 3 14. 45:3 4016.5 (DIRECT FLOW) 3 11. 46:3 3434.4 (DIRECT FLOW) 3 10. Page 36 30:1 451.9 .5 0 36. 29:4 3430.8 7.5 3 5. Fos100E.out 47:3 3488.9 (DIRECT FLOW) 2 47. 50:1 316.0 2.3 0 36. 51:1 250.4 1.6 1 14. 52:1 1006.3 3.8 0 36. 53:3 1125.8 (DIRECT FLOW) 0 35. 54:4 3341.7 10.8 2 47. 55:4 3333.7 9.4 2 44. 56:4 3362.2 9.8 2 33. 57:4 3360.4 9.6 2 31. 58:4 1509.4 6.2 1 37. 59:1 1412.9 6.2 1 39. 60:1 895.7 4.8 1 16. 61:3 896.0 (DIRECT FLOW) 1 14. 62:1 984.4 3.9 0 50. 63:1 668.2 3.1 0 52. 64:1 681.1 3.3 0 48. 65:1 441.1 2.5 1 41. 66:1 2031.5 7.0 0 45. 67:1 1687.3 4.5 0 43. 68:1 1086.2 3.9 0 40. 69:1 661.7 4.5 0 41. 70:3 3343.5 (DIRECT FLOW) 2 44. 72:2 3334.2 .1 28.0:D 2 43. 74:3 3363.0 (DIRECT FLOW) 2 31. 76:3 3361.3 (DIRECT FLOW) 2 30. 78:2 1509.6 .1 8.3:D 1 36. 80:3 1511.4 (DIRECT FLOW) 1 34. 82:3 1420.5 (DIRECT FLOW) 1 31. 84:2 888.7 .1 8.8:D 1 15. 86:3 1006.4 (DIRECT FLOW) 0 46. 88:3 714.0 (DIRECT FLOW) 0 45. 90:2 441.7 .1 62.5:D 1 35. 92:3 2088.9 (DIRECT FLOW) 0 42. 94:3 1746.8 (DIRECT FLOW) 0 40. 96:3 350.8 (DIRECT FLOW) 0 35. 98:2 250.8 .1 24.1:D 1 12. 99:3 3483.7 (DIRECT FLOW) 2 45. 101:1 3375.5 8.3 1 0. 102:1 3207.5 5.1 0 56. 103:1 464.2 2.0 0 47. 104:3 467.8 (DIRECT FLOW) 0 46. 105:1 451.4 1.5 0 46. 106:1 10.2 .3 14 17. 107:2 10.2 .1 56.7:D 14 20. 108:5 26.6 1.8 2 2. 109:5 4.9 .5 2 5. 110:2 4.9 .1 4.2:D 2 3. 111:1 3083.6 6.8 0 49. 112:3 3088.3 (DIRECT FLOW) 0 48. 113:1 439.4 1.8 0 48. 114:1 2633.0 6.5 0 49. 115:1 103.9 1.4 0 52. 116:1 2338.6 5.6 0 48. 117:1 353.4 1.0 0 41. 118:1 2298.0 5.6 0 47. 119:1 1284.5 4.1 0 47. 120:1 1013.6 3.1 0 47. 121:1 1060.5 2.5 0 42. 122:1 1070.5 3.9 0 42. Fos100E.out 140:3 533.5 (DIRECT FLOW) 0 40. 145:3 632.0 (DIRECT FLOW) 0 35. 150:2 34.4 .1 11.8:D 1 50. 155:3 3080.8 (DIRECT FLOW) 0 48. 160:3 520.0 (DIRECT FLOW) 0 40. 165:3 2640.2 (DIRECT FLOW) 0 48. 170:3 2357.0 (DIRECT FLOW) 0 47. 175:3 2317.3 (DIRECT FLOW) 0 46. 180:3 1325.4 (DIRECT FLOW) 0 45. 185:3 1422.3 (DIRECT FLOW) 0 35. 190:3 282.9 (DIRECT FLOW) 0 45. 201:3 1123.5 (DIRECT FLOW) 1 20. 301:4 1510.8 6.2 1 0. 302:4 1475.7 7.4 0 58. 303:1 1487.2 1.9 0 56. 304:1 1375.8 3.2 0 53. 305:1 509.3 1.0 0 47. 306:1 436.8 1.8 0 42. 307:4 441.2 4.4 0 41. 308:1 26.7 .1 0 56. 309:1 70.0 1.0 0 36. 310:1 812.4 1.9 0 53. 311:1 108.1 .6 0 42. 312:1 534.0 1.1 0 49. 313:1 157.5 .7 0 45. 314:1 375.6 2.2 0 46. 315:1 380.0 1.1 0 43. 316:5 70.3 2.5 1 0. 317:1 234.7 1.5 0 44. 318:1 126.5 .5 0 40. 319:1 284.8 1.3 0 36. 320:1 185.3 .9 0 49. 321:1 139.3 .6 0 44. 322:5 49.3 2.2 1 29. 323:1 59.7 1.0 0 57. 324:2 163.0 .1 4.6:D 0 48. 325:1 409.8 2.0 0 36. 326:1 117.6 1.4 0 35. 327:3 127.9 (DIRECT FLOW) 0 35. 330:3 1521.7 (DIRECT FLOW) 0 58. 333:3 1546.5 (DIRECT FLOW) 0 51. 336:3 1391.8 (DIRECT FLOW) 0 51. 339:3 561.4 (DIRECT FLOW) 0 41. 342:3 441.2 (DIRECT FLOW) 0 41. 345:3 500.9 (DIRECT FLOW) 0 35. 348:3 907.2 (DIRECT FLOW) 0 52. 351:3 851.5 (DIRECT FLOW) 0 49. 354:3 563.8 (DIRECT FLOW) 0 45. 357:3 380.0 (DIRECT FLOW) 0 43. 360:3 391.0 (DIRECT FLOW) 0 41. 363:2 70.8 .1 2.0:D 0 56. 366:2 237.5 .1 2.1:D 0 42. 369:3 321.2 (DIRECT FLOW) 0 45. 372:3 197.4 (DIRECT FLOW) 0 35. 375:2 49.5 .1 .8:D 1 24. 378:3 190.0 (DIRECT FLOW) 0 47. 381:3 463.3 (DIRECT FLOW) 0 35. 401:1 598.1 3.8 2 0. 402:1 583.9 3.9 2 10. Fos100E.out 407:1 858.4 4.2 0 58. 408:1 743.3 3.3 0 52. 409:1 426.5 2.7 0 46. 410:1 72.1 1.5 2 12. 411:2 71.5 .1 31.9:D 2 6. 413:1 673.0 2.4 0 41. 414:1 691.2 2.0 0 38. 415:3 929.0 (DIRECT FLOW) 0 35. 416:1 408.9 2.6 1 57. 417:1 368.5 2.2 2 1. 418:3 369.0 (DIRECT FLOW) 1 58. 420:2 366.4 .1 89.4:D 1 58. 421:1 330.7 1.3 0 45. 422:3 1907.0 (DIRECT FLOW) 0 45. 424:1 296.3 1.2 0 41. 425:3 344.0 (DIRECT FLOW) 0 35. 426:1 209.2 1.9 0 40. 427:1 1033.0 2.5 0 47. 428:1 681.3 3.1 0 47. 429:1 303.5 3.0 0 41. 430:1 446.8 3.5 0 41. 432:3 599.1 (DIRECT FLOW) 2 0. 433:3 584.2 (DIRECT FLOW) 2 7. 434:3 .0 (DIRECT FLOW) 0 0. 435:3 947.7 (DIRECT FLOW) 0 57. 440:3 932.7 (DIRECT FLOW) 0 56. 445:3 937.6 (DIRECT FLOW) 0 50. 450:3 761.8 (DIRECT FLOW) 0 48. 455:3 410.4 (DIRECT FLOW) 1 51. 460:3 1496.4 (DIRECT FLOW) 0 45. 465:3 1212.7 (DIRECT FLOW) 0 46. 470:3 1069.1 (DIRECT FLOW) 0 45. 475:3 750.3 (DIRECT FLOW) 0 41. 480:3 526.0 (DIRECT FLOW) 0 36. 485:3 72.6 (DIRECT FLOW) 2 0. 490:3 802.7 (DIRECT FLOW) 0 40. 501:4 2228.0 7.2 2 43. 502:4 2589.8 8.9 2 16. 503:1 323.8 3.9 0 41. 504:2 2589.5 .1 25.0:D 2 11. 505:4 2590.9 11.7 2 8. 506:1 162.4 1.5 0 41. 507:1 46.0 .6 1 31. 508:1 326.7 1.8 0 46. 509:3 365.9 (DIRECT FLOW) 0 40. 510:4 2540.2 5.7 2 6. 511:1 2516.4 5.4 2 4. 512:1 1961.9 4.5 2 1. 513:1 1956.8 2.2 1 58. 514:1 1987.8 5.5 1 51. 515:1 1895.3 4.3 1 49. 516:3 1927.1 (DIRECT FLOW) 1 43. 517:1 520.4 2.5 0 43. 518:1 1750.6 2.9 1 44. 519:1 225.7 3.4 0 49. 520:1 392.1 2.2 0 41. 521:3 572.0 (DIRECT FLOW) 0 35. 522:1 710.9 2.4 0 57. 523:3 1063.9 (DIRECT FLOW) 0 40. Fos100E.out 528:1 1247.0 2.4 1 32. 529:1 1127.2 2.6 1 28. 530:1 62.6 .9 0 41. 531:3 66.8 (DIRECT FLOW) 0 36. 532:1 171.2 1.0 0 43. 533:3 197.9 (DIRECT FLOW) 0 36. 534:1 164.9 1.3 0 47. 535:1 87.0 .9 1 16. 536:1 287.5 1.6 0 46. 537:3 354.9 (DIRECT FLOW) 0 40. 538:1 1156.6 3.4 1 15. 539:3 1162.2 (DIRECT FLOW) 1 14. 540:1 2764.8 5.2 0 47. 541:1 2688.3 5.4 0 46. 542:1 967.7 3.1 0 45. 543:1 841.0 2.8 0 42. 544:1 653.7 4.1 0 39. 545:3 729.3 (DIRECT FLOW) 0 35. 546:1 224.3 1.8 0 41. 547:3 242.3 (DIRECT FLOW) 0 36. 548:1 1737.5 3.0 0 45. 549:1 1213.8 4.1 0 42. 550:3 1314.1 (DIRECT FLOW) 0 37. 551:1 277.6 2.3 0 36. 552:1 1050.2 5.9 0 38. 553:3 1053.6 (DIRECT FLOW) 0 37. 554:1 734.2 4.0 0 39. 555:3 884.7 (DIRECT FLOW) 0 35. 556:1 294.9 2.2 0 36. 559:3 2227.7 (DIRECT FLOW) 2 42. 560:2 2227.7 .1 44.0:D 2 42. 561:3 2597.1 (DIRECT FLOW) 2 16. 562:3 2614.0 (DIRECT FLOW) 2 11. 563:3 2602.8 (DIRECT FLOW) 2 7. 564:3 2594.7 (DIRECT FLOW) 2 6. 565:3 176.8 (DIRECT FLOW) 0 36. 566:3 192.1 (DIRECT FLOW) 1 10. 567:2 192.1 .1 8.9:D 1 10. 568:3 2547.5 (DIRECT FLOW) 2 3. 569:3 2523.6 (DIRECT FLOW) 2 1. 570:3 1971.6 (DIRECT FLOW) 1 58. 571:2 1957.5 .1 36.4:D 1 57. 572:3 1998.1 (DIRECT FLOW) 1 48. 573:3 1833.1 (DIRECT FLOW) 1 44. 574:3 1760.0 (DIRECT FLOW) 1 44. 575:2 1756.6 .1 83.2:D 1 42. 576:3 1865.4 (DIRECT FLOW) 1 31. 577:3 1751.8 (DIRECT FLOW) 1 32. 578:3 1321.6 (DIRECT FLOW) 1 34. 579:3 1299.3 (DIRECT FLOW) 1 32. 580:3 1282.8 (DIRECT FLOW) 1 26. 581:3 1316.7 (DIRECT FLOW) 1 15. 582:3 141.3 (DIRECT FLOW) 0 52. 583:2 141.3 .1 2.1:D 0 52. 584:3 146.1 (DIRECT FLOW) 1 10. 585:3 170.5 (DIRECT FLOW) 0 45. 586:3 153.7 (DIRECT FLOW) 1 10. 587:2 153.7 .1 6.1:D 1 10. 588:2 1155.5 .1 84.2:D 1 14. Fos100E.out 593:3 1891.8 (DIRECT FLOW) 0 41. 594:3 996.3 (DIRECT FLOW) 0 37. 596:3 114.3 (DIRECT FLOW) 0 53. 597:3 66.7 (DIRECT FLOW) 1 11. 601:1 562.9 1.3 1 52. 602:1 541.2 1.6 1 59. 603:1 1098.8 2.6 0 55. 604:1 887.9 2.5 0 53. 605:1 245.5 1.5 0 52. 606:1 142.8 1.2 2 2. 607:2 69.5 .1 13.7:D 2 48. 608:1 223.7 1.3 0 46. 609:1 152.7 1.6 1 57. 610:1 1291.6 4.5 0 43. 611:1 913.4 5.6 0 40. 612:1 615.1 3.3 0 36. 613:1 424.2 3.3 0 36. 614:1 674.6 2.9 0 47. 615:1 190.9 1.6 2 16. 616:1 580.0 6.4 0 41. 617:3 598.2 (DIRECT FLOW) 0 40. 618:1 747.9 2.9 0 45. 619:1 223.2 1.7 0 45. 620:1 231.4 1.4 0 43. 621:3 276.8 (DIRECT FLOW) 0 36. 622:1 521.3 1.5 0 44. 623:1 486.0 2.3 0 42. 624:1 263.6 1.7 0 41. 625:3 296.5 (DIRECT FLOW) 0 36. 626:1 226.7 1.0 0 42. 627:3 243.0 (DIRECT FLOW) 0 36. 630:3 563.8 (DIRECT FLOW) 1 45. 632:2 541.3 .1 38.0:D 1 56. 634:3 1132.7 (DIRECT FLOW) 0 50. 636:3 913.9 (DIRECT FLOW) 0 48. 638:3 775.1 (DIRECT FLOW) 0 40. 640:2 191.1 .1 65.5:D 2 8. 642:3 977.3 (DIRECT FLOW) 0 45. 644:3 751.5 (DIRECT FLOW) 0 44. 646:3 529.6 (DIRECT FLOW) 0 42. 648:3 489.9 (DIRECT FLOW) 0 41. 650:3 256.2 (DIRECT FLOW) 0 46. 652:3 147.8 (DIRECT FLOW) 0 47. 654:3 223.7 (DIRECT FLOW) 0 46. 656:3 253.4 (DIRECT FLOW) 0 40. 658:2 153.5 .1 48.9:D 1 52. 660:3 1416.6 (DIRECT FLOW) 0 40. 662:3 1039.3 (DIRECT FLOW) 0 36. 700:2 1853.6 .1 1097.3:D 6 15. 711:1 868.8 4.0 0 58. 715:4 705.4 3.5 1 1. 719:4 199.9 2.9 0 46. 723:1 134.7 1.7 0 46. 727:1 1626.9 2.6 1 5. 731:1 535.3 2.2 1 0. 735:1 1108.5 3.8 1 1. 739:1 268.7 .9 0 49. 743:1 236.1 1.8 0 46. 747:1 641.2 1.8 1 7. Fos100E.out 767:1 1265.6 2.0 0 50. 770:3 871.9 (DIRECT FLOW) 0 56. 773:1 1817.3 4.5 1 15. 776:3 1822.2 (DIRECT FLOW) 1 13. 779:1 1749.8 2.9 1 14. 782:3 1851.1 (DIRECT FLOW) 1 3. 785:3 1643.8 (DIRECT FLOW) 1 1. 788:3 1117.2 (DIRECT FLOW) 0 58. 791:3 277.0 (DIRECT FLOW) 0 46. 794:3 840.0 (DIRECT FLOW) 1 4. 799:3 1853.6 (DIRECT FLOW) 6 15. ENDPROGRAM PROGRAM CALLED Page 42 Fos100E.in.sot URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER *** ENTRY MADE TO RUNOFF MODEL *** FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 0NUMBER OF TIME STEPS 999 0INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 0FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES 0FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 .00 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 1 33 4763. 65.6 5.0 .0460 .016 .250 .100 .300 .51 .50 .00180 1 2 2 8850. 121.9 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 4 35 3695. 50.9 5.3 .0380 .016 .250 .100 .300 .51 .50 .00180 1 5 5 23297. 320.9 8.7 .0360 .016 .250 .100 .300 .51 .50 .00180 1 7 37 2701. 37.2 5.0 .0650 .016 .250 .100 .300 .51 .50 .00180 1 8 8 22041. 253.0 5.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 9 9 1280. 11.7 5.0 .1260 .016 .250 .100 .300 .51 .50 .00180 1 10 10 209. 2.4 5.0 .3290 .016 .250 .100 .300 .51 .50 .00180 1 11 11 8668. 79.6 17.0 .0450 .016 .250 .100 .300 .51 .50 .00180 1 12 39 581. 3.8 5.0 .0580 .016 .250 .100 .300 .51 .50 .00180 1 13 13 13103. 150.4 19.1 .0500 .016 .250 .100 .300 .51 .50 .00180 1 14 40 2755. 25.3 22.4 .0790 .016 .250 .100 .300 .51 .50 .00180 1 15 40 2387. 27.4 12.9 .0090 .016 .250 .100 .300 .51 .50 .00180 1 18 42 3387. 31.1 22.6 .1590 .016 .250 .100 Page 1 Fos100E.in.sot .300 .51 .50 .00180 1 19 42 6044. 55.5 19.2 .0910 .016 .250 .100 .300 .51 .50 .00180 1 21 43 1653. 17.5 5.9 .0540 .016 .250 .100 .300 .51 .50 .00180 1 22 22 18861. 173.2 22.7 .0620 .016 .250 .100 .300 .51 .50 .00180 1 23 23 14876. 136.6 18.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 24 24 5532. 50.8 26.4 .0560 .016 .250 .100 .300 .51 .50 .00180 1 26 46 3136. 36.0 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 27 27 9213. 