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HomeMy WebLinkAboutGUARDIAN SELF STORAGE - FDP210018 - DOCUMENT MARKUPS - ROUND 2 - DRAINAGE REPORTFINAL 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 July 2021 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 ................................................................................................. 3 MAJOR BASINS AND SUB-BASINS ................................................................................................... 3 SUB-BASIN DESCRIPTION ............................................................................................................... 3 EXISTING OFFSITE DRAINAGE BASINS ............................................................................................ 3 PROPOSED SUB-BASINS DESCRIPTIONS ......................................................................................... 4 DRAINAGE DESIGN CRITERIA ............................................................................................................. 8 REGULATIONS ............................................................................................................................... 8 MINIMIZATION OF THE DCIA ............................................................Error! 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DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ............................................................. 8 HYDROLOGIC CRITERIA .................................................................................................................. 9 HYDRAULIC CRITERIA ..................................................................................................................... 9 FLOODPLAIN REGULATIONS COMPLIANCE ................................................................................... 10 MODIFICATIONS OF CRITERIA ...................................................................................................... 10 DRAINAGE FACILITY DESIGN ............................................................................................................ 12 GENERAL CONCEPT ..................................................................................................................... 12 WATER QUALITY/ DETENTION FACILITIES .................................................................................... 13 LOW IMPACT DEVELOPMENT ...................................................................................................... 14 CONCLUSIONS ................................................................................................................................. 15 COMPLIANCE WITH STANDARDS ................................................................................................. 15 DRAINAGE CONCEPT ................................................................................................................... 15 REFERENCES .................................................................................................................................... 17 JR Response: Addressed. 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 – Offsite SWMM Results Appendix F – “Beat the Peak” UD SWMM Analysis Appendix G – Maps Variance forms and documentation should be included in the report. Please include the forms that you have now and update with signed versions from the City. JR Response: Addressed. Guardian Storage Fort Collins Final Drainage Report iv Engineer’s Certification Block I hereby attest that this report for the final drainage design for the Guardian Storage Fort Collins was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. 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 Fossil Creek Design Center PUD lies to the north of the site. Directly to the east of this site are lots one through four of the Phase 1 Fossil Creek Meadows subdivision. Across Fossil Creek Pkwy to the south lies Lot 2 of Discount Tire at Fossil Creek. The site is located adjacent to S. Collage Ave, and Fossil Creek Pkwy. DESCRIPTION OF PROPERTY The Guardian Self Storage site is 1.857 acres at the northeast corner to S. College 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 29”x45” 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 floodplain, 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 “High Flood 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 mapping and the BFEs (Base Flood Elevations) for Fossil Creek Guardian Storage Fort Collins Final Drainage Report 2 near the site. The 2019 Fossil Creek LOMR floodplain model and report have been approved and have now moved into the floodplain adoption process. This development is in compliance with Chapter 10 of the City Code which contains the floodplain regulations. The proposed building is intended to be constructed with a slab-on-grade foundation. The revised BFE at out outfall location was estimated to be 4945.00 (NAVD88) and the lowest floor elevation is set higher than the regulatory flood protection elevation (RFPE) at 4946.60 (NAVD88). Any item that can float such as the bike rack will be anchored to the ground. The HVAC for the building is set above the RFPE. The completion of the development meets the no-rise criteria from Chapter 10 of the City Code. See structure floodplain information table below for more details. Structure Floodplain Information Elevation (NAVD88) City BFE upstream of structure 4945.0 Interpolated BFE at site 4944.8 Regulatory flood protection elevation 4946.3 Lowest floor elevation 4946.6 HVAC elevation 4946.6 Guardian Storage Fort Collins Final Drainage Report 3 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. EXISTING SUB-BASIN DESCRIPTION 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. The existing sub-basins can be found on the Offsite SWMM Map located in Appendix G EXISTING OFFSITE DRAINAGE BASINS Currently the site collects offsite runoff from 3 locations: the northwest corner (Q100 = 33 cfs), the northeast corner (Q100 = 66 cfs) and the southeast corner (Q100 = 28.0cfs). Offsite flows were evaluated utilizing EPA SWMM Version 5.1. A map summarizing the SWMM model and flows can be found in Appendix G. The results from the SWMM modeling as well as all flows entering the site for both the 100-year storm event and 2-year storm event can be found within Appendix E. These offsite flows will be collected in inlets and piped through the site to the outfall location, an existing 29”x45” HERCP in the southeast corner of the site that drains directly to Fossil Creek. In the current site condition, when a 100-year storm event occurs, runoff builds up in the drainage channel located at the southeast corner of the site. Approximately, 32.45 cfs will pass through the existing 29” X 45” HERCP with approximately 78 cfs overtopping the ditch and traveling east along the north side of Fossil Creek Parkway. EXISTING OFFSITE DRAINAGE DESCRIPTIONS The offsite flows will be routed through the site. Specifically, 24.6 of the 33 cfs coming onsite from the northwest will be piped around the west and south side of the site bypassing the on- site sand filter. The remaining 8.4 cfs of off-site runoff will enter an inlet at the northwest of the site and combine with on-site flows to be treated by sand filter which will provide LID Guardian Storage Fort Collins Final Drainage Report 4 treatment and water quality. Treating the 8.4 cfs of offsite runoff will account for the combined 4.2 cfs generated in Basins E1, E2, and G2 which bypass the LID sand filter. Offsite runoff that enters the site from the northeast will combine with runoff generated on proposed Snead Drive and bypass the on-site sand filter. Offsite flows that enter the site from the southeast will flow to a sump in Snead Drive where they will be captured in an inlet and piped to Fossil Creek. PROPOSED SUB-BASINS DESCRIPTIONS The proposed Sub-Basins are discussed below, and are shown in the Drainage Plan in Appendix G. Basin A1: Basin A1 (Q2=1.4 cfs Q100= 4.8 cfs) 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 into the storm drain system then to design point 10.1. Basin B1: Basin B1 (Q2=0.1 cfs Q100= 0.3cfs) consists of 0.03 acres of drive area located at the northeast corner of the building; the runoff from this basin drains to an inlet located at design point 10. Basin B2: Basin B2 (Q2=0.1 cfs Q100= 0.5 cfs) 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 (Q2=0.1 cfs Q100= 0.4 cfs) 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. Guardian Storage Fort Collins Final Drainage Report 5 Basin B4: Basin B4 (Q2=0.1 cfs Q100= 0.2 cfs) 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 (Q2=0.2 cfs Q100= 0.6 cfs) consists of 0.10 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 (Q2=0.2 cfs Q100= 0.8 cfs) consists of 0.13 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. Basin D1: Basin D1 (Q2=1.2 cfs Q100= 4.1 cfs) consists of 0.30 acres of pervious area along the sites eastern boundary. The runoff from this basin is collected in area inlets and piped to design point 13. Basin E1: Basin E1 (Q2=0.6 cfs Q100= 2.1 cfs) consists of 0.37 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 (Q2=0.5 cfs Q100= 1.8 cfs) 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. Guardian Storage Fort Collins Final Drainage Report 6 Basin F1: Basin F1 (Q2=0.3 cfs Q100= 1.0 cfs) 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 (Q2=0.7 cfs Q100= 2.4 cfs) 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 (Q2=0.1 cfs Q100= 0.4 cfs) 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. Basin G2: Basin G2 (Q2=0.1 cfs Q100= 0.3 cfs) consists of 0.15 acres and is characterized by pervious landscape area as well as an impervious sidewalk area. Runoff generated within this basin sheet flows to design point 18 where it is treated by the sand filter area. OFFSITE SUB-BASINS DESCRIPTIONS Basin OSA (Q2=1.2 cfs Q100=4.1 cfs) is composed of 0.68 acres and is characterized by portions of South College Ave and Fossil Creek Parkway. Runoff generated in this basin is conveyed via sheet flow and curb and gutter to design point OS2. Basin OSB (Q2=0.4 cfs Q100=1.5 cfs) is composed of 0.22 acres and is characterized by portions Fossil Creek Parkway. Runoff generated in this basin is conveyed via sheet flow and curb and gutter to design point OS3. Guardian Storage Fort Collins Final Drainage Report 7 Other offsite flows and upstream basins were evaluated utilizing SWMM in order to accurately represent the off-site flows that enter the site. The SWMM results as well as an offsite basin map can be found in Appendices E and G respectively. Guardian Storage Fort Collins Final Drainage Report 8 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. FOUR STEP PROCESS TO PROTECT RECEIVING WATERS City of Fort Collins requires the Four Step Process to protect receiving waters. The four step process incorporates reducing runoff volume, treating water quality capture volume, stabilizing streams, and implementing long-term source controls. Volume reduction is an important part of the Four Step Process and is fundamental to effective stormwater management. Per City criteria, a minimum of 75 percent of new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates a sand filter designed to capture and treat 120% of the sites water quality capture volume. The sand filter media needs to be properly cleaned and media maintained to allow for long term protection of the receiving waters. 