84.6 32.1 .0670 .016 .250 .100 .300 .51 .50 .00180 1 30 30 10396. 71.6 42.9 .0720 .016 .250 .100 .300 .51 .50 .00180 1 31 31 7830. 71.9 40.3 .0770 .016 .250 .100 .300 .51 .50 .00180 1 50 96 3499. 24.1 55.3 .0360 .016 .250 .100 .300 .51 .50 .00180 1 51 96 1456. 11.4 5.0 .1070 .016 .250 .100 .300 .51 .50 .00180 1 52 53 12920. 148.3 25.5 .0570 .016 .250 .100 .300 .51 .50 .00180 1 53 53 7571. 86.9 16.8 .0880 .016 .250 .100 .300 .51 .50 .00180 1 54 70 4765. 54.7 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 55 70 3145. 36.1 9.3 .0880 .016 .250 .100 .300 .51 .50 .00180 1 56 74 1050. 12.0 5.0 .1030 .016 .250 .100 .300 .51 .50 .00180 1 57 74 982. 7.7 5.0 .0490 .016 .250 .100 .300 .51 .50 .00180 1 58 80 9071. 83.3 40.0 .0760 .016 .250 .100 .300 .51 .50 .00180 1 59 80 7344. 84.3 9.3 .0880 .016 .250 .100 .300 .51 .50 .00180 1 60 61 726. 5.0 40.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 61 61 486. 3.4 10.9 .0650 .016 .250 .100 .300 .51 .50 .00180 1 62 86 3589. 41.2 5.0 .0990 .016 .250 .100 .300 .51 .50 .00180 1 63 86 8895. 102.1 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 64 88 8050. 92.4 5.0 .0760 .016 .250 .100 .300 .51 .50 .00180 1 65 88 5105. 58.6 5.0 .1140 .016 .250 .100 .300 .51 .50 .00180 1 66 92 7344. 84.3 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 67 92 3956. 40.3 5.0 .1760 .016 .250 .100 .300 .51 .50 .00180 1 68 68 20509. 286.4 15.5 .1710 .016 .250 .100 .300 .51 .50 .00180 1 69 69 8150. 203.0 7.1 .3330 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.in.sot 103 104 413. 2.9 5.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 104 104 506. 3.2 7.4 .0180 .016 .250 .100 .300 .51 .50 .00180 1 105 140 10454. 96.0 5.1 .0350 .016 .250 .100 .300 .51 .50 .00180 1 106 140 7831. 80.9 5.0 .0370 .016 .250 .100 .300 .51 .50 .00180 1 107 107 10880. 112.4 34.8 .0680 .016 .250 .100 .300 .51 .50 .00180 1 108 145 16713. 115.1 17.3 .0650 .016 .250 .100 .300 .51 .50 .00180 1 109 150 9031. 62.2 34.8 .0500 .016 .250 .100 .300 .51 .50 .00180 1 110 110 4879. 22.4 29.5 .0330 .016 .250 .100 .300 .51 .50 .00180 1 111 112 400. 1.2 16.3 .1020 .016 .250 .100 .300 .51 .50 .00180 1 112 112 430. 1.9 12.4 .0310 .016 .250 .100 .300 .51 .50 .00180 1 113 160 13165. 136.0 5.0 .0570 .016 .250 .100 .300 .51 .50 .00180 1 114 155 500. 3.3 13.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 115 115 6000. 55.1 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 117 117 12744. 102.4 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 118 170 2824. 21.0 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 119 180 8639. 59.5 38.4 .0540 .016 .250 .100 .300 .51 .50 .00180 1 120 180 5227. 48.0 11.8 .0400 .016 .250 .100 .300 .51 .50 .00180 1 121 121 28329. 390.2 5.0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 122 185 17482. 120.4 34.8 .0360 .016 .250 .100 .300 .51 .50 .00180 1 123 185 21882. 150.7 9.8 .0430 .016 .250 .100 .300 .51 .50 .00180 1 125 125 9060. 104.0 5.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 301 330 2715. 18.7 30.3 .0860 .016 .250 .100 .300 .51 .50 .00180 1 302 330 2062. 14.2 23.6 .0440 .016 .250 .100 .300 .51 .50 .00180 1 303 333 9278. 63.9 29.9 .0520 .016 .250 .100 .300 .51 .50 .00180 1 304 333 3775. 26.0 29.6 .0530 .016 .250 .100 .300 .51 .50 .00180 1 305 339 1864. 21.4 25.3 .0240 .016 .250 .100 .300 .51 .50 .00180 1 306 339 1928. 17.7 30.4 .0360 .016 .250 .100 .300 .51 .50 .00180 1 307 345 8790. 100.9 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 308 345 5042. 46.3 27.6 .0410 .016 .250 .100 .300 .51 .50 .00180 1 309 309 1579. 14.5 28.2 .0540 .016 .250 .100 Fos100E.in.sot .300 .51 .50 .00180 1 312 354 1630. 10.8 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 313 313 5279. 60.6 10.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 315 360 4008. 27.6 53.4 .0410 .016 .250 .100 .300 .51 .50 .00180 1 318 318 4018. 36.9 14.7 .0390 .016 .250 .100 .300 .51 .50 .00180 1 319 319 7296. 67.0 29.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 320 378 1583. 10.9 31.8 .0390 .016 .250 .100 .300 .51 .50 .00180 1 321 372 3768. 34.6 25.7 .0550 .016 .250 .100 .300 .51 .50 .00180 1 323 323 4258. 39.1 31.8 .0410 .016 .250 .100 .300 .51 .50 .00180 1 325 381 2561. 14.7 54.1 .0630 .016 .250 .100 .300 .51 .50 .00180 1 326 381 4429. 30.5 44.4 .0470 .016 .250 .100 .300 .51 .50 .00180 1 327 327 1917. 8.8 73.6 .0440 .016 .250 .100 .300 .51 .50 .00180 1 328 327 980. 4.5 88.5 .0660 .016 .250 .100 .300 .51 .50 .00180 1 401 432 1177. 7.8 40.0 .1420 .016 .250 .100 .300 .51 .50 .00180 1 402 432 5271. 36.3 40.0 .1020 .016 .250 .100 .300 .51 .50 .00180 1 403 435 520. 4.1 7.2 .1630 .016 .250 .100 .300 .51 .50 .00180 1 404 435 619. 7.1 22.4 .0600 .016 .250 .100 .300 .51 .50 .00180 1 405 406 3263. 17.7 22.7 .2500 .016 .250 .100 .300 .51 .50 .00180 1 406 406 3005. 28.6 8.9 .2270 .016 .250 .100 .300 .51 .50 .00180 1 407 445 3389. 38.9 5.0 .0840 .016 .250 .100 .300 .51 .50 .00180 1 408 445 4234. 48.6 21.4 .0780 .016 .250 .100 .300 .51 .50 .00180 1 409 480 3200. 22.6 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 410 480 9757. 112.0 5.6 .0900 .016 .250 .100 .300 .51 .50 .00180 1 411 485 515. 4.1 5.0 .0790 .016 .250 .100 .300 .51 .50 .00190 1 412 490 2516. 23.1 24.7 .1270 .016 .250 .100 .300 .51 .50 .00180 1 413 490 867. 9.1 5.0 .0690 .016 .250 .100 .300 .51 .50 .00180 1 414 415 6501. 59.7 23.9 .1180 .016 .250 .100 .300 .51 .50 .00180 1 415 415 11228. 103.1 29.6 .0490 .016 .250 .100 .300 .51 .50 .00180 1 416 455 3659. 42.0 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 417 455 4600. 52.8 5.0 .0800 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.in.sot 421 421 9462. 114.3 5.0 .0800 .016 .250 .100 .300 .51 .50 .00180 1 422 422 1098. 12.6 5.0 .0480 .016 .250 .100 .300 .51 .50 .00180 1 423 422 1751. 20.1 5.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 424 425 5114. 58.7 11.7 .0550 .016 .250 .100 .300 .51 .50 .00180 1 425 425 3668. 41.4 9.4 .0430 .016 .250 .100 .300 .51 .50 .00180 1 426 426 4844. 55.6 5.0 .1410 .016 .250 .100 .300 .51 .50 .00190 1 427 470 5959. 68.4 5.0 .0850 .016 .250 .100 .300 .51 .50 .00180 1 428 470 5367. 61.6 5.6 .1420 .016 .250 .100 .300 .51 .50 .00180 1 429 429 5097. 113.5 6.8 .1240 .016 .250 .100 .300 .51 .50 .00180 1 430 430 5947. 179.6 7.1 .1850 .016 .250 .100 .300 .51 .50 .00180 1 501 501 1098. 12.6 6.5 .1280 .016 .250 .100 .300 .51 .50 .00180 1 502 561 8401. 67.5 24.9 .1110 .016 .250 .100 .300 .51 .50 .00180 1 503 503 9300. 85.4 21.1 .0920 .016 .250 .100 .300 .51 .50 .00180 1 504 563 3206. 36.8 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 505 563 960. 5.0 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 506 565 2505. 22.1 5.0 .0720 .016 .250 .100 .300 .51 .50 .00180 1 507 565 2505. 14.0 5.0 .0990 .016 .250 .100 .300 .51 .50 .00180 1 508 509 4210. 46.5 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 509 509 8076. 92.7 6.3 .0290 .016 .250 .100 .300 .51 .50 .00180 1 510 568 5968. 68.5 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 511 568 1965. 5.6 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 512 570 2483. 28.5 5.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 513 570 1430. 4.6 5.0 .0950 .016 .250 .100 .300 .51 .50 .00180 1 514 572 9714. 111.5 13.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 515 572 7248. 83.2 9.2 .1080 .016 .250 .100 .300 .51 .50 .00180 1 517 517 14296. 164.1 5.0 .0930 .016 .250 .100 .300 .51 .50 .00180 1 518 574 1385. 15.9 5.0 .0380 .016 .250 .100 .300 .51 .50 .00180 1 519 519 8834. 101.4 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 520 521 7588. 87.1 23.7 .0260 .016 .250 .100 .300 .51 .50 .00180 1 521 521 3877. 44.5 29.5 .0310 .016 .250 .100 Fos100E.in.sot .300 .51 .50 .00180 1 524 578 1498. 17.2 5.0 .0520 .016 .250 .100 .300 .51 .50 .00180 1 525 578 1891. 21.7 5.0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 526 527 4120. 45.5 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 527 527 4120. 25.0 6.3 .0360 .016 .250 .100 .300 .51 .50 .00180 1 528 580 6917. 79.4 9.3 .0360 .016 .250 .100 .300 .51 .50 .00180 1 529 580 10254. 117.7 5.0 .0540 .016 .250 .100 .300 .51 .50 .00180 1 530 531 800. 9.1 5.0 .0720 .016 .250 .100 .300 .51 .50 .00180 1 531 531 760. 2.4 5.0 .2780 .016 .250 .100 .300 .51 .50 .00180 1 532 533 4312. 49.5 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 533 533 1850. 7.4 5.0 .0740 .016 .250 .100 .300 .51 .50 .00180 1 534 585 1190. 9.1 5.0 .0380 .016 .250 .100 .300 .51 .50 .00180 1 535 585 2126. 24.4 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 536 537 4020. 45.2 5.0 .0630 .016 .250 .100 .300 .51 .50 .00180 1 537 537 5349. 61.4 5.0 .0790 .016 .250 .100 .300 .51 .50 .00180 1 538 539 590. 3.5 5.0 .0580 .016 .250 .100 .300 .51 .50 .00180 1 539 539 485. 4.0 5.0 .0680 .016 .250 .100 .300 .51 .50 .00180 1 540 589 745. 5.5 5.0 .0500 .016 .250 .100 .300 .51 .50 .00180 1 541 589 2858. 32.8 5.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 542 591 2975. 31.5 5.0 .0710 .016 .250 .100 .300 .51 .50 .00180 1 543 591 2900. 18.4 5.0 .1030 .016 .250 .100 .300 .51 .50 .00180 1 544 545 4190. 32.3 9.5 .1650 .016 .250 .100 .300 .51 .50 .00180 1 545 545 11752. 134.9 9.2 .1060 .016 .250 .100 .300 .51 .50 .00180 1 546 547 3185. 39.1 5.0 .0980 .016 .250 .100 .300 .51 .50 .00180 1 547 547 2615. 23.9 5.0 .1180 .016 .250 .100 .300 .51 .50 .00180 1 548 593 14505. 166.5 5.0 .0890 .016 .250 .100 .300 .51 .50 .00180 1 549 593 3450. 26.5 5.0 .1680 .016 .250 .100 .300 .51 .50 .00180 1 551 551 4678. 53.7 8.8 .3400 .016 .250 .100 .300 .51 .50 .00180 1 552 553 790. 7.1 5.0 .2200 .016 .250 .100 .300 .51 .50 .00180 1 553 553 715. 3.8 5.0 .2340 .016 .250 .100 .300 .51 .50 .00180 1 Fos100E.in.sot 556 556 5560. 47.6 15.8 .3800 .016 .250 .100 .300 .51 .50 .00180 1 601 630 2134. 24.5 5.0 .0690 .016 .250 .100 .300 .51 .50 .00180 1 602 630 2117. 24.3 5.0 .0620 .016 .250 .100 .300 .51 .50 .00180 1 603 634 5637. 64.7 6.5 .0420 .016 .250 .100 .300 .51 .50 .00180 1 604 634 4591. 52.7 15.2 .0520 .016 .250 .100 .300 .51 .50 .00180 1 605 650 1490. 17.3 6.4 .0670 .016 .250 .100 .300 .51 .50 .00180 1 606 650 2866. 32.9 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 607 607 3678. 