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. The majority of 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. Runoff generated on the proposed Snead Drive will not be treated by sand filter. In order to compensate for portions of Snead drive not being treated via LID, untreated offsite runoff that historically entered the site from the north west will be routed to the sand filter and treated. See the LID Map & Table 3 for a summary of the areas to be treated. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The master drainage report for the Fossil Creek Drainage Basin was prepared by ICON Engineering, Inc. April 9th, 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 Guardian Storage Fort Collins Final Drainage Report 9 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 the Fort Collins Stormwater Criteria Manual Table 3.2-2 and Table 4.1-2. 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 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. It is important to note that the site’s designed hydraulic system is controlled by the tailwater in Fossil Creek at the outfall of the storm system. When the tailwater in Fossil creek was set at the crown of the discharge pipe, the Guardian drainage system has enough capacity to convey the full 100-year flowrate (or 141.1-cfs) as seen in the “100 YR Profile-Tailwater @ Crown” profile in Appendix C. When the tailwater is set to the 10-Year WSEL in Fossil Creek, the drainage system will pass approximately 70 cfs through the outfall pipe while the remaining 71 cfs leaves the site via surface flow to the East. In this scenario, the 71 cfs leaving the site is less than the ditch overflow leaving the site in the existing condition. The 70 cfs passing through the outfall pipes was determined by iterating the flow in the system until the hgl at the sump in proposed Snead Drive was at the overflow elevation in the curb and gutter as shown in the “100 Yr Profile-HGL Set to Overflow @ Sump” StormCAD Profile in Appendix C. Results for the 100 Year scenario, the 100 Year with the Tailwater set at the Crown, and the 100 Year with the HGL Set to Overflow at the Sump inlets can all be found in Appendix C. Discuss hydraulic design of inlets. Provide table showing intercepted flow, bypass flow etc. Discuss street flow capacity in Fossil Creek Parkway JR Response: Addressed. Guardian Storage Fort Collins Final Drainage Report 10 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 (NAVD88) and as such the lowest building finished floor elevation is set at least 18” above that at 4946.60 (NAVD88). 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. 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. A dewatering system will be placed around the proposed sand filter in order to keep the groundwater level a minimum of 12 inches below the invert of the outfall underdrain system. 12 inches of separation between the groundwater and outfall pipe of the sand filter is a variation from the 24 inch standard depth. 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. Include the supporting dewatering calculations and design in the drainage report. JR Response: Addressed. Guardian Storage Fort Collins Final Drainage Report 11 Table 1 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 Fossil Creek in downstream elements, basin volumes or basin water surface elevations as a result of the development. Guardian Storage Fort Collins Final Drainage Report 12 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. A dewatering system is to be placed around the LID sand filter in order to provide adequate separation between the ground water and release pipe from the sand filter. Runoff from the site is captured in inlets located in the parking lot, the drive aisle to the north of the building. 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. Runoff generated from proposed Snead Drive will not be routed to the sand filter but instead be bypassed directly to Fossil Creek. To ensure that water quality standards are maintained, a large portion of existing impervious area from the northwest of the site’s runoff will be conveyed to the sand filter and treated in place of Snead. The proposed site configuration and storm drainage pipe system cannot currently convey all 100 year offsite flows within the storm drain system without bolting the lids of some of the proposed storm manholes. The 100-year offsite flows being conveyed through the property’s storm system are limited by both a 29”x45” HERCP outfall pipe to Fossil Creek as well as a tail-water condition of 4943.19 which is the interpolated 10 year water surface elevation in Fossil Creek from the Cities HEC-RAS model. In order to ensure that the drainage configuration in the area is better than the existing condition, an additional 29”x45” HERCP outfall pipe to Fossil Creek is being proposed in the design. A StormCAD analysis of the system was utilized to analyze the 100-year storm event and the results can be found in Appendix C. The remaining flows that can’t be passed through the system due to tailwater effects are conveyed via surface flow to the sump in Snead Drive where they overtop the ROW and travel down the emergency overflow path to the southeast corner of the site. The proposed site drainage configuration improves the drainage in the area by allowing more of the 100-year generated flows to pass via pipe underneath Fossil Creek and reduces the amount of 100 year runoff that would leave the convey developed 100-yr flows from the site and...conveys 100-yr flows from the site and...JR Response: Addressed. JR Response: Addressed. Guardian Storage Fort Collins Final Drainage Report 13 site at the southeast corner. In the 100 year peak flow condition, a 100-year water surface elevation of 4944.50 will be present in the sand filter. Adjacent property will be protected via an engineered swale that travels south than east and conveys that flows to the properties southeast corner. 