38.0 18.0 .0550 .016 .250 .100 .300 .51 .50 .00180 1 608 656 2579. 29.6 6.6 .0540 .016 .250 .100 .300 .51 .50 .00180 1 609 656 3128. 35.9 5.0 .0880 .016 .250 .100 .300 .51 .50 .00180 1 610 660 6673. 76.6 5.0 .0670 .016 .250 .100 .300 .51 .50 .00180 1 611 660 5828. 66.9 5.0 .1270 .016 .250 .100 .300 .51 .50 .00180 1 612 612 10710. 108.6 18.6 .4110 .016 .250 .100 .300 .51 .50 .00180 1 613 613 6715. 75.0 18.4 .3850 .016 .250 .100 .300 .51 .50 .00180 1 614 638 11962. 137.3 5.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 615 638 7884. 90.5 5.0 .0500 .016 .250 .100 .300 .51 .50 .00180 1 616 617 8529. 97.9 5.0 .0730 .016 .250 .100 .300 .51 .50 .00180 1 617 617 8303. 95.3 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 618 642 410. 1.9 5.0 .0980 .016 .250 .100 .300 .51 .50 .00180 1 619 619 7963. 91.4 5.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 620 621 4019. 28.7 5.0 .0920 .016 .250 .100 .300 .51 .50 .00180 1 621 621 3784. 42.0 5.0 .0710 .016 .250 .100 .300 .51 .50 .00180 1 622 646 854. 9.8 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 623 646 697. 2.9 5.0 .1750 .016 .250 .100 .300 .51 .50 .00180 1 624 625 3622. 19.5 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 625 625 4687. 53.8 5.0 .0900 .016 .250 .100 .300 .51 .50 .00180 1 626 627 3264. 40.1 5.0 .0530 .016 .250 .100 .300 .51 .50 .00180 1 627 627 3310. 33.8 5.0 .0880 .016 .250 .100 .300 .51 .50 .00180 1 710 700 10749. 2467.0 24.3 .0420 .016 .250 .100 .300 .51 .50 .00180 1 715 715 35131. 483.9 10.4 .0280 .016 .250 .100 Fos100E.in.sot .300 .51 .50 .00180 1 727 782 13983. 160.5 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 731 731 28096. 387.0 5.0 .0170 .016 .250 .100 .300 .51 .50 .00180 1 735 788 2744. 31.5 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 739 791 1777. 20.4 5.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 743 743 9688. 111.2 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 747 747 39821. 548.5 8.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 751 751 10925. 125.4 5.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 755 755 10376. 119.1 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 759 759 25439. 350.4 5.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 763 763 38558. 531.1 5.0 .0390 .016 .250 .100 .300 .51 .50 .00180 1 767 767 51495. 709.3 5.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 0TOTAL NUMBER OF SUBCATCHMENTS, 214 0TOTAL TRIBUTARY AREA (ACRES), 17692.40 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL *** WATERSHED AREA (ACRES) 17692.400 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) 1.194 TOTAL WATERSHED OUTFLOW (INCHES) 2.365 TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .110 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL -.005 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 700 0 1 CHANNEL 100.0 2013. .0040 Page 8 Fos100E.in.sot 50.0 50.0 .040 7.00 0 33 1 0 3 .0 0. .0010 .0 .0 .001 10.00 0 2 33 0 1 CHANNEL 50.0 1784. .0022 40.0 40.0 .040 6.00 0 34 33 0 3 .0 0. .0010 .0 .0 .001 10.00 0 3 34 0 4 CHANNEL 10.0 1114. .0011 3.0 3.0 .040 2.00 0 OVERFLOW 22.0 1114. .0011 50.0 50.0 .040 10.00 35 3 0 3 .0 0. .0010 .0 .0 .001 10.00 0 4 35 0 4 CHANNEL 10.0 1114. .0011 3.0 3.0 .040 2.00 0 OVERFLOW 22.0 1114. .0011 50.0 50.0 .040 10.00 5 35 0 1 CHANNEL 5.0 1000. .0180 25.0 25.0 .040 6.00 0 36 4 0 3 .0 0. .0010 .0 .0 .001 10.00 0 6 36 0 4 CHANNEL 20.0 907. .0011 3.0 3.0 .040 3.00 0 OVERFLOW 38.0 907. .0011 50.0 50.0 .040 10.00 37 6 0 3 .0 0. .0010 .0 .0 .001 10.00 0 7 37 0 4 CHANNEL 15.0 1488. .0013 2.1 2.1 .040 8.00 0 OVERFLOW 50.0 1488. .0013 50.0 50.0 .040 20.00 8 37 0 1 CHANNEL 10.0 2523. .0226 25.0 25.0 .040 6.00 0 10 7 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 103.0 2.6 280.0 8.9 624.0 126.0 1028.0 647.0 1639.0 980.0 1785.0 1480.0 3435.0 9 10 0 1 CHANNEL 5.0 483. .0207 3.0 30.0 .040 5.00 0 38 10 0 3 .0 0. .0010 .0 .0 .001 10.00 0 39 38 0 3 .0 0. .0010 .0 .0 .001 10.00 0 11 39 0 1 CHANNEL 30.0 935. .0086 50.0 50.0 .040 4.00 0 13 39 0 1 CHANNEL 10.0 1440. .0083 8.0 8.0 .040 5.00 0 14 39 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 53.0 9.5 265.0 58.7 373.0 177.0 1267.0 872.0 2051.0 1330.0 2500.0 2400.0 6000.0 40 14 0 3 .0 0. .0010 .0 .0 .001 10.00 0 15 40 0 1 CHANNEL 10.0 1112. .0018 2.8 8.5 .040 16.00 0 Fos100E.in.sot OVERFLOW 78.0 1653. .0012 12.0 100.0 .040 15.00 42 18 0 3 .0 0. .0010 .0 .0 .001 10.00 0 19 42 0 4 CHANNEL 10.0 1653. .0012 1.0 4.0 .040 12.00 0 OVERFLOW 60.0 1653. .0012 1.0 70.0 .040 20.00 20 19 0 4 CHANNEL 10.0 1726. .0023 1.0 2.0 .040 6.00 0 OVERFLOW 28.0 1726. .0023 5.0 12.0 .040 18.00 43 20 0 3 .0 0. .0010 .0 .0 .001 10.00 0 21 43 0 4 CHANNEL 10.0 1406. .0036 2.5 2.5 .040 10.00 0 OVERFLOW 50.0 1406. .0036 25.0 20.0 .040 15.00 22 43 0 5 PIPE 2.0 740. .0081 .0 .0 .015 2.00 0 OVERFLOW 5.0 740. .0081 4.0 4.0 .040 9.00 44 21 0 3 .0 0. .0010 .0 .0 .001 10.00 0 23 44 0 1 CHANNEL 3.0 1328. .0060 3.0 3.0 .040 12.00 0 24 44 0 5 PIPE 2.0 600. .0333 .0 .0 .015 2.00 0 OVERFLOW 2.0 600. .0333 13.0 13.0 .040 5.00 25 44 0 1 CHANNEL 10.0 1810. .0028 6.0 6.0 .040 16.00 0 45 25 0 3 .0 0. .0010 .0 .0 .001 10.00 0 26 45 0 4 CHANNEL 10.0 3817. .0029 3.0 3.0 .040 14.00 0 OVERFLOW 90.0 3817. .0029 100.0 30.0 .040 18.00 46 26 0 3 .0 0. .0010 .0 .0 .001 10.00 0 27 46 0 5 PIPE 2.0 923. .0542 .0 .0 .015 2.00 0 OVERFLOW 35.0 923. .0542 5.0 2.5 .040 6.00 28 46 0 4 CHANNEL 5.0 1896. .0032 2.5 2.5 .040 10.00 0 OVERFLOW 45.0 1896. .0032 60.0 7.0 .040 16.00 29 28 0 4 CHANNEL 10.0 4100. .0041 5.0 5.0 .040 6.00 0 OVERFLOW 50.0 4100. .0041 35.0 400.0 .040 10.00 47 29 0 3 .0 0. .0010 .0 .0 .001 10.00 0 30 47 0 1 CHANNEL 120.0 1472. .0299 50.0 50.0 .020 4.00 0 31 47 0 1 CHANNEL 32.0 856. .0164 2.5 8.0 .020 4.00 0 32 47 0 4 CHANNEL 8.0 780. .0058 Fos100E.in.sot .0 .0 .001 10.00 0 50 99 0 1 CHANNEL 10.0 1175. .0187 4.0 5.0 .040 8.00 0 96 50 0 3 .0 0. .0010 .0 .0 .001 10.00 0 51 96 0 1 CHANNEL 15.0 825. .0240 6.0 7.0 .040 8.00 0 98 51 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 31.0 .0 55.0 .1 73.0 .4 88.0 1.6 101.0 4.5 112.0 8.6 124.0 13.9 138.0 20.9 157.0 25.2 284.0 30.3 669.0 35.9 1461.0 52 98 0 1 CHANNEL 5.0 1040. .0150 10.0 7.0 .040 8.00 0 53 52 0 3 .0 0. .0010 .0 .0 .001 10.00 0 54 99 0 4 CHANNEL 10.0 1050. .0030 3.3 2.8 .040 10.00 0 OVERFLOW 70.0 1050. .0030 15.0 40.0 .040 16.00 70 54 0 3 .0 0. .0010 .0 .0 .001 10.00 0 55 70 0 4 CHANNEL 10.0 1270. .0070 3.5 2.5 .040 10.00 0 OVERFLOW 67.0 1270. .0070 18.0 10.0 .040 16.00 72 55 17 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .3 116.0 .9 419.0 1.9 790.0 3.7 1209.0 7.2 1666.0 12.4 2166.0 19.0 2708.0 27.2 3295.0 38.6 3923.0 55.8 4586.0 83.3 5299.0 120.2 6045.0 162.3 6791.0 209.7 7537.0 260.4 8284.0 56 72 0 4 CHANNEL 6.0 650. .0050 4.0 1.8 .040 8.00 0 OVERFLOW 52.0 650. .0050 30.0 15.0 .040 16.00 74 56 0 3 .0 0. .0010 .0 .0 .001 10.00 0 57 74 0 4 CHANNEL 8.0 815. .0050 3.0 3.0 .040 8.00 0 OVERFLOW 46.0 815. .0050 25.0 20.0 .040 16.00 76 57 0 3 .0 0. .0010 .0 .0 .001 10.00 0 58 76 0 4 CHANNEL 5.0 550. .0080 6.3 3.0 .040 7.00 0 OVERFLOW 60.0 550. .0080 35.0 3.0 .040 13.00 78 58 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 138.0 3.0 454.0 6.8 1000.0 11.7 2575.0 18.3 2840.0 Fos100E.in.sot 7.0 6.0 .040 12.00 0 82 59 0 3 .0 0. .0010 .0 .0 .001 10.00 0 60 82 0 1 CHANNEL 4.0 700. .0140 4.0 4.0 .040 10.00 0 61 60 0 3 .0 0. .0010 .0 .0 .001 10.00 0 84 61 12 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 22.0 .0 73.0 .2 366.0 1.0 536.0 2.9 684.0 6.5 830.0 12.0 968.0 20.0 1839.0 30.7 2064.0 44.9 2397.0 63.1 2751.0 62 84 0 1 CHANNEL 6.0 1370. .0130 7.0 8.0 .040 10.00 0 86 62 0 3 .0 0. .0010 .0 .0 .001 10.00 0 63 86 0 1 CHANNEL 4.0 1370. .0120 13.0 9.0 .040 8.00 0 64 63 0 1 CHANNEL 5.0 1580. .0100 12.5 8.0 .040 10.00 0 88 64 0 3 .0 0. .0010 .0 .0 .001 10.00 0 65 88 0 1 CHANNEL 5.0 2420. .0160 10.0 10.0 .040 10.00 0 90 65 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 28.0 .3 93.0 1.1 168.0 2.9 228.0 6.9 278.0 14.8 321.0 27.9 359.0 46.1 397.0 68.8 459.0 96.0 883.0 127.5 2233.0 163.1 2432.0 66 90 0 1 CHANNEL 2.0 2045. .0225 3.0 3.0 .040 9.00 0 92 66 0 3 .0 0. .0010 .0 .0 .001 10.00 0 67 92 0 1 CHANNEL 10.0 2045. .0280 8.0 1.5 .040 8.00 0 94 67 0 3 .0 0. .0010 .0 .0 .001 10.00 0 68 94 0 1 CHANNEL 2.0 3975. .0550 5.0 4.0 .040 8.00 0 69 94 0 1 CHANNEL 2.0 1835. .0250 2.8 2.8 .040 8.00 0 101 38 0 1 CHANNEL 5.0 2947. .0090 4.7 4.7 .040 15.00 0 130 101 0 3 .0 0. .0010 .0 .0 .001 10.00 0 102 130 0 1 CHANNEL 10.0 2947. .0090 12.0 20.0 .040 16.00 0 135 102 0 3 .0 0. .0010 .0 .0 .001 10.00 0 103 135 0 1 CHANNEL 5.0 540. .0190 24.0 14.0 .040 8.00 0 104 103 0 3 .0 0. .0010 .0 .0 .001 10.00 0 105 104 0 1 CHANNEL 15.0 1820. .0140 Fos100E.in.sot 58.0 35.0 .040 6.00 0 107 106 6 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 83.5 15.0 174.5 26.0 276.4 34.0 387.1 1401.0 504.9 13811.0 145 107 0 3 .0 0. .0010 .0 .0 .001 10.00 0 108 145 0 5 PIPE 1.8 2130. .0220 .0 .0 .015 1.75 0 OVERFLOW 30.0 2130. .0220 50.0 50.0 .025 4.00 150 108 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.6 .4 7.6 1.1 9.8 2.0 11.7 3.3 13.3 4.9 14.7 6.8 15.4 8.9 16.7 11.8 18.0 17.6 5675.0 109 150 0 5 PIPE 1.5 985. .0490 .0 .0 .015 1.50 0 OVERFLOW 25.0 985. .0490 50.0 50.0 .025 4.00 110 109 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .2 2.5 .4 3.1 .9 3.6 1.6 4.1 2.5 4.5 3.8 4.8 5.4 5.2 7.0 355.2 111 135 0 1 CHANNEL 20.0 465. .0065 4.5 7.0 .040 11.00 0 112 111 0 3 .0 0. .0010 .0 .0 .001 10.00 0 155 112 0 3 .0 0. .0010 .0 .0 .001 10.00 0 113 155 0 1 CHANNEL 8.0 1880. .0110 30.0 30.0 .040 6.00 0 160 113 0 3 .0 0. .0010 .0 .0 .001 10.00 0 115 160 0 1 CHANNEL 3.0 3175. .0220 10.0 10.0 .040 6.00 0 114 155 0 1 CHANNEL 5.0 660. .0120 10.0 2.0 .040 12.00 0 165 114 0 3 .0 0. .0010 .0 .0 .001 10.00 0 116 165 0 1 CHANNEL 5.0 1060. .0150 7.0 7.0 .040 10.00 0 170 116 0 3 .0 0. .0010 .0 .0 .001 10.00 0 117 165 0 1 CHANNEL 30.0 1228. .0330 40.0 40.0 .040 6.00 0 118 170 0 1 CHANNEL 10.0 1060. .0110 7.0 7.0 .040 10.00 0 175 118 0 3 .0 0. .0010 .0 .0 .001 10.00 0 119 175 0 1 CHANNEL 5.0 1680. .0210 7.0 7.0 .040 10.00 0 180 119 0 3 .0 0. .0010 Fos100E.in.sot 20.0 20.0 .040 8.00 0 122 175 0 1 CHANNEL 5.0 2890. .0150 8.0 8.0 .040 10.00 0 185 122 0 3 .0 0. .0010 .0 .0 .040 10.00 0 123 185 0 1 CHANNEL 10.0 2890. .0190 15.0 15.0 .040 6.00 0 190 123 0 3 .0 0. .0010 .0 .0 .040 10.00 0 125 190 0 1 CHANNEL 20.0 1675. .0230 30.0 30.0 .040 4.00 0 201 45 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 20.8 .5 121.0 .7 438.5 1.0 743.1 1.3 1111.4 1.3 1124.8 1.5 1079.4 2.0 909.0 2.5 734.1 3.0 615.9 3.5 558.9 4.0 536.4 5.0 453.4 5.5 429.7 6.5 400.8 7.5 384.6 10.0 351.8 11.0 322.7 16.4 308.0 301 41 0 4 CHANNEL 5.8 800. .0075 3.3 3.4 .040 5.00 0 OVERFLOW 33.0 800. .0075 23.0 22.0 .040 10.00 330 301 0 3 .0 0. .0010 .0 .0 .001 10.00 0 302 330 0 4 CHANNEL 4.2 900. .0092 2.4 2.3 .040 7.00 0 OVERFLOW 31.0 900. .0092 32.5 23.5 .040 14.00 303 302 0 1 CHANNEL 201.0 1195. .0039 24.7 7.8 .040 11.00 0 333 303 0 3 .0 0. .0010 .0 .0 .001 10.00 0 304 333 0 1 CHANNEL 11.0 1195. .0168 24.3 6.7 .040 5.00 0 336 304 0 3 .0 0. .0010 .0 .0 .001 10.00 0 305 336 0 1 CHANNEL 127.0 1030. .0075 47.0 55.0 .040 6.00 0 339 305 0 3 .0 0. .0010 .0 .0 .001 10.00 0 306 339 0 1 CHANNEL 5.0 1030. .0769 16.0 4.3 .040 5.00 0 342 306 0 3 .0 0. .0010 .0 .0 .001 10.00 0 307 342 0 4 CHANNEL 1.0 2160. .0238 2.5 2.0 .040 4.50 0 OVERFLOW 31.0 2160. .0238 38.0 73.0 .040 10.00 345 307 0 3 .0 0. .0010 .0 .0 .001 10.00 0 308 345 0 1 CHANNEL 233.0 2160. .0137 20.0 27.5 .040 5.00 0 309 308 0 1 CHANNEL 3.0 390. .0100 28.0 28.0 .040 3.00 0 348 336 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Fos100E.in.sot 351 310 0 3 .0 0. .0010 .0 .0 .001 10.00 0 312 351 0 1 CHANNEL 20.0 1070. .0200 100.0 100.0 .040 5.00 0 354 312 0 3 .0 0. .0010 .0 .0 .001 10.00 0 313 354 0 1 CHANNEL 25.0 960. .0125 100.0 100.0 .040 4.00 0 314 354 0 1 CHANNEL 10.0 800. .0150 10.0 10.0 .040 4.00 0 357 314 0 3 .0 0. .0010 .0 .0 .001 10.00 0 315 357 0 1 CHANNEL 35.0 660. .0320 30.0 10.0 .040 5.00 0 360 315 0 3 .0 0. .0010 .0 .0 .001 10.00 0 316 360 0 5 PIPE 2.5 500. .0336 .0 .0 .015 2.50 0 OVERFLOW 5.0 500. .0336 50.0 50.0 .025 4.00 363 316 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 10.0 .5 20.0 .7 30.0 .8 40.0 1.1 50.0 1.5 60.0 2.0 70.0 2.3 80.0 4.4 114.0 8.5 894.0 318 363 0 1 CHANNEL 25.0 670. .0541 100.0 100.0 .040 5.00 0 317 360 0 1 CHANNEL 5.0 1070. .0467 8.0 7.0 .030 8.00 0 366 317 8 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 5.0 .3 10.0 .5 15.0 .6 20.0 .9 30.0 1.0 33.0 4.3 608.0 319 366 0 1 CHANNEL 10.0 1213. .0364 20.0 20.0 .040 4.00 0 369 351 0 3 .0 0. .0010 .0 .0 .001 10.00 0 321 369 0 1 CHANNEL 25.0 1460. .0230 100.0 100.0 .040 5.00 0 372 321 0 3 .0 0. .0010 .0 .0 .001 10.00 0 322 372 0 5 PIPE 2.0 1090. .0370 .0 .0 .015 2.00 0 OVERFLOW 5.0 1090. .0370 50.0 50.0 .025 4.00 375 322 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .1 30.0 .3 40.0 .8 50.0 2.0 60.0 3.9 70.0 4.1 100.0 5.8 2759.0 323 375 0 1 CHANNEL 25.0 1415. .0380 100.0 100.0 .400 5.00 0 320 369 0 1 CHANNEL 25.0 740. .0135 Fos100E.in.sot .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 7.0 .1 16.0 .4 54.0 1.5 100.0 2.9 127.0 4.6 153.0 8.4 1105.0 325 324 0 1 CHANNEL 5.0 975. .0270 7.0 20.0 .040 5.00 0 381 325 0 3 .0 0. .0010 .0 .0 .001 10.00 0 326 381 0 1 CHANNEL 5.0 975. .0390 6.0 6.0 .040 12.00 0 327 326 0 3 .0 0. .0010 .0 .0 .001 10.00 0 401 82 0 1 CHANNEL 2.0 713. .0086 7.0 7.0 .040 10.00 0 432 401 0 3 .0 0. .0010 .0 .0 .001 10.00 0 402 432 0 1 CHANNEL 2.0 1140. .0105 2.1 10.0 .040 10.00 0 434 84 0 3 .0 0. .0010 .0 .0 .001 10.00 0 433 402 7 3 .0 0. .0010 .0 .0 .001 10.00 434 DIVERSION TO GUTTER NUMBER 434 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 1223.0 .0 1500.0 164.0 1800.0 373.0 2100.0 608.0 2500.0 935.0 4000.0 2357.0 403 433 13 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .4 35.0 1.8 107.0 4.8 196.0 9.2 260.0 15.6 323.0 24.4 386.0 35.9 593.0 50.7 765.0 69.9 978.0 94.7 1223.0 125.9 1884.0 435 403 0 3 .0 0. .0010 .0 .0 .001 10.00 0 404 435 0 1 CHANNEL 8.0 417. .0020 10.0 2.0 .040 10.00 0 440 404 0 3 .0 0. .0010 .0 .0 .001 10.00 0 405 440 0 1 CHANNEL 2.0 1700. .0470 1.5 1.0 .040 10.00 0 406 405 0 3 .0 0. .0010 .0 .0 .001 10.00 0 407 440 0 1 CHANNEL 5.0 2530. .0066 15.0 1.6 .040 10.00 0 445 407 0 3 .0 0. .0010 .0 .0 .001 10.00 0 408 445 0 1 CHANNEL 5.0 1100. .0071 6.2 20.0 .040 10.00 0 450 408 0 3 .0 0. .0010 .0 .0 .001 10.00 0 409 450 0 1 CHANNEL 2.0 2140. .0085 7.7 18.0 .040 10.00 0 480 409 0 3 .0 0. .0010 .0 .0 .001 10.00 0 410 480 0 1 CHANNEL 2.0 2300. .0100 7.0 12.0 .040 10.00 0 Fos100E.in.sot RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 16.0 .4 24.0 1.4 29.0 4.2 35.0 9.5 40.0 17.0 49.0 28.3 57.0 44.5 123.0 54.8 525.0 490 411 0 3 .0 0. .0010 .0 .0 .001 10.00 0 413 490 0 1 CHANNEL 20.0 700. .0100 17.0 17.0 .040 10.00 0 414 413 0 1 CHANNEL 10.0 1475. .0150 30.0 30.0 .040 10.00 0 415 414 0 3 .0 0. .0010 .0 .0 .001 10.00 0 416 450 0 1 CHANNEL 8.0 1800. .0080 5.2 17.6 .040 10.00 0 455 416 0 3 .0 0. .0010 .0 .0 .001 10.00 0 417 455 0 1 CHANNEL 18.0 1200. .0072 9.6 12.5 .040 10.00 0 418 417 0 3 .0 0. .0010 .0 .0 .001 10.00 0 420 418 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 14.9 126.0 36.7 160.0 66.3 194.0 104.8 482.0 127.7 1733.0 152.9 4050.0 422 420 0 3 .0 0. .0010 .0 .0 .001 10.00 0 421 422 0 1 CHANNEL 10.0 1730. .0230 34.0 34.0 .040 10.00 0 460 422 0 3 .0 0. .0010 .0 .0 .001 10.00 0 424 460 0 1 CHANNEL 15.0 1500. .0320 28.0 28.0 .040 10.00 0 425 424 0 3 .0 0. .0010 .0 .0 .001 10.00 0 465 460 0 3 .0 0. .0010 .0 .0 .001 10.00 0 426 465 0 1 CHANNEL 2.0 1548. .0413 6.3 6.3 .040 5.00 0 427 465 0 1 CHANNEL 2.0 1360. .0220 20.0 30.0 .040 10.00 0 470 427 0 3 .0 0. .0010 .0 .0 .001 10.00 0 428 470 0 1 CHANNEL 8.0 2880. .0210 5.5 7.5 .040 10.00 0 475 428 0 3 .0 0. .0010 .0 .0 .001 10.00 0 430 475 0 1 CHANNEL 4.0 1650. .0290 2.5 2.5 .040 10.00 0 429 475 0 1 CHANNEL 2.0 1080. .0400 2.8 2.8 .040 10.00 0 501 76 0 4 CHANNEL 5.0 990. .0060 3.6 7.6 .040 9.00 0 OVERFLOW 100.0 990. .0060 13.0 40.0 .040 14.00 559 501 6 3 .0 0. .0010 .0 .0 .001 10.00 55 Fos100E.in.sot .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 5.0 .1 87.0 .3 250.0 .8 428.0 1.7 632.0 3.2 868.0 5.4 1121.0 9.0 1394.0 14.9 1634.0 23.4 1850.0 34.1 2062.0 46.3 2266.0 61.7 2470.0 80.8 3391.0 102.5 13706.0 561 560 0 3 .0 0. .0010 .0 .0 .001 10.00 0 502 561 0 4 CHANNEL 5.0 3365. .0068 5.0 1.6 .040 13.00 0 OVERFLOW 86.0 3365. .0068 30.0 3.5 .040 18.00 562 502 0 3 .0 0. .0010 .0 .0 .001 10.00 0 503 562 0 1 CHANNEL 2.0 1525. .0026 6.5 4.7 .035 6.00 0 504 562 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .2 81.0 .7 251.0 2.1 473.0 4.7 694.0 10.0 922.0 20.9 1763.0 41.1 5781.0 73.5 12031.0 563 504 0 3 .0 0. .0010 .0 .0 .001 10.00 0 505 563 0 4 CHANNEL 6.0 1140. .0035 2.1 2.1 .040 12.00 0 OVERFLOW 50.0 1140. .0035 10.0 30.0 .040 20.00 564 505 0 3 .0 0. .0010 .0 .0 .001 10.00 0 506 564 0 1 CHANNEL 8.0 1100. .0220 8.0 8.0 .040 10.00 0 565 506 0 3 .0 0. .0010 .0 .0 .001 10.00 0 507 565 0 1 CHANNEL 20.0 1400. .0200 20.0 7.5 .040 8.00 0 584 84 0 3 .0 0. .0010 .0 .0 .001 10.00 0 566 507 11 3 .0 0. .0010 .0 .0 .001 10.00 584 DIVERSION TO GUTTER NUMBER 584 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 40.0 .0 60.0 16.0 80.0 36.0 100.0 55.0 150.0 104.0 200.0 154.0 250.0 203.0 300.0 253.0 400.0 351.0 500.0 452.0 567 566 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.0 .1 16.0 .5 24.0 1.7 30.0 3.7 36.0 6.6 52.0 10.5 290.0 18.5 1553.0 508 567 0 1 CHANNEL 10.0 1940. .0170 14.0 14.0 .040 8.00 0 509 508 0 3 .0 0. .0010 .0 .0 .001 10.00 0 510 564 0 4 CHANNEL 8.0 1140. .0050 Fos100E.in.sot .0 .0 .001 10.00 0 511 568 0 1 CHANNEL 10.0 1140. .0053 10.0 18.0 .040 8.00 0 569 511 0 3 .0 0. .0010 .0 .0 .001 10.00 0 512 569 0 1 CHANNEL 5.0 1025. .0040 40.0 5.0 .040 7.00 0 570 512 0 3 .0 0. .0010 .0 .0 .001 10.00 0 513 570 0 1 CHANNEL 10.0 780. .0770 25.0 40.0 .040 6.00 0 571 513 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 44.0 .1 160.0 1.4 292.0 5.7 417.0 13.7 507.0 26.2 597.0 43.8 2957.0 67.0 8093.0 514 571 0 1 CHANNEL 4.0 1115. .0040 7.0 20.0 .040 8.00 0 572 514 0 3 .0 0. .0010 .0 .0 .001 10.00 0 515 572 0 1 CHANNEL 4.0 2195. .0070 24.0 14.0 .040 8.00 0 516 515 0 3 .0 0. .0010 .0 .0 .001 10.00 0 517 516 0 1 CHANNEL 4.0 1525. .0090 12.5 20.0 .035 5.00 0 573 516 0 3 .0 0. .0010 .0 .0 .001 10.00 0 519 573 0 1 CHANNEL 2.0 3635. .0080 3.0 3.0 .035 5.00 0 574 573 0 3 .0 0. .0010 .0 .0 .001 10.00 0 518 574 0 1 CHANNEL 2.0 760. .0070 50.0 50.0 .040 5.00 0 575 518 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 50.0 .1 141.0 1.6 216.0 8.7 276.0 29.3 335.0 65.8 395.0 112.0 4000.0 138.1 7704.0 576 575 0 3 .0 0. .0010 .0 .0 .001 10.00 0 520 576 0 1 CHANNEL 2.0 2050. .0120 17.0 17.0 .040 5.00 0 521 520 0 3 .0 0. .0010 .0 .0 .001 10.00 0 577 576 0 3 .0 0. .0010 .0 .0 .001 10.00 0 522 577 0 1 CHANNEL 20.0 5000. .0090 20.0 20.0 .040 6.00 0 523 522 0 3 .0 0. .0010 .0 .0 .001 10.00 0 524 577 0 1 CHANNEL 100.0 710. .0100 30.0 30.0 .040 6.00 0 578 524 0 3 .0 0. .0010 .0 .0 .001 10.00 0 525 578 0 1 CHANNEL 100.0 710. .0100 30.0 30.0 .040 6.00 0 Fos100E.in.sot 527 526 0 3 .0 0. .0010 .0 .0 .001 10.00 0 528 579 0 1 CHANNEL 8.0 1700. .0090 50.0 50.0 .040 6.00 0 580 528 0 3 .0 0. .0010 .0 .0 .001 10.00 0 529 580 0 1 CHANNEL 8.0 3100. .0070 40.0 40.0 .040 6.00 0 581 529 0 3 .0 0. .0010 .0 .0 .001 10.00 0 530 581 0 1 CHANNEL 8.0 580. .0140 25.0 3.5 .040 4.00 0 531 530 0 3 .0 0. .0010 .0 .0 .001 10.00 0 596 588 0 3 .0 0. .0010 .0 .0 .001 10.00 0 582 531 10 3 .0 0. .0010 .0 .0 .001 10.00 596 DIVERSION TO GUTTER NUMBER 596 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 20.0 .0 40.0 16.0 60.0 35.0 80.0 54.0 140.0 113.0 180.0 152.0 240.0 211.0 300.0 270.0 500.0 470.0 583 582 5 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 9.0 1.3 33.0 4.1 414.0 9.1 1367.0 532 583 0 1 CHANNEL 8.0 1170. .0190 38.0 38.0 .040 4.00 0 533 532 0 3 .0 0. .0010 .0 .0 .001 10.00 0 534 581 0 1 CHANNEL 5.0 850. .0180 30.0 13.0 .040 4.00 0 585 534 0 3 .0 0. .0010 .0 .0 .001 10.00 0 535 585 0 1 CHANNEL 10.0 690. .0150 25.0 18.0 .040 7.00 0 597 588 0 3 .0 0. .0010 .0 .0 .001 10.00 0 586 535 8 3 .0 0. .0010 .0 .0 .001 10.00 597 DIVERSION TO GUTTER NUMBER 597 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 80.0 .0 100.0 15.0 150.0 63.0 200.0 113.0 250.0 162.0 300.0 211.0 400.0 310.0 587 586 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 49.0 