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. Due to the several engineering challenges of the site including the complexity of the stormwater system & the need to convey offsite stormwater from the north to Fossil Creek to the south it has been deemed infeasible to convey runoff from Snead Drive to the proposed sand filter. Since runoff from Snead Drive cannot be treated for water quality, runoff from the existing Fossil Creek Design Center in the northwest corner is collected in a proposed inlet conveyed to the sand filter which will provide water quality for the offsite area in exchange for Snead Drive. A summary of the water quality & L.I.D. requirements are provided in Table 3. Sub-basins A, B. F, & G and some offsite area to the northwest all ultimately end up contributing runoff to the sand filter and account for 75,359 square feet. The composite percent impervious of all of the sub-basins is equal to 80 percent. The calculated watershed capture volume is equal to 0.26 watershed inches which is equivalent to 1,649 cubic feet. Fort Collins requires 120 percent of the calculated water quality capture volume so 1,979 cubic feet have been provided in the proposed sand filter at a depth of 1.57 feet (see Table 2 below). At a depth of 1.57 feet, the WSEL in the sand filter would be approximately 4941.97 which is more than 18 inches lower than the finished floor elevation of the building of 4946.60. Guardian Storage Fort Collins Final Drainage Report 14 Table 2 Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume (square feet)(cubic feet)(cubic feet)(acre feet) 0.00 4940.40 0 0 0 0.00 1.00 4941.00 1,224 245 245 0.01 2.00 4942.00 2,456 1,805 2,050 0.05 3.00 4943.00 3,813 3,110 5,160 0.12 4.00 4944.00 5,801 4,772 9,932 0.23 The surface of the sand filter is at an elevation of 4941.00. The 2-year HGL within Fossil Creek was interpolated from the Cities HEC-RAS model at the site outfall to be 4940.34 which is below the surface of the sand filter. The 5-year HGL within Fossil Creek was interpolated from the Cities HEC-RAS model at the site outfall to be 4942.41 which would be above the surface of the sand filter. A dewatering system will be installed surrounding the sand filter in order to get the groundwater elevation to lower than a depth of 4937.91 which would provide at least 12 inches of separation from the groundwater to the invert of the sand filter underdrain discharge pipe. LOW IMPACT DEVELOPMENT A minimum of 75 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 55,841 sf of new impervious area, 51,707 sf are treated by LIDs (93%) with an additional 6,794 sf of existing impervious area being treated for a total of 58,501 sf (105%). Table 3 shows the water quality and LID requirements below. An illustrative LID/ Surface Map is provided in Appendix G and the sizing of the LID sand filter is provided in Appendix D. What is the estimated pre- project groundwater elevation? JR Response: Addressed. Guardian Storage Fort Collins Final Drainage Report 15 Table 3 WATER QUALITY & LID REQUIREMENT AREA DESCRIPTION AREA (SF) % OF TOTAL REQUIRED WATER QUALITY TREATMENT AREA (ON-SITE NEW IMPERVIOUS AREA) 55,841 100% REQUIRED LID TREATMENT AREA (75% OF WATER QUALITY AREA)41,881 75% PROVIDED LID TREATMENT AREA (NEW IMPERVIOUS AREAS TREATED WITH LID) 51,707 93% NEW IMPERVIOUS AREA NOT TREATED BY LID 4,134 7% PROVIDED STANDARD WATER QUALITY TREATMENT AREA (AREA TREATED WITH EXTENDED DETENTION) 0 0% PROVIDED WATER QUALITY TREATMENT AREA FOR OFFSITE AREAS 6,794 TOTAL IMPERVIOUS AREA RECEIVING WATER QUALITY TREATMENT 58,501 105% 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 and the groundwater separation requirement from the sand filter outlet pipe. A variance request has been submitted in conjunction with this report for the detention requirement and for the sand filter groundwater separation requirement. 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 Guardian Storage Fort Collins Final Drainage Report 16 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. The proposed improvements will have no adverse impacts on adjacent properties. Based on the premise of “beat the peak” theory, which suggests that the time of concentration for the subject property to release its peak 100-year flow into Fossil Creek occurs at an earlier time from the beginning of the 100-year event than that of the 100-year peak flow rate of the entire upstream basin of Fossil Creek, this development is required to only provide City required LID and water quality. This theory is mainly based on the length of travel of the 100-year peak storm flows to reach the location of Fossil Creek adjacent to the site and the time it takes it to do so. Thus, the base flood elevation (BFE) reported in the City’s most recent study of the floodplain is 4945.00 at the site’s downstream release, and