1.3 72.0 4.9 114.0 10.9 319.0 19.5 424.0 31.3 535.0 536 587 0 1 CHANNEL 10.0 2100. .0140 15.0 30.0 .040 5.00 0 537 536 0 3 .0 0. .0010 .0 .0 .001 10.00 0 538 581 0 1 CHANNEL 8.0 700. .0110 4.5 25.0 .040 6.00 0 539 538 0 3 .0 0. .0010 Fos100E.in.sot .0 .0 .0 7.0 .6 35.0 5.7 54.0 19.3 71.0 42.0 88.0 74.4 407.0 117.1 3684.0 173.1 9875.0 540 588 0 1 CHANNEL 10.0 400. .0040 20.0 20.0 .040 10.00 0 589 540 0 3 .0 0. .0010 .0 .0 .001 10.00 0 541 589 0 1 CHANNEL 10.0 400. .0040 18.0 18.0 .040 10.00 0 590 541 0 3 .0 0. .0010 .0 .0 .001 10.00 0 542 590 0 1 CHANNEL 5.0 1600. .0240 13.0 8.0 .040 5.00 0 591 542 0 3 .0 0. .0010 .0 .0 .001 10.00 0 543 591 0 1 CHANNEL 15.0 1420. .0210 4.0 12.0 .040 5.00 0 592 543 0 3 .0 0. .0010 .0 .0 .001 10.00 0 544 592 0 1 CHANNEL 4.0 2040. .0380 2.2 2.2 .040 6.00 0 545 544 0 3 .0 0. .0010 .0 .0 .001 10.00 0 546 592 0 1 CHANNEL 8.0 1780. .0380 2.7 5.0 .040 5.00 0 547 546 0 3 .0 0. .0010 .0 .0 .001 10.00 0 548 590 0 1 CHANNEL 4.0 1580. .0160 23.0 37.0 .040 5.00 0 593 548 0 3 .0 0. .0010 .0 .0 .001 10.00 0 549 593 0 1 CHANNEL 4.0 2030. .0230 6.5 6.5 .040 6.00 0 550 549 0 3 .0 0. .0010 .0 .0 .001 10.00 0 551 550 0 1 CHANNEL 4.0 1100. .0590 3.0 3.0 .040 5.00 0 552 550 0 1 CHANNEL 2.0 675. .0360 1.8 1.8 .040 8.00 0 553 552 0 3 .0 0. .0010 .0 .0 .001 10.00 0 594 553 0 3 .0 0. .0010 .0 .0 .001 10.00 0 554 594 0 1 CHANNEL 2.0 2830. .0420 3.2 3.2 .040 6.00 0 555 554 0 3 .0 0. .0010 .0 .0 .001 10.00 0 556 594 0 1 CHANNEL 2.0 1350. .0700 2.8 7.2 .040 5.00 0 601 569 0 1 CHANNEL 10.0 1425. .0120 100.0 100.0 .040 5.00 0 630 601 0 3 .0 0. .0010 .0 .0 .001 10.00 0 602 630 0 1 CHANNEL 30.0 790. .0076 36.0 66.0 .040 5.00 0 632 602 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.0 1.5 85.0 6.6 Fos100E.in.sot 56.0 26.0 .040 5.00 0 634 603 0 3 .0 0. .0010 .0 .0 .001 10.00 0 604 634 0 1 CHANNEL 30.0 1000. .0060 19.0 35.0 .040 5.00 0 636 604 0 3 .0 0. .0010 .0 .0 .001 10.00 0 605 636 0 1 CHANNEL 10.0 1125. .0130 26.0 18.0 .040 5.00 0 650 605 0 3 .0 0. .0010 .0 .0 .001 10.00 0 606 650 0 1 CHANNEL 10.0 1125. .0130 26.0 18.0 .040 5.00 0 652 606 0 3 .0 0. .0010 .0 .0 .001 10.00 0 607 652 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 8.0 1.0 28.0 3.0 45.0 6.3 56.0 10.6 65.0 15.5 72.0 20.6 78.0 26.1 1000.0 31.9 3070.0 38.1 5450.0 654 607 8 3 .0 0. .0010 .0 .0 .001 10.00 652 DIVERSION TO GUTTER NUMBER 652 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 15.0 .0 21.0 .0 280.0 124.0 1065.0 520.0 2472.0 1290.0 4507.0 2390.0 7186.0 3803.0 608 654 0 1 CHANNEL 10.0 1410. .0140 28.0 30.0 .040 5.00 0 656 608 0 3 .0 0. .0010 .0 .0 .001 10.00 0 609 656 0 1 CHANNEL 8.0 1510. .0150 9.0 9.0 .040 8.00 0 658 609 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 21.0 .7 32.0 2.5 41.0 5.7 46.0 10.9 50.0 18.6 55.0 29.8 59.0 44.6 71.0 63.0 422.0 85.2 3583.0 610 658 0 1 CHANNEL 10.0 2600. .0210 4.0 4.0 .040 7.00 0 660 610 0 3 .0 0. .0010 .0 .0 .001 10.00 0 611 660 0 1 CHANNEL 2.0 2680. .0295 2.0 2.0 .040 10.00 0 662 611 0 3 .0 0. .0010 .0 .0 .001 10.00 0 612 662 0 1 CHANNEL 2.0 2480. .0620 3.7 3.7 .040 5.00 0 613 662 0 1 CHANNEL 2.0 1865. .0540 2.5 2.5 .040 5.00 0 614 636 0 1 CHANNEL 2.0 2010. .0090 3.5 30.0 .040 5.00 0 638 614 0 3 .0 0. .0010 .0 .0 .001 10.00 0 615 638 0 1 CHANNEL 10.0 2250. .0098 17.0 14.0 .040 5.00 0 Fos100E.in.sot 96.0 6.1 120.0 14.6 142.0 27.7 161.0 46.2 178.0 71.3 195.0 105.9 988.0 152.0 5418.0 616 640 0 1 CHANNEL 4.0 1150. .0070 1.5 1.5 .040 9.00 0 617 616 0 3 .0 0. .0010 .0 .0 .001 10.00 0 642 640 0 3 .0 0. .0010 .0 .0 .001 10.00 0 618 642 0 1 CHANNEL 10.0 410. .0100 13.0 16.0 .040 5.00 0 619 642 0 1 CHANNEL 1.0 1560. .0250 20.0 6.0 .040 4.00 0 644 618 0 3 .0 0. .0010 .0 .0 .001 10.00 0 620 644 0 1 CHANNEL 5.0 2020. .0330 15.0 21.0 .040 5.00 0 621 620 0 3 .0 0. .0010 .0 .0 .001 10.00 0 622 644 0 1 CHANNEL 2.0 500. .0200 50.0 50.0 .040 4.00 0 646 622 0 3 .0 0. .0010 .0 .0 .001 10.00 0 623 646 0 1 CHANNEL 1.0 540. .0280 16.0 10.0 .040 5.00 0 648 623 0 3 .0 0. .0010 .0 .0 .001 10.00 0 624 648 0 1 CHANNEL 5.0 1530. .0300 5.0 20.0 .040 5.00 0 625 624 0 3 .0 0. .0010 .0 .0 .001 10.00 0 626 648 0 1 CHANNEL 30.0 1635. .0360 7.5 7.5 .040 5.00 0 627 626 0 3 .0 0. .0010 .0 .0 .001 10.00 0 700 799 7 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 414.8 196.0 837.7 556.0 1270.0 2717.0 1712.7 6308.0 2166.0 10826.0 2629.7 16013.0 711 700 0 1 CHANNEL 2.0 1003. .0080 10.0 10.0 .040 10.00 0 770 711 0 3 .0 0. .0010 .0 .0 .001 10.00 0 715 770 0 4 CHANNEL 5.0 7914. .0156 5.0 5.0 .040 3.00 0 OVERFLOW 35.0 7914. .0156 120.0 120.0 .040 6.00 719 770 0 4 CHANNEL 2.0 1959. .0102 4.0 4.0 .040 3.00 0 OVERFLOW 26.0 1959. .0102 100.0 100.0 .040 6.00 773 700 0 1 CHANNEL 10.0 1211. .0116 10.0 10.0 .040 8.00 0 776 773 0 3 .0 0. .0010 .0 .0 .001 10.00 0 723 776 0 1 CHANNEL 2.0 2720. .0110 12.0 12.0 .040 6.00 0 Fos100E.in.sot 727 782 0 1 CHANNEL 10.0 1206. .0091 50.0 50.0 .040 6.00 0 785 727 0 3 .0 0. .0010 .0 .0 .001 10.00 0 731 785 0 1 CHANNEL 10.0 5780. .0145 16.0 16.0 .040 6.00 0 735 785 0 1 CHANNEL 15.0 1358. .0081 10.0 10.0 .040 7.00 0 788 735 0 3 .0 0. .0010 .0 .0 .001 10.00 0 739 788 0 1 CHANNEL 100.0 605. .0066 30.0 30.0 .040 6.00 0 791 739 0 3 .0 0. .0010 .0 .0 .001 10.00 0 743 791 0 1 CHANNEL 5.0 843. .0047 25.0 25.0 .040 6.00 0 794 788 0 3 .0 0. .0010 .0 .0 .001 10.00 0 747 794 0 1 CHANNEL 10.0 5637. .0110 50.0 50.0 .040 6.00 0 751 794 0 1 CHANNEL 10.0 3542. .0119 50.0 50.0 .040 6.00 0 755 700 0 1 CHANNEL 10.0 3400. .0141 17.5 17.5 .040 6.00 0 759 700 6 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 37.7 5.0 42.5 21.0 140.3 254.0 250.3 1508.0 370.7 7338.0 763 759 0 1 CHANNEL 5.0 6127. .0108 17.0 17.0 .040 6.00 0 767 700 0 1 CHANNEL 10.0 3010. .0206 50.0 50.0 .040 6.00 0 0TOTAL NUMBER OF GUTTERS/PIPES, 368 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11505.4 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 121.9 3 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11317.9 4 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10946.1 5 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 320.9 6 37 0 0 0 0 0 0 0 0 0 0 Page 24 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 10946.1 7 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10655.9 8 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 253.0 9 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 11.7 10 9 38 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 10655.9 11 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 79.6 13 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 150.4 14 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8541.4 15 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8488.7 18 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7776.2 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7689.6 20 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7689.6 21 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7498.9 22 0 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 173.2 23 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 136.6 24 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 50.8 25 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7311.5 26 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7311.5 27 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 84.6 28 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7190.9 29 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7190.9 30 0 0 0 0 0 0 0 0 0 0 30 Page 25 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 71.6 31 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 71.9 32 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7047.4 50 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270.7 51 98 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.2 52 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.2 54 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6776.7 55 72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6685.9 56 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6685.9 57 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6666.2 58 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2433.5 59 82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2265.9 60 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 916.7 62 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 908.3 63 64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 765.0 64 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 765.0 65 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 614.0 66 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 614.0 67 94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 489.4 68 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 286.4 69 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 203.0 72 56 0 0 0 0 0 0 0 0 0 0 Page 26 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 6685.9 78 80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2433.5 84 62 434 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 908.3 90 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 614.0 98 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.2 101 130 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1866.6 102 135 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1688.8 103 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 495.1 105 140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 489.0 106 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 312.1 107 145 0 0 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 312.1 108 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84.6 109 110 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22.4 110 0 0 0 0 0 0 0 0 0 0 110 0 0 0 0 0 0 0 0 0 22.4 111 112 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1193.7 113 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 191.1 114 165 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 996.2 115 0 0 0 0 0 0 0 0 0 0 115 0 0 0 0 0 0 0 0 0 55.1 116 170 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 893.8 117 0 0 0 0 0 0 0 0 0 0 117 0 0 0 0 0 0 0 0 0 102.4 118 175 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 872.8 119 180 0 0 0 0 0 0 0 0 0 0 Page 27 