is calculated based on the entire upstream basin time of concentration, which occurs at a point in time after the development’s peak flow rate has already been conveyed downstream. This occurs because this development is within a reasonably close proximity to the Fossil Creek’s Floodway. For that reason, the Snead Drive 100 year storm pipe profile is based on the 10-year water surface elevation in Fossil Creek. Due to the limited capacity of the horizontal elliptical reinforced concrete pipe (29”x45” HERCP) that exists underneath Fossil Creek Parkway and additional 29”x45” HERCP is being proposed underneath Fossil Creek Parkway. Based on the dual outfall pipes along with street surface flow being below the right-of-way in proposed Snead Drive, the proposed infrastructure is capable of conveying the on-site and off-site 100-year flows safely. The weir for the ponding that occurs during the peak 100-year flow occurs at the roadway ROW sump, and requires an engineered swale/channel that would run south than east around all existing residential lots. Guardian Storage Fort Collins Final Drainage Report 17 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 SITE 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 Feet01,143.0571.50 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 City LimitsSITE 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:12/9/20 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 0.10 100%0.07 70.0%90%0.00 0.0%100%0.00 0.0%2%0.03 0.6%70.6% C1 0.13 100%0.11 83.3%90%0.00 0.0%100%0.002 1.7%2%0.02 0.3%85.2% 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 0.37 100%0.21 56.8%90%0.00 0.0%100%0.03 9.0%2%0.13 0.7%66.5% 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% G2 0.15 100%0.00 0.0%90%0.00 0.0%100%0.02 11.3%2%0.13 1.8%13.1% TOTAL 2.63 67.2% OSA 0.68 100%0.52 76.8%90%0.00 0.0%100%0.04 5.2%2%0.12 0.4%82.4% OSB 0.22 100%0.15 68.2%90%0.00 0.0%100%0.04 16.2%2%0.03 0.3%84.7% Weighted % Imp.% Imp. Area (ac) 39737.01 COMPOSITE % IMPERVIOUS CALCULATIONS Weighted % Imp. Basins Total Weighted % Imp.Basin ID Total Area (ac) % Imp. Area (ac) 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 7/20/2021 Subdivision:0 Project Name:Guardian Storage Fort Collins Location:Fort Collins Project No.: Calculated By:AJ Checked By:AJH Date:12/9/20 FINAL BASIN D.A.Hydrologic Impervious C2 C100 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%9.1 180 1.0%20.0 2.0 1.5 10.6 230.0 11.3 11.0 B1 0.03 B 100%0.95 1.00 7 1.0%3.4 35 1.5%20.0 2.4 0.2 3.6 42.0 10.2 5.0 B2 0.05 B 100%0.95 1.00 7 1.0%3.4 35 1.5%20.0 2.4 0.2 3.6 42.0 10.2 5.0 B3 0.04 B 100%0.95 1.00 7 1.0%3.4 35 1.5%20.0 2.4 0.2 3.6 42.0 10.2 5.0 B4 0.02 B 100%0.95 1.00 7 1.0%3.4 35 1.5%20.0 2.4 0.2 3.6 42.0 10.2 5.0 B5 0.10 B 71%0.71 0.89 7 1.0%8.8 35 1.5%20.0 2.4 0.2 9.1 42.0 10.2 9.0 C1 0.13 B 85%0.83 1.00 20 2.0%8.2 304 3.3%20.0 3.6 1.4 9.6 324.0 11.8 10.0 D1 0.30 B 2%0.15 0.19 5 2.0%14.4 95 3.5%15.0 2.8 0.6 15.0 100.0 10.6 11.0 E1 0.37 B 66%0.68 0.85 5 2.0%6.4 228 1.0%20.0 2.0 1.9 8.4 233.5 11.3 8.0 E2 0.26 B 81%0.80 1.00 5 2.0%4.6 251 1.0%20.0 2.0 2.1 6.7 256.1 11.4 7.0 F1 0.10 B 100%0.95 1.00 15 2.0%4.0 58 1.0%20.0 2.0 0.5 4.4 73.0 10.4 5.0 F2 0.26 B 100%0.95 1.00 15 2.0%4.0 80 2.3%20.0 3.0 0.4 4.4 95.0 10.5 5.0 G1 0.28 B 2%0.15 0.19 15 2.0%25.0 30 20.0%15.0 6.7 0.1 25.1 45.0 10.3 10.0 G2 0.15 B 13%0.24 0.30 45 7.5%25.3 130 4.0%15.0 3.0 0.7 26.1 175.0 11.0 11.0 OSA 0.68 B 82%0.81 1.00 45 5.7%9.5 453 3.5%20.0 3.7 2.0 11.5 498.0 12.8 11.0 OSB 0.22 B 85%0.83 1.00 25.39 5.0%7.0 313 3.0%20.0 3.5 1.5 8.5 338.3 11.9 8.0 NOTES: (URBANIZED BASINS)DATA INITIAL/OVERLAND (T i) 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 7/20/2021 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 PointBasin IDArea (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 8.4 Offsite Flow from SWMM Model OS1 Basin J from Fossil Creek Drainage Memo Grate Drive entrance inlet 1 B5 0.10 0.71 9.0 0.07 8.03 0.6 Add piped flow from North 1.1 9.0 9.0 0.07 0.5 18 47 5.1 0.2 Piped to DP 7.1 Area Inlet 7 B4 0.02 0.95 5.0 0.02 9.95 0.2 Piped to DP7.1 7.1 9.0 0.09 8.03 9.1 9.1 0.09 0.5 18 58 5.2 0.2 Piped to DP 8.1 Area Inlet 8 B3 0.04 0.95 5.0 0.04 9.95 0.4 Piped to DP8.1 8.1 9.0 0.13 8.03 9.4 9.4 0.13 0.5 18 107 5.4 0.3 Piped to DP 9.1 Area Inlet 9 B2 0.05 0.95 5.0 0.05 9.95 0.5 Piped to DP10.1 9.1 10.0 0.18 7.72 9.8 9.8 0.18 0.5 18 85 5.5 0.3 Piped to DP10.1 Area Inlet 10 B1 0.03 0.95 5.0 0.03 9.95 0.3 Piped to DP11.1 Roof Drains 10.1 A1 0.68 0.95 11.0 0.65 7.42 4.8 10.0 0.86 7.72 15.0 15.0 0.9 0.5 18 191 8.5 0.4 Piped to DP11.1 Area Inlet 11 F1 0.10 0.95 5.0 0.10 9.95 1.0 Piped to DP11.1 Area Inlet 12 F2 0.26 0.95 5.0 0.24 9.95 2.4 Piped to DP11.1 11.1 11.0 1.20 7.42 17.3 17.3 1.2 0.5 18 24 9.8 0.0 Discharge into Sand Filter Offsite piped Inlet flow from North 17.8 Offsite Flow from SWMM Model Basin K from Fossil Creek Drainage Memo Piped to DP6 Offsite piped Inlet flow from North 19.9 Offsite Flow from SWMM Model Basin M from Fossil Creek Drainage Memo Piped to DP6 Offsite surface flow from North 28.3 Offsite Flow from SWMM Model DP12 from Fossil Creek Drainage Memo Half Piped to DP6 Half to DP14 Area Inlet 5 C1 0.13 0.83 10.0 0.11 7.72 0.8 15.0 3.7 11.3 Piped to DP6 On-grade Inlet Bypass to DP 15 6 49.0 49.0 0.0 0.5 42 296 8.0 0.6 Piped to DP 19/Flow by to DP15 Offsite piped Inlet flow from North 24.6 Offsite Flow from SWMM Model DP6 from Fossil Creek Drainage Memo STORM DRAINAGE SYSTEM DESIGN STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE) 39737.01 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF 12/9/20 STREET X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 7/20/2021 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 PointBasin IDArea (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 12/9/20 STREET Offsite street flow from North 22.3 Offsite Flow from SWMM Model O4 from Fossil Creek Drainage Memo Curb & Gutter OS2 OSA 0.68 0.81 11.0 0.55 7.42 4.1 flows to DP OS3 Curb & Gutter 18 G2 0.15 0.24 11.0 0.04 7.42 0.3 flows to DP OS3 Area Inlet OS3 OSB 0.22 0.83 8.0 0.18 8.38 1.5 11.0 0.77 7.42 28.0 13.6 14.4 Piped to DP 16/ Flow by to DP15 16 11.0 0.77 7.42 39.0 Piped to DP 20 Release from Sand Filter 17 G1 0.28 0.15 10.0 0.04 7.72 0.3 11.0 1.24 7.42 17.6 Piped to DP 20 Area Inlet 13 D1 0.30 0.15 11.0 0.05 7.42 0.4 Piped to 14.1 Area Inlet 14 E2 0.26 0.80 7.0 0.21 8.80 1.8 Piped to 14.1 14.1 11.0 0.26 7.42 16.1 Piped to DP 15.1 Area Inlet 15 E1 0.37 0.68 8.0 0.25 8.38 2.1 19.4 Piped to DP 15.1 15.1 11.0 0.51 7.42 102.1 Piped to DP 20 20 141.1 Piped to Fossil Creek 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 7/20/2021 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 PointBasin IDArea (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 1.6 Offsite Flow from SWMM Model OS1 Basin J from Fossil Creek Drainage Memo Grate Drive entrance inlet 1 B5 0.10 0.71 9.0 0.07 2.30 0.2 Add piped flow from North 1.1 1.8 1.8 0.07 0.5 18 47 3.4 0.2 Piped to DP 7.1 Area Inlet 7 B4 0.02 0.95 5.0 0.02 2.85 0.1 Piped to DP7.1 7.1 9.0 0.09 2.30 1.8 1.8 0.09 0.5 18 58 3.4 0.3 Piped to DP 8.1 Area Inlet 8 B3 0.04 0.95 5.0 0.04 2.85 0.1 Piped to DP8.1 8.1 10.0 0.13 2.21 1.9 1.9 0.13 0.5 18 107 3.5 0.5 Piped to DP 9.1 Area Inlet 9 B2 0.05 0.95 5.0 0.05 2.85 0.1 Piped to DP10.1 9.1 10.0 0.18 2.21 2.0 2.0 0.18 0.5 18 85 3.5 0.4 Piped to DP10.1 Area Inlet 10 B1 0.03 0.95 5.0 0.03 2.85 0.1 Piped to DP11.1 10.1 A1 0.68 0.95 11.0 0.65 2.13 1.4 10.0 0.86 2.21 3.5 3.5 0.9 0.5 18 191 4.1 0.8 Piped to DP11.1 Area Inlet 11 F1 0.10 0.95 5.0 0.10 2.85 0.3 Piped to DP11.1 Area Inlet 12 F2 0.26 0.95 5.0 0.24 2.85 0.7 Piped to DP11.1 11.1 11.0 1.20 2.13 4.2 4.2 1.2 0.5 18 24 4.3 0.1 Discharge into Sand Filter Offsite piped Inlet flow from North 3.6 Offsite Flow from SWMM Model Basin K from Fossil Creek Drainage Memo Piped to DP6 Offsite piped Inlet flow from North 5.3 Offsite Flow from SWMM Model Basin M from Fossil Creek Drainage Memo Piped to DP6 Offsite surface flow from North 6.1 Offsite Flow from SWMM Model DP12 from Fossil Creek Drainage Memo Half Piped to DP6 Half to DP14 Area Inlet 5 C1 0.13 0.83 10.0 0.11 2.21 0.2 3.3 0 3.3 Piped to DP6 On-grade Inlet Bypass to DP 15 6 12.2 12.2 0.0 0.5 42 296 5.5 0.9 Piped to DP 15.1 Offsite piped Inlet flow from North 3.4 Offsite Flow from SWMM Model DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39737.01 12/9/20 X:\3970000.all\3973701\Excel\Drainage\3973701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 7/20/2021 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 PointBasin IDArea (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 12/9/20 DP6 from Fossil Creek Drainage Memo Offsite street flow from North 5.5 Offsite Flow from SWMM Model O4 from Fossil Creek Drainage Memo Curb & Gutter OS2 OSA 0.68 0.81 11.0 0.55 2.13 1.2 flows to DP OS3 Curb & Gutter 18 G2 0.15 0.24 11.0 0.04 2.13 0.1 flows to DP OS3 Area Inlet OS3 OSB 0.22 0.83 8.0 0.18 2.40 0.4 11.0 0.77 2.13 7.1 0.2 6.9 Piped to DP 16 Flow by to DP15 16 10.3 Piped to DP 20 Release from Sand Filter 17 G1 0.28 0.15 10.0 0.04 2.21 0.1 11.0 1.24 2.13 4.2 Piped to DP 15.1 Area Inlet 13 D1 0.30 0.15 11.0 0.05 2.13 0.1 Piped to 14.1 Area Inlet 14 E2 0.26 0.80 7.0 0.21 2.52 0.5 Piped to 14.1 Half of Offsite Street Flow DP12 14.1 11.0 0.26 2.13 3.6 Piped to DP 15.1 Area Inlet 15 E1 0.37 0.68 8.0 0.25 2.40 0.6 0.8 Piped to DP 15.1 15.1 11.0 1.75 2.13 20.0 Piped to DP 20 20 30.4 Piped to Fossil Creek 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 7/20/2021 Guardian Storage Fort Collins Final Drainage Report APPENDIX C – HYDRAULIC CALCULATIONS Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =17.5 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.024 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =17.5 17.5 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.4 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =24.1 24.1 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Guardian Storage Fort Collins Custom Structure 2 (DP5) MHFD-Inlet_v5.01.xlsm, Custom Structure 2 (DP5)7/19/2021, 10:38 AM streets are not this smooth. roughness value should be more conservative. JR Response: Addressed. Roughness changed to 0.015. This altered the in- filtration capacity of the on-grade inlets so the by- pass flows will look differ- ent than the last iteration slightly. Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =3.3 11.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.7 cfs Capture Percentage = Qa/Qo =C% =100 76 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Custom Structure 2 (DP5)7/19/2021, 10:38 AM What is total surface flow at DP5? JR Response: Total sur- face flow at dp5 is half off- site street flow of 14.15cfs with runoff generated from basin C1 for a combined flow of 15cfs. Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =17.5 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =17.5 17.5 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.4 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Guardian Storage Fort Collins Custom Structure 3 (DP15) MHFD-Inlet_v5.01.xlsm, Custom Structure 3 (DP15)7/19/2021, 10:40 AM Does this calculation apply to DP 14 also? If not, please provide another calculation JR Response: Addressed. Calculation added for type R inlet at DP14. Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =5.7 6.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.31 0.41 ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination =0.54 0.65 Curb Opening Performance Reduction Factor for Long Inlets RF Curb =0.77 0.84 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =11.8 19.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 19.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Custom Structure 3 (DP15)7/19/2021, 10:40 AM FYI,I think you can get more ponding depth here. The max 100-yr storm allowable depth is the min. of: - 12-inchs, or 6-inchs at crown. or - max physically possible What is the required flow interception for this inlet JR Response: The roughness changes altered the amount of bypass. This sump inlet has been increased to 15' wide and is responsible for intercepting 29.9 cfs generated from basin E1 and bypass from both Custom structure 2 and custom structure 4. The remaining 7.4 will be intercepted via the 10' type r on the other side. The 10' Type R to the east is limited in capacity by the 15"RCP which is a boundary condition caused by crosssing the sanitary sewer in Snead. JR Response: Noted. Max possible would be 8.4 inches. Changed to 8.4 inches to show maximum flow the inlet can take. Also, reduced size of inlet to 10' type R Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =25.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.012 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.050 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.4 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =29.3 38.3 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Guardian Storage Fort Collins Custom Structure 4 (DPOS3) MHFD-Inlet_v5.01.xlsm, Custom Structure 4 (DPOS3)7/19/2021, 10:39 AM same comment JR Response: Addressed. Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =6.9 14.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.2 13.6 cfs Capture Percentage = Qa/Qo =C% =97 51 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Custom Structure 4 (DPOS3)7/19/2021, 10:39 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =5.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Guardian Storage Fort Collins Type R Inlet (DP11) MHFD-Inlet_v5.01.xlsm, Type R Inlet (DP11)7/19/2021, 10:40 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =2.7 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.06 0.32 ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination =0.35 0.75 Curb Opening Performance Reduction Factor for Long Inlets RF Curb =0.90 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =0.4 5.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Type R Inlet (DP11)7/19/2021, 10:40 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Guardian Storage Fort Collins Type R Inlet (DP12) MHFD-Inlet_v5.01.xlsm, Type R Inlet (DP12)7/19/2021, 10:41 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =3.9 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.16 0.32 ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination =0.50 0.75 Curb Opening Performance Reduction Factor for Long Inlets RF Curb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.8 5.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.7 2.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Type R Inlet (DP12)7/19/2021, 10:41 AM -8479 / (770) 932--2490 Nyloplast ® is a registered trademark of Nyloplast, © 2010 Nyloplast June 2012 Nyloplast Grate Inlet Capacity Charts These charts are based on equations from the USDOT/FAA Advisory Circular pertaining to Surface Drainage Design, AC No: AC150/5320-5C and the USDOT/FHWA Urban Drainage Design Manual, Hydraulic Engineering Circular No. 22, Third Edition, Publication No. FHWA-NHI-10-009. Certain assumptions have been made, and no two installations will necessarily perform the same way. Safety factors should change with site conditions and is left to the discretion of the design engineer. DP8 DP9 141.1 CFS101.3 CFS46.4 CFS This profile has the tailwater set at 4943.19 which is the approximate 10-year WSEL in Fossil Creek. The profile demonstrates that the storm sewer cannot adequately pass the off-site and on-site flows through the sytstem Add Title: Snead Storm Pipe Hydraulic Profile. Add Notes: 100-year flow rate (141 cfs) 10-yr tailwater JR Response: Addressed. 100 Year Flow (Known) (cfs) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) Label 49.004,945.064,938.484,946.384,946.38CB-1 17.804,947.624,944.554,947.904,947.90EXCB-1 102.204,944.024,937.474,943.584,943.58CB-3 16.104,943.584,937.774,943.584,943.58CB-4 0.204,942.274,941.054,942.274,942.27CB-5 0.204,943.584,941.794,943.784,943.78CB-6 17.604,940.824,938.914,940.824,940.82CB-7 39.004,947.574,941.334,947.334,947.33CB-8 17.304,943.894,941.144,944.874,944.87CB-9 15.004,948.944,944.244,956.404,956.40CB-10 0.204,953.044,952.824,956.824,956.82CB-13 9.004,953.804,952.244,956.244,956.24CB-14 0.204,952.184,951.024,956.554,956.55CB-12 1.004,951.124,949.904,956.554,956.55CB-11 2.404,944.204,941.674,945.064,945.06CB-18 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year Rise (ft) Span (ft) Length (3D) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Manning's nSlope (Calculated) (ft/ft) Diameter (in) Flow (cfs) Label 71.64,944.174,944.3771.325.470.0130.00542.052.60CO-6 2.84.4177.94,943.584,943.9455.725.460.0130.00352.80CO-7 2.53.5177.84,943.764,946.7962.6410.530.0130.002144.70CO-9(1) 