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 497.7 120 121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 390.2 121 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 390.2 122 185 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 375.1 123 190 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 104.0 125 0 0 0 0 0 0 0 0 0 0 125 0 0 0 0 0 0 0 0 0 104.0 150 109 0 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 84.6 201 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 712.5 302 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 679.6 303 333 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 679.6 304 336 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 589.7 305 339 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200.8 306 342 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 161.7 307 345 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 161.7 308 309 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.5 309 0 0 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 14.5 310 351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 346.0 311 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 38.1 312 354 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 202.9 313 0 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 60.6 314 357 0 0 0 0 0 0 0 0 0 0 Page 28 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 131.5 315 360 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 131.5 316 363 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36.9 317 366 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.0 318 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0 0 0 0 36.9 319 0 0 0 0 0 0 0 0 0 0 319 0 0 0 0 0 0 0 0 0 67.0 320 378 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.4 321 372 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 73.7 322 375 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.1 323 0 0 0 0 0 0 0 0 0 0 323 0 0 0 0 0 0 0 0 0 39.1 324 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.5 325 381 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.5 326 327 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.3 363 318 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36.9 366 319 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.0 375 323 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.1 401 432 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1349.2 402 433 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1305.1 403 435 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1305.1 404 440 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1293.9 405 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 46.3 407 445 0 0 0 0 0 0 0 0 0 0 Page 29 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 1247.6 408 450 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1160.1 409 480 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 333.7 410 485 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 199.1 411 490 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.0 413 414 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.8 414 415 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.8 416 455 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 826.4 417 418 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 731.6 420 422 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 725.8 421 0 0 0 0 0 0 0 0 0 0 421 0 0 0 0 0 0 0 0 0 114.3 424 425 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100.1 426 0 0 0 0 0 0 0 0 0 0 426 0 0 0 0 0 0 0 0 0 55.6 427 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 423.1 428 475 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 293.1 429 0 0 0 0 0 0 0 0 0 0 429 0 0 0 0 0 0 0 0 0 113.5 430 0 0 0 0 0 0 0 0 0 0 430 0 0 0 0 0 0 0 0 0 179.6 501 559 0 0 0 0 0 0 0 0 0 501 0 0 0 0 0 0 0 0 0 4232.7 502 562 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4152.6 503 0 0 0 0 0 0 0 0 0 0 503 0 0 0 0 0 0 0 0 0 85.4 504 563 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4067.2 505 564 0 0 0 0 0 0 0 0 0 0 Page 30 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 4025.4 506 565 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 175.3 507 566 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 139.2 508 509 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 139.2 510 568 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3850.1 511 569 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3776.0 512 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2384.1 513 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2351.0 514 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2351.0 515 516 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2156.3 517 0 0 0 0 0 0 0 0 0 0 517 0 0 0 0 0 0 0 0 0 164.1 518 575 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1874.9 519 0 0 0 0 0 0 0 0 0 0 519 0 0 0 0 0 0 0 0 0 101.4 520 521 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 131.6 522 523 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 428.5 524 578 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1314.8 525 579 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1275.9 526 527 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70.5 528 580 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1205.4 529 581 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1008.3 530 531 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.4 532 533 0 0 0 0 0 0 0 0 0 0 Page 31 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 56.9 534 585 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 140.1 535 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106.6 536 537 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106.6 538 539 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 799.8 540 589 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 792.3 541 590 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 754.0 542 591 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280.1 543 592 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 230.2 544 545 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.2 546 547 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 63.0 548 593 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 473.9 549 550 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280.9 551 0 0 0 0 0 0 0 0 0 0 551 0 0 0 0 0 0 0 0 0 53.7 552 553 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 227.2 554 555 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 168.7 556 0 0 0 0 0 0 0 0 0 0 556 0 0 0 0 0 0 0 0 0 47.6 560 561 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4220.1 567 508 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 139.2 571 514 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2351.0 575 576 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1874.9 583 532 0 0 0 0 0 0 0 0 0 0 Page 32 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 56.9 587 536 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106.6 588 596 597 540 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 792.3 601 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1391.9 602 632 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1343.1 603 634 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1343.1 604 636 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1225.7 605 650 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 480.8 606 652 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 430.6 607 654 0 0 0 0 0 0 0 0 0 607 0 0 0 0 0 0 0 0 0 430.6 608 656 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 392.6 609 658 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 327.1 610 660 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 327.1 611 662 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 183.6 612 0 0 0 0 0 0 0 0 0 0 612 0 0 0 0 0 0 0 0 0 108.6 613 0 0 0 0 0 0 0 0 0 0 613 0 0 0 0 0 0 0 0 0 75.0 614 638 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 744.9 615 640 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 517.1 616 617 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 193.2 618 644 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 230.6 619 0 0 0 0 0 0 0 0 0 0 619 0 0 0 0 0 0 0 0 0 91.4 620 621 0 0 0 0 0 0 0 0 0 0 Page 33 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 70.7 622 646 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 159.9 623 648 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 147.2 624 625 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 73.3 626 627 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 73.9 632 603 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1343.1 640 616 642 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 517.1 658 610 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 327.1 700 1 711 773 755 759 767 0 0 0 0 710 0 0 0 0 0 0 0 0 0 17692.4 711 770 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 574.5 715 0 0 0 0 0 0 0 0 0 0 715 0 0 0 0 0 0 0 0 0 483.9 719 0 0 0 0 0 0 0 0 0 0 719 0 0 0 0 0 0 0 0 0 90.6 723 0 0 0 0 0 0 0 0 0 0 723 0 0 0 0 0 0 0 0 0 51.1 727 785 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1224.0 731 0 0 0 0 0 0 0 0 0 0 731 0 0 0 0 0 0 0 0 0 387.0 735 788 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 837.0 739 791 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 131.6 743 0 0 0 0 0 0 0 0 0 0 743 0 0 0 0 0 0 0 0 0 111.2 747 0 0 0 0 0 0 0 0 0 0 747 0 0 0 0 0 0 0 0 0 548.5 751 0 0 0 0 0 0 0 0 0 0 751 0 0 0 0 0 0 0 0 0 125.4 755 0 0 0 0 0 0 0 0 0 0 755 0 0 0 0 0 0 0 0 0 119.1 759 763 0 0 0 0 0 0 0 0 0 759 Page 34 Fos100E.in.sot 0 0 0 0 0 0 0 0 0 881.5 763 0 0 0 0 0 0 0 0 0 0 763 0 0 0 0 0 0 0 0 0 531.1 767 0 0 0 0 0 0 0 0 0 0 767 0 0 0 0 0 0 0 0 0 709.3 773 776 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1435.6 779 782 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1384.5 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 198 TO GUTTER 55 COMP THROUGH DIVERSION WILL LAG ONE TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (O) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER TIME(HR/MIN) 10 799 0 1. 0. 0. .0(S) .0( ) 0 11. 3. 0. .0(S) .0( ) 0 21. 49. 2. .4(S) .0( ) 0 31. 223. 11. 2.0(S) .0( ) 0 41. 638. 43. 13.0(S) .0( ) 0 51. 738. 82. 42.0(S) .0( ) 1 1. 891. 123. 86.2(S) .0( ) 1 11. 1031. 166. 128.5(S) .0( ) Page 35 Fos100E.in.sot 1 21. 1073. 219. 164.4(S) .0( ) 1 31. 1109. 292. 195.0(S) .0( ) 1 41. 1140. 359. 221.8(S) .0( ) 1 51. 1167. 421. 244.3(S) .0( ) 2 1. 1189. 477. 263.7(S) .0( ) 2 11. 1209. 526. 280.3(S) .0( ) 2 21. 1226. 628. 294.7(S) .0( ) 2 31. 1240. 837. 307.2(S) .0( ) 2 41. 1253. 1010. 318.1(S) .0( ) 2 51. 1265. 1154. 328.0(S) .0( ) 3 1. 1276. 1274. 337.1(S) .0( ) 3 11. 1286. 1375. 345.7(S) .0( ) 3 21. 1296. 1460. 354.1(S) .0( ) 3 31. 1305. 1531. 362.3(S) .0( ) 3 41. 1315. 1591. 370.5(S) .0( ) 3 51. 1324. 1642. 378.7(S) .0( ) 4 1. 1334. 1684. 386.9(S) .0( ) 4 11. 1344. 1719. 395.3(S) .0( ) 4 21. 1354. 1748. 403.8(S) .0( ) 4 31. 1364. 1772. 412.4(S) .0( ) 4 41. 1374. 1791. 421.1(S) .0( ) Page 36 Fos100E.in.sot 4 51. 1384. 1807. 429.9(S) .0( ) 5 1. 1395. 1820. 438.7(S) .0( ) 5 11. 1405. 1830. 447.6(S) .0( ) 5 21. 1416. 1838. 456.5(S) .0( ) 5 31. 1426. 1844. 465.4(S) .0( ) 5 41. 1436. 1848. 474.2(S) .0( ) 5 51. 1447. 1851. 482.9(S) .0( ) 6 1. 1457. 1853. 491.5(S) .0( ) 6 11. 1466. 1853. 499.9(S) .0( ) 6 21. 1476. 1853. 508.2(S) .0( ) 6 31. 1486. 1853. 516.2(S) .0( ) 6 41. 1495. 1851. 524.1(S) .0( ) 6 51. 1504. 1850. 531.8(S) .0( ) 7 1. 1513. 1848. 539.2(S) .0( ) 7 11. 1521. 1845. 546.4(S) .0( ) 7 21. 1529. 1843. 553.3(S) .0( ) 7 31. 1537. 1840. 560.0(S) .0( ) 7 41. 1545. 1838. 566.5(S) .0( ) 7 51. 1552. 1835. 572.7(S) .0( ) 8 1. 1559. 1832. 578.7(S) .0( ) 8 11. 1566. 1829. 584.4(S) .0( ) Page 37 Fos100E.in.sot 8 21. 1572. 1826. 589.8(S) .0( ) 8 31. 1578. 1824. 595.1(S) .0( ) 8 41. 1584. 1821. 600.0(S) .0( ) 8 51. 1589. 1818. 604.8(S) .0( ) 9 1. 1595. 1816. 609.3(S) .0( ) 9 11. 1600. 1813. 613.5(S) .0( ) 9 21. 1604. 1811. 617.5(S) .0( ) 9 31. 1609. 1808. 621.3(S) .0( ) 9 41. 1613. 1806. 624.8(S) .0( ) 9 51. 1617. 1804. 628.1(S) .0( ) 10 1. 1620. 1802. 631.1(S) .0( ) 10 11. 1624. 1799. 633.9(S) .0( ) 10 21. 1627. 1797. 636.4(S) .0( ) 10 31. 1629. 1795. 638.6(S) .0( ) 10 41. 1632. 1793. 640.7(S) .0( ) 10 51. 1634. 1791. 642.4(S) .0( ) 11 1. 1635. 1789. 643.9(S) .0( ) 11 11. 1637. 1787. 645.2(S) .0( ) 11 21. 1638. 1785. 646.2(S) .0( ) 11 31. 1639. 1783. 647.0(S) .0( ) 11 41. 1639. 1781. 647.5(S) .0( ) Page 38 Fos100E.in.sot 11 51. 1639. 1779. 647.8(S) .0( ) 12 1. 1639. 1777. 647.9(S) .0( ) 12 11. 1639. 1775. 647.7(S) .0( ) 12 21. 1639. 1773. 647.3(S) .0( ) 12 31. 1639. 1771. 646.7(S) .0( ) 12 41. 1638. 1768. 645.9(S) .0( ) 12 51. 1637. 1766. 644.9(S) .0( ) 13 1. 1635. 1763. 643.7(S) .0( ) 13 11. 1633. 1761. 642.2(S) .0( ) 13 21. 1631. 1758. 640.6(S) .0( ) 13 31. 1629. 1755. 638.8(S) .0( ) 13 41. 1627. 1753. 636.8(S) .0( ) 13 51. 1624. 1750. 634.6(S) .0( ) 14 1. 1622. 1747. 632.3(S) .0( ) 14 11. 1619. 1744. 629.8(S) .0( ) 14 21. 1616. 1741. 627.1(S) .0( ) 14 31. 1612. 1737. 624.3(S) .0( ) 14 41. 1609. 1734. 621.3(S) .0( ) 14 51. 1605. 1730. 618.1(S) .0( ) 15 1. 1601. 1727. 614.8(S) .0( ) 15 11. 1597. 1723. 611.4(S) .0( ) Page 39 Fos100E.in.sot 15 21. 1593. 1719. 607.8(S) .0( ) 15 31. 1589. 1715. 604.1(S) .0( ) 15 41. 1584. 1711. 600.3(S) .0( ) 15 51. 1580. 1707. 596.3(S) .0( ) 16 1. 1575. 1702. 592.2(S) .0( ) 16 11. 1569. 1698. 587.2(S) .0( ) 16 21. 1562. 1693. 581.2(S) .0( ) 16 31. 1554. 1689. 574.2(S) .0( ) 1 FOSSIL CREEK DRAINAGE BASIN RESTUDY - 2001, By ICON Engineering, Inc. ADOPTED 100-YEAR EVENT - EXISTING CONDITIONS DEVELOPMENT modified by City 10/03 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 555 924. (DIRECT FLOW) 0 35. 556 295. 2.2 0 36. 554 734. 4.0 0 39. 594 996. (DIRECT FLOW) 0 37. 553 1053. (DIRECT FLOW) 0 37. 547 253. (DIRECT FLOW) 0 35. 545 766. (DIRECT FLOW) 0 35. 552 1050. 5.9 0 38. 551 278. 2.3 0 36. 546 224. 1.8 0 41. 544 654. 4.1 0 39. 550 1314. (DIRECT FLOW) 0 37. 592 877. (DIRECT FLOW) 0 40. 549 1214. 4.1 0 42. 543 841. 2.8 0 42. 593 1888. (DIRECT FLOW) 0 40. 591 1012. (DIRECT FLOW) 0 41. 548 1737. 3.0 0 45. 542 968. 3.1 0 45. 590 2705. (DIRECT FLOW) 0 45. 537 370. (DIRECT FLOW) 0 35. 541 2688. 5.4 0 46. 536 288. 1.6 0 46. 533 207. (DIRECT FLOW) 0 35. 589 2782. (DIRECT FLOW) 0 46. 587 154. .1 6.1 1 10. Page 40 Fos100E.in.sot 532 171. 1.0 0 43. 540 2765. 5.2 0 47. 597 67. (DIRECT FLOW) 1 11. 596 114. (DIRECT FLOW) 0 53. 586 154. (DIRECT FLOW) 1 10. 583 141. .1 2.1 0 52. 588 1155. .1 84.2 1 14. 535 87. .9 1 16. 582 141. (DIRECT FLOW) 0 52. 539 1162. (DIRECT FLOW) 1 14. 585 170. (DIRECT FLOW) 0 45. 531 67. (DIRECT FLOW) 0 35. 613 424. 3.3 0 36. 612 615. 3.3 0 36. 538 1157. 3.4 1 15. 534 165. 1.3 0 47. 530 63. .9 0 41. 662 1039. (DIRECT FLOW) 0 36. 581 1317. (DIRECT FLOW) 1 15. 627 254. (DIRECT FLOW) 0 35. 625 311. (DIRECT FLOW) 0 35. 611 913. 5.6 0 40. 529 1127. 2.6 1 28. 626 227. 1.0 0 42. 624 264. 1.7 0 41. 660 1416. (DIRECT FLOW) 0 40. 580 1283. (DIRECT FLOW) 1 27. 527 260. (DIRECT FLOW) 0 35. 648 490. (DIRECT FLOW) 0 41. 610 1292. 4.5 0 43. 528 1247. 2.4 1 32. 526 216. 1.7 0 43. 623 486. 2.3 0 42. 658 153. .1 48.9 1 52. 579 1299. (DIRECT FLOW) 1 32. 646 529. (DIRECT FLOW) 0 42. 621 290. (DIRECT FLOW) 0 35. 609 153. 1.6 1 57. 525 1296. 1.8 1 34. 622 521. 1.5 0 44. 620 231. 1.4 0 43. 656 254. (DIRECT FLOW) 0 35. 578 1321. (DIRECT FLOW) 1 33. 523 1072. (DIRECT FLOW) 0 40. 429 304. 3.0 0 41. 430 447. 3.5 0 41. 644 752. (DIRECT FLOW) 0 44. 608 224. 1.3 0 46. 524 1318. 1.9 1 36. 522 711. 2.4 0 57. 521 590. (DIRECT FLOW) 0 35. 475 750. (DIRECT FLOW) 0 41. 619 223. 1.7 0 45. 618 748. 2.9 0 45. 617 615. (DIRECT FLOW) 0 35. 654 224. (DIRECT FLOW) 0 46. 577 1752. (DIRECT FLOW) 1 32. 520 392. 2.2 0 41. 428 681. 3.1 0 47. Fos100E.in.sot 470 1064. (DIRECT FLOW) 0 45. 640 191. .1 65.5 2 8. 652 148. (DIRECT FLOW) 0 47. 575 1757. .1 83.2 1 42. 427 1033. 2.5 0 47. 426 209. 1.9 0 40. 425 361. (DIRECT FLOW) 0 35. 415 957. (DIRECT FLOW) 0 35. 615 191. 1.6 2 16. 606 143. 1.2 2 2. 518 1751. 2.9 1 44. 465 1213. (DIRECT FLOW) 0 46. 424 296. 1.2 0 41. 414 691. 2.0 0 38. 638 777. (DIRECT FLOW) 0 40. 650 255. (DIRECT FLOW) 0 45. 574 1760. (DIRECT FLOW) 1 45. 519 226. 3.4 0 49. 460 1496. (DIRECT FLOW) 0 45. 421 331. 1.3 0 45. 413 673. 2.4 0 41. 614 675. 2.9 0 47. 605 245. 1.5 0 52. 573 1833. (DIRECT FLOW) 1 44. 517 520. 2.5 0 43. 422 1907. (DIRECT FLOW) 0 45. 490 801. (DIRECT FLOW) 0 40. 636 914. (DIRECT FLOW) 0 48. 516 1927. (DIRECT FLOW) 1 43. 420 366. .1 89.4 1 58. 411 72. .1 31.9 2 6. 604 888. 2.5 0 53. 515 1895. 4.3 1 49. 418 369. (DIRECT FLOW) 1 57. 485 73. (DIRECT FLOW) 2 3. 634 1128. (DIRECT FLOW) 0 51. 572 1999. (DIRECT FLOW) 1 47. 417 368. 2.2 2 1. 410 72. 1.5 2 12. 69 662. 4.5 0 41. 68 1086. 3.9 0 40. 603 1099. 2.6 0 55. 514 1988. 5.5 1 51. 455 411. (DIRECT FLOW) 1 51. 480 547. (DIRECT FLOW) 0 35. 94 1747. (DIRECT FLOW) 0 40. 632 541. .1 38.0 1 56. 571 1957. .1 36.4 1 57. 416 409. 2.6 1 57. 409 426. 2.7 0 46. 67 1687. 4.5 0 43. 602 541. 1.6 1 59. 513 1957. 2.2 1 58. 509 374. (DIRECT FLOW) 0 35. 450 762. (DIRECT FLOW) 0 48. 92 2082. (DIRECT FLOW) 0 42. 630 564. (DIRECT FLOW) 1 45. 570 1971. (DIRECT FLOW) 1 57. 508 327. 1.8 0 46. Fos100E.in.sot 567 192. .1 8.9 1 10. 445 934. (DIRECT FLOW) 0 49. 406 304. (DIRECT FLOW) 0 35. 90 442. .1 62.5 1 35. 569 2524. (DIRECT FLOW) 2 1. 566 192. (DIRECT FLOW) 1 10. 407 858. 4.2 0 58. 405 259. 3.5 0 36. 65 441. 2.5 1 41. 511 2516. 5.4 2 4. 507 46. .6 1 31. 440 933. (DIRECT FLOW) 0 56. 88 709. (DIRECT FLOW) 0 45. 568 2547. (DIRECT FLOW) 2 3. 565 184. (DIRECT FLOW) 0 35. 404 930. 5.9 0 57. 64 681. 3.3 0 48. 510 2540. 5.7 2 6. 506 162. 1.5 0 41. 435 947. (DIRECT FLOW) 0 57. 63 668. 3.1 0 52. 564 2595. (DIRECT FLOW) 2 6. 403 584. .1 35.4 2 7. 86 999. (DIRECT FLOW) 0 47. 505 2591. 11.7 2 8. 433 584. (DIRECT FLOW) 2 7. 584 146. (DIRECT FLOW) 1 10. 434 0. (DIRECT FLOW) 0 0. 62 984. 3.9 0 50. 563 2603. (DIRECT FLOW) 2 7. 402 584. 3.9 2 10. 84 889. .1 8.8 1 15. 504 2590. .1 25.0 2 11. 503 324. 3.9 0 41. 432 600. (DIRECT FLOW) 1 59. 61 896. (DIRECT FLOW) 1 15. 562 2614. (DIRECT FLOW) 2 11. 401 598. 3.8 2 0. 60 896. 4.8 1 16. 502 2590. 8.9 2 16. 82 1421. (DIRECT FLOW) 1 31. 561 2598. (DIRECT FLOW) 2 15. 59 1413. 6.2 1 39. 560 2228. .1 44.0 2 42. 80 1514. (DIRECT FLOW) 1 35. 559 2228. (DIRECT FLOW) 2 42. 78 1510. .1 8.3 1 36. 501 2228. 7.2 2 43. 58 1509. 6.2 1 37. 76 3361. (DIRECT FLOW) 2 30. 57 3360. 9.6 2 31. 74 3363. (DIRECT FLOW) 2 31. 53 1165. (DIRECT FLOW) 0 35. 56 3362. 9.8 2 33. 52 1006. 3.8 0 36. 72 3334. .1 28.0 2 43. 98 251. .1 24.1 1 12. 319 285. 1.3 0 36. 318 127. .5 0 40. Fos100E.in.sot 363 71. .1 2.0 0 56. 70 3344. (DIRECT FLOW) 2 43. 96 357. (DIRECT FLOW) 0 35. 326 118. 1.4 0 35. 317 235. 1.5 0 44. 316 70. 2.5 1 0. 54 3342. 10.8 2 47. 50 316. 2.3 0 36. 381 469. (DIRECT FLOW) 0 35. 323 60. 1.0 0 57. 360 386. (DIRECT FLOW) 0 40. 99 3484. (DIRECT FLOW) 2 45. 325 410. 2.0 0 36. 375 49. .1 .8 1 24. 315 380. 1.1 0 43. 309 70. 1.0 0 36. 32 3483. 7.2 2 47. 31 478. 1.3 0 35. 30 456. .5 0 36. 324 163. .1 4.6 0 48. 322 49. 2.2 1 29. 357 380. (DIRECT FLOW) 0 43. 308 27. .1 0 56. 47 3489. (DIRECT FLOW) 2 47. 125 283. 1.2 0 45. 378 189. (DIRECT FLOW) 0 47. 372 203. (DIRECT FLOW) 0 35. 314 376. 2.2 0 46. 313 158. .7 0 45. 345 524. (DIRECT FLOW) 0 35. 29 3431. 7.5 3 5. 190 283. (DIRECT FLOW) 0 45. 121 1060. 2.5 0 42. 320 185. .9 0 49. 321 139. .6 0 44. 354 564. (DIRECT FLOW) 0 45. 307 441. 4.4 0 41. 28 3425. 11.8 3 10. 27 486. 3.2 0 35. 123 233. 1.5 0 54. 120 1014. 3.1 0 47. 369 321. (DIRECT FLOW) 0 45. 312 534. 1.1 0 49. 342 441. (DIRECT FLOW) 0 41. 46 3434. (DIRECT FLOW) 3 11. 185 1474. (DIRECT FLOW) 0 35. 180 1322. (DIRECT FLOW) 0 45. 110 5. .1 4.2 2 3. 351 851. (DIRECT FLOW) 0 49. 306 437. 1.8 0 42. 201 1125. (DIRECT FLOW) 1 20. 26 3426. 11.5 3 17. 122 1070. 3.9 0 42. 119 1285. 4.1 0 47. 109 5. .5 2 5. 311 108. .6 0 42. 310 812. 1.9 0 53. 339 558. (DIRECT FLOW) 0 40. 45 4016. (DIRECT FLOW) 3 11. Fos100E.in.sot 25 4013. 9.8 3 15. 24 255. 3.6 0 35. 23 423. 4.7 0 40. 118 2298. 5.6 0 47. 108 27. 1.8 2 2. 336 1392. (DIRECT FLOW) 0 51. 44 4025. (DIRECT FLOW) 3 14. 170 2356. (DIRECT FLOW) 0 47. 145 656. (DIRECT FLOW) 0 35. 304 1376. 3.2 0 53. 22 823. 7.0 0 36. 21 4023. 11.6 3 17. 117 353. 1.0 0 41. 116 2339. 5.6 0 48. 115 104. 1.4 0 52. 107 10. .1 56.7 14 20. 