2.53.516.94,943.194,943.4175.5810.530.0130.004144.70CO-9(2) 56.84,945.064,947.6219.4512.110.0130.03418.021.40CO-10 19.54,944.604,944.6570.385.470.0130.00542.052.60CO-11 35.44,945.064,945.1934.664.050.0130.00730.019.90CO-12 99.64,944.174,944.171.950.250.0130.00312.00.20CO-13 35.04,943.584,946.004.2713.120.0130.00415.016.10CO-16 52.14,947.134,947.4198.168.420.0130.00548.0105.80CO-17 111.94,956.414,964.0852.1916.360.0130.05324.024.60CO-19 189.64,953.104,956.3035.3512.160.0130.02424.024.60CO-20 88.14,949.754,952.2143.2714.220.0130.03724.024.60CO-21 96.54,948.074,949.1738.507.830.0130.02924.024.60CO-22 139.24,947.334,947.8829.375.010.0130.00530.024.60CO-23 45.24,942.444,943.157.919.790.0130.00618.017.30CO-26 95.74,943.894,946.207.468.490.0130.00518.015.00CO-27 129.64,946.764,948.2719.318.490.0130.03418.015.00CO-28 30.14,953.714,953.8010.545.090.0130.01018.09.00CO-29 36.84,953.074,953.3410.486.670.0130.01018.09.00CO-30 33.94,953.074,953.047.644.180.0130.04612.00.20CO-31 54.84,952.174,952.7111.367.160.0130.01218.09.20CO-32 98.54,951.114,952.1711.207.100.0130.01118.09.40CO-33 80.04,943.584,944.677.339.960.0130.00518.017.60CO-36 125.74,947.134,947.45139.015.520.0130.04336.039.00CO-37 75.94,948.944,951.1125.4813.680.0130.05918.010.40CO-42 11.54,952.174,952.182.090.570.0130.0308.00.20CO-43 12.44,951.114,951.122.092.860.0130.0308.01.00CO-44 62.74,943.894,944.202.823.060.0130.00612.02.40CO-46 90.64,943.584,943.582.520.250.0130.00512.00.20CO-47 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year Headloss Coefficient (Standard) Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 4,945.454,945.454,945.194,945.1919.904,940.694,947.35EXMH-1 0.5004,944.834,945.064,944.374,944.6052.604,938.454,946.07MH-6 0.5004,944.404,944.644,943.944,944.1752.804,937.994,944.64MH-7 0.2004,948.514,947.614,946.794,947.13144.704,937.134,944.41MH-9 0.2004,945.144,945.484,943.414,943.76144.704,936.474,942.12MH-11 0.5004,948.274,949.034,947.884,948.0724.604,943.114,948.71MH-13 0.6004,950.134,950.704,949.174,949.7524.604,945.914,951.51MH-14 0.8004,953.324,954.054,952.214,953.1024.604,950.464,956.06MH-15 0.1004,957.414,957.514,956.304,956.4124.604,954.554,960.15MH-16 4,965.194,965.194,964.084,964.0824.604,962.334,967.03MH-17 0.5004,947.324,947.884,946.204,946.7615.004,941.814,946.87MH-19 0.8004,953.804,954.114,953.344,953.719.004,952.014,956.82MH-20 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year Flow (Total Out) (cfs) Hydraulic Grade (ft) Boundary Condition Type Elevation (Invert) (ft) Elevation (Ground) (ft) Label 144.704,943.19User Defined Tailwater4,936.414,942.12O-1 17.304,942.44Free Outfall4,941.024,941.02O-2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw This profile was generated by iterating the pipe flows until the HGL reached the top-buckle curb at the sump in Snead Drive. This profile shaws that when 70.0 cfs is reaching the outfall, the remaining 71.1 cfs from the system would fill up the sump in Snead Drive and exit the site via the emergency overflow path to the southeast of the site. Add Title: Snead Storm Pipe Hydraulic Profile. Add Notes: 100-year flow rate reduced untill headwater matches overtopping elevation. 10-yr tailwater JR Response: Addressed. 100 Year - HGL Set to Overflow @ Sump Flow (Known) (cfs) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) Label 49.004,945.064,938.484,946.384,946.38CB-1 17.804,947.624,944.554,947.904,947.90EXCB-1 70.004,943.794,937.474,943.584,943.58CB-3 16.104,943.584,937.774,943.584,943.58CB-4 0.204,942.274,941.054,942.274,942.27CB-5 0.204,943.584,941.794,943.784,943.78CB-6 17.604,940.824,938.914,940.824,940.82CB-7 39.004,944.764,941.334,947.334,947.33CB-8 17.304,943.894,941.144,944.874,944.87CB-9 15.004,948.944,944.244,956.404,956.40CB-10 0.204,953.044,952.824,956.824,956.82CB-13 9.004,953.804,952.244,956.244,956.24CB-14 0.204,952.184,951.024,956.554,956.55CB-12 1.004,951.124,949.904,956.554,956.55CB-11 2.404,944.204,941.674,945.064,945.06CB-18 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - HGL Set to Overflow @ Sump Rise (ft) Span (ft) Length (3D) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Manning's nSlope (Calculate d) (ft/ft) Diameter (in) Flow (cfs) Label 71.64,944.174,944.3771.325.470.0130.00542.052.60CO-6 2.84.4177.94,943.584,943.9455.725.460.0130.00352.80CO-7 2.53.5177.84,943.344,944.1262.645.350.0130.00273.60CO-9(1) 2.53.516.94,943.194,943.2575.585.350.0130.00473.60CO-9(2) 56.84,945.064,947.6219.4512.110.0130.03418.021.40CO-10 19.54,944.604,944.6570.385.470.0130.00542.052.60CO-11 35.44,945.064,945.1934.664.050.0130.00730.019.90CO-12 99.64,944.174,944.171.950.250.0130.00312.00.20CO-13 35.04,943.584,946.004.2713.120.0130.00415.016.10CO-16 52.14,944.214,944.3498.165.860.0130.00548.073.60CO-17 111.94,956.414,964.0852.1916.360.0130.05324.024.60CO-19 189.64,953.104,956.3035.3512.160.0130.02424.024.60CO-20 88.14,948.324,952.2143.2714.220.0130.03724.024.60CO-21 96.54,945.404,947.6638.5013.000.0130.02924.024.60CO-22 139.24,944.764,945.1429.376.700.0130.00530.024.60CO-23 45.24,942.444,943.157.919.790.0130.00618.017.30CO-26 95.74,943.894,946.207.468.490.0130.00518.015.00CO-27 129.64,946.764,948.2719.318.490.0130.03418.015.00CO-28 30.14,953.714,953.8010.545.090.0130.01018.09.00CO-29 36.84,953.074,953.3410.486.670.0130.01018.09.00CO-30 33.94,953.074,953.047.644.180.0130.04612.00.20CO-31 54.84,952.174,952.7111.367.160.0130.01218.09.20CO-32 98.54,951.114,952.1711.207.100.0130.01118.09.40CO-33 80.04,943.584,944.677.339.960.0130.00518.017.60CO-36 125.74,944.214,944.53139.015.520.0130.04336.039.00CO-37 75.94,