333 1542. (DIRECT FLOW) 0 51. 43 4029. (DIRECT FLOW) 3 17. 165 2640. (DIRECT FLOW) 0 48. 160 520. (DIRECT FLOW) 0 40. 106 10. .3 15 5. 303 1487. 1.9 0 56. 20 4027. 11.9 3 21. 114 2633. 6.5 0 49. 113 439. 1.8 0 48. 140 544. (DIRECT FLOW) 0 35. 302 1476. 7.4 0 58. 19 4021. 14.4 3 27. 155 3080. (DIRECT FLOW) 0 48. 105 451. 1.5 0 46. 330 1520. (DIRECT FLOW) 0 58. 42 4025. (DIRECT FLOW) 3 27. 112 3088. (DIRECT FLOW) 0 48. 104 467. (DIRECT FLOW) 0 46. 301 1511. 6.2 1 0. 18 4016. 12.4 3 34. 111 3084. 6.8 0 49. 103 464. 2.0 0 47. 41 4096. (DIRECT FLOW) 3 27. 135 3545. (DIRECT FLOW) 0 49. 15 4095. 11.1 3 29. 102 3207. 5.1 0 56. 40 4099. (DIRECT FLOW) 3 29. 130 3516. (DIRECT FLOW) 0 55. 14 2051. .1 872.1 6 9. 13 499. 3.0 0 40. 11 268. 1.1 0 41. 101 3375. 8.3 1 0. 39 2051. (DIRECT FLOW) 6 9. 38 4148. (DIRECT FLOW) 1 0. 9 49. .8 0 39. 743 236. 1.8 0 46. 10 1639. .1 647.9 11 59. 751 207. 1.1 0 58. 747 641. 1.8 1 7. 791 277. (DIRECT FLOW) 0 45. 8 469. 1.7 0 49. 7 1639. 9.4 12 7. 794 840. (DIRECT FLOW) 1 4. Fos100E.in.sot 735 1109. 3.8 1 1. 731 535. 2.2 1 0. 36 1639. (DIRECT FLOW) 12 13. 785 1644. (DIRECT FLOW) 1 1. 5 799. 2.3 0 41. 4 1639. 5.5 12 22. 727 1627. 2.6 1 5. 35 1656. (DIRECT FLOW) 1 19. 782 1849. (DIRECT FLOW) 1 3. 3 1639. 5.5 1 28. 779 1750. 2.9 1 14. 723 135. 1.7 0 46. 719 200. 2.9 0 46. 715 705. 3.5 1 1. 34 1639. (DIRECT FLOW) 1 28. 2 196. 1.3 0 58. 763 873. 3.0 0 57. 776 1822. (DIRECT FLOW) 1 13. 770 872. (DIRECT FLOW) 0 56. 33 1838. (DIRECT FLOW) 1 23. 767 1266. 2.0 0 50. 759 217. .1 124.7 2 44. 755 206. 1.5 0 54. 773 1817. 4.5 1 15. 711 869. 4.0 0 58. 1 1813. 2.5 1 32. 700 1854. .1 1097.3 6 15. 799 1854. (DIRECT FLOW) 6 13. Page 46 Guardian Storage Fort Collins Final Drainage Report APPENDIX G – MAPS !), & &') &##!%( &#&' & !), % !% ' ) ) ' () +) ' )!#!), ) )&'$+) ' )!#!), ) '"( ' )!&% ) ' ! % !% ' ) %*!'&%$ %)# #%% ' ) ) %% ' *$&"( #!!) *"( '!% )$%$)+ % &( *" % & !), & &') &##!%( &#&' & !), % !% ' ) ) ' () +) ' )!#!), ) )&'$+) ' )!#!), ) '"( ' )!&% ) ' ! % !% ' ) %*!'&%$ %)# #%% ' ) ) & ( +%'#) $""* +#) ("& *%&%*, & ') !+# ( %' #" & ' 739 269. .9 0 49. 37 1640. (DIRECT FLOW) 12 7. 788 1116. (DIRECT FLOW) 0 57. 6 1639. 5.9 12 14. Page 45 175 2317. (DIRECT FLOW) 0 46. 150 34. .1 11.8 1 50. 348 907. (DIRECT FLOW) 0 52. 305 509. 1.0 0 47. Page 44 30 456. .5 0 36. 47 3489. (DIRECT FLOW) 2 47. 29 3431. 7.5 3 5. 55 3334. 9.4 2 44. 51 250. 1.6 1 14. 327 128. (DIRECT FLOW) 0 34. 366 237. .1 2.1 0 42. Page 43 408 743. 3.3 0 52. 66 2031. 7.0 0 45. 601 563. 1.3 1 52. 512 1962. 4.5 2 1. Page 42 642 977. (DIRECT FLOW) 0 45. 616 580. 6.4 0 41. 607 69. .1 13.7 2 48. 576 1865. (DIRECT FLOW) 1 31. Page 41 779 776 0 1 CHANNEL 10.0 2830. .0088 40.0 40.0 .040 6.00 0 782 779 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Page 23 640 615 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 7.0 .3 61.0 2.0 Page 22 224.0 14.8 369.0 26.6 474.0 42.8 570.0 64.2 916.0 78.0 1856.0 95.5 3833.0 603 632 0 1 CHANNEL 10.0 1015. .0067 Page 21 .0 .0 .001 10.00 0 588 539 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Page 20 579 525 0 3 .0 0. .0010 .0 .0 .001 10.00 0 526 579 0 1 CHANNEL 5.0 1895. .0230 10.0 10.0 .040 5.00 0 Page 19 10.0 16.0 .040 6.00 0 OVERFLOW 110.0 1140. .0050 40.0 70.0 .040 14.00 568 510 0 3 .0 0. .0010 Page 18 DIVERSION TO GUTTER NUMBER 55 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 2500.0 .0 3000.0 324.0 4000.0 1198.0 5000.0 2137.0 7000.0 4070.0 560 559 16 2 PIPE .1 1. .0100 Page 17 485 410 0 3 .0 0. .0010 .0 .0 .001 10.00 0 411 485 10 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 Page 16 8.0 90.0 .040 5.00 0 378 320 0 3 .0 0. .0010 .0 .0 .001 10.00 0 324 378 8 2 PIPE .1 1. .0100 Page 15 310 348 0 1 CHANNEL 30.0 1070. .0075 24.0 75.0 .040 9.00 0 311 348 0 1 CHANNEL 30.0 930. .0240 45.0 45.0 .040 4.00 0 Page 14 .0 .0 .001 10.00 0 120 180 0 1 CHANNEL 5.0 1680. .0180 7.0 20.0 .040 5.00 0 121 120 0 1 CHANNEL 5.0 1710. .0330 Page 13 50.0 28.0 .040 8.00 0 140 105 0 3 .0 0. .0010 .0 .0 .001 10.00 0 106 140 0 1 CHANNEL 10.0 1900. .0160 Page 12 27.3 3105.0 42.0 3330.0 63.9 3634.0 80 78 0 3 .0 0. .0010 .0 .0 .001 10.00 0 59 80 0 1 CHANNEL 4.0 2520. .0040 Page 11 7.0 7.0 .040 6.00 0 OVERFLOW 90.0 780. .0058 40.0 18.0 .040 12.00 99 32 0 3 .0 0. .0010 Page 10 41 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 18 41 0 4 CHANNEL 10.0 1653. .0012 3.5 3.5 .040 10.00 0 Page 9 .300 .51 .50 .00180 1 719 719 7893. 90.6 5.0 .0260 .016 .250 .100 .300 .51 .50 .00180 1 723 723 5565. 51.1 20.5 .0320 .016 .250 .100 Page 7 554 555 5036. 57.8 9.0 .2000 .016 .250 .100 .300 .51 .50 .00180 1 555 555 9662. 110.9 13.7 .2500 .016 .250 .100 .300 .51 .50 .00180 1 Page 6 .300 .51 .50 .00180 1 522 523 20473. 235.0 5.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 523 523 16858. 193.5 5.0 .0350 .016 .250 .100 Page 5 418 418 82. .4 5.0 .0750 .016 .250 .100 .300 .51 .50 .00180 1 419 418 470. 5.4 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 Page 4 .300 .51 .50 .00180 1 310 348 937. 4.8 16.7 .0780 .016 .250 .100 .300 .51 .50 .00180 1 311 311 3319. 38.1 8.1 .0490 .016 .250 .100 Page 3 101 130 9830. 67.7 23.1 .0660 .016 .250 .100 .300 .51 .50 .00180 1 102 130 9592. 110.1 5.0 .0430 .016 .250 .100 .300 .51 .50 .00180 1 Page 2 751:1 207.0 1.1 0 58. 755:1 205.9 1.5 0 54. 759:2 216.7 .1 124.7:D 2 44. 763:1 872.8 3.0 0 57. Page 41 589:3 2785.3 (DIRECT FLOW) 0 46. 590:3 2705.2 (DIRECT FLOW) 0 45. 591:3 1017.5 (DIRECT FLOW) 0 41. 592:3 876.7 (DIRECT FLOW) 0 40. Page 40 524:1 1317.7 1.9 1 36. 525:1 1295.6 1.8 1 34. 526:1 216.5 1.7 0 43. 527:3 248.1 (DIRECT FLOW) 0 36. Page 39 403:2 584.2 .1 35.4:D 2 7. 404:1 929.7 5.9 0 57. 405:1 259.0 3.5 0 36. 406:3 293.8 (DIRECT FLOW) 0 35. Page 38 123:1 232.8 1.5 0 54. 125:1 282.9 1.2 0 45. 130:3 3518.9 (DIRECT FLOW) 0 55. 135:3 3544.7 (DIRECT FLOW) 0 49. Page 37 47:3 3488.9 (DIRECT FLOW) 2 47. 596.30(S) .00( ) 16 1. 1574.7 1702.4 592.16(S) .00( ) 16 11. 1568.8 1697.9 Page 35 10 41. 1631.6 1793.3 640.65(S) .00( ) 10 51. 1633.6 1791.3 642.42(S) .00( ) Page 34 456.49(S) .00( ) 5 31. 1426.0 1844.0 465.36(S) .00( ) 5 41. 1436.3 1848.2 Page 33 0 0 0 0 0 0 0 0 0 17692.4 711 770 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 574.5 715 0 0 0 0 0 0 0 0 0 0 715 Page 31 571 514 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2351.0 575 576 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1874.9 Page 30 0 0 0 0 0 0 0 0 0 2351.0 515 516 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2156.3 517 0 0 0 0 0 0 0 0 0 0 517 Page 29 404 440 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1293.9 405 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 46.3 Page 28 0 0 0 0 0 0 0 0 0 712.5 302 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 679.6 303 333 0 0 0 0 0 0 0 0 0 0 Page 27 68 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 286.4 69 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 203.0 Page 26 739 788 0 1 CHANNEL 100.0 605. .0066 30.0 30.0 .040 6.00 0 791 739 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Page 24 13.0 16.0 .040 5.00 0 619 642 0 1 CHANNEL 1.0 1560. .0250 20.0 6.0 .040 4.00 0 644 618 0 3 .0 0. .0010 Page 23 .0 .0 .001 10.00 0 606 650 0 1 CHANNEL 10.0 1125. .0130 26.0 18.0 .040 5.00 0 652 606 0 3 .0 0. .0010 Page 22 .0 .0 .001 10.00 0 542 590 0 1 CHANNEL 5.0 1600. .0240 13.0 8.0 .040 5.00 0 591 542 0 3 .0 0. .0010 Page 21 530 581 0 1 CHANNEL 8.0 580. .0140 25.0 3.5 .040 4.00 0 531 530 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Page 20 25.0 40.0 .040 6.00 0 571 513 9 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Page 19 502 561 0 4 CHANNEL 5.0 3365. .0068 5.0 1.6 .040 13.00 0 OVERFLOW 86.0 3365. .0068 30.0 3.5 .040 18.00 Page 18 30.0 30.0 .040 10.00 0 415 414 0 3 .0 0. .0010 .0 .0 .001 10.00 0 416 450 0 1 CHANNEL 8.0 1800. .0080 Page 17 6.0 6.0 .040 12.00 0 327 326 0 3 .0 0. .0010 .0 .0 .001 10.00 0 401 82 0 1 CHANNEL 2.0 713. .0086 Page 16 357 314 0 3 .0 0. .0010 .0 .0 .001 10.00 0 315 357 0 1 CHANNEL 35.0 660. .0320 30.0 10.0 .040 5.00 0 Page 15 30.0 30.0 .040 4.00 0 201 45 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS Page 14 OVERFLOW 30.0 2130. .0220 50.0 50.0 .025 4.00 150 108 11 2 PIPE .1 1. .0100 .0 .0 .020 .10 0 Page 13 .000 .0 .003 22.0 .040 73.0 .220 366.0 .960 536.0 2.900 684.0 6.460 830.0 12.020 968.0 19.970 1839.0 30.720 2064.0 44.920 2397.0 63.060 2751.0 Page 12 .000 .0 .003 31.0 .020 55.0 .120 73.0 .400 88.0 1.640 101.0 4.540 112.0 8.560 124.0 13.900 138.0 20.870 157.0 25.200 284.0 30.250 669.0 Page 11 OVERFLOW 28.0 1726. .0023 5.0 12.0 .040 18.00 43 20 0 3 .0 0. .0010 .0 .0 .001 10.00 0 Page 10 .300 .51 .50 .00180 1 747 747 39821.0 548.5 8.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 751 751 10925.0 125.4 5.0 .0300 .016 .250 .100 Page 8 605 650 1490.0 17.3 6.4 .0670 .016 .250 .100 .300 .51 .50 .00180 1 606 650 2866.0 32.9 5.0 .0420 .016 .250 .100 .300 .51 .50 .00180 1 Page 7 .300 .51 .50 .00180 1 529 580 10254.0 117.7 5.0 .0540 .016 .250 .100 .300 .51 .50 .00180 1 530 531 800.0 9.1 5.0 .0720 .016 .250 .100 Page 6 426 426 4844.0 55.6 5.0 .1410 .016 .250 .100 .300 .51 .50 .00190 1 427 470 5959.0 68.4 5.0 .0850 .016 .250 .100 .300 .51 .50 .00180 1 Page 5 .300 .51 .50 .00180 1 320 378 1583.0 10.9 31.8 .0390 .016 .250 .100 .300 .51 .50 .00180 1 321 372 3768.0 34.6 25.7 .0550 .016 .250 .100 Page 4 108 145 16713.0 115.1 17.3 .0650 .016 .250 .100 .300 .51 .50 .00180 1 109 150 9031.0 62.2 34.8 .0500 .016 .250 .100 .300 .51 .50 .00180 1 Page 3 Area Inlet 10 B1 0.03 0.95 5.0 0.03 2.85 0.1 Piped to DP 10.1 10.1 5.0 0.79 2.85 2.3 Piped to DP 11.1 Sump Inlet 11 F1 0.10 0.95 5.0 0.10 2.85 0.3 Piped to DP 11.1 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39737.01 12/6/19 X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 12/6/2019 10.1 5.0 0.82 9.95 8.2 Piped to DP 11.1 Sump Inlet 11 F1 0.10 1.00 5.0 0.10 9.95 1.0 Piped to DP 11.1 STORM DRAINAGE SYSTEM DESIGN STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE) 39737.01 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF 12/6/19 STREET X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 12/6/2019 ! &! # !% " $"" #,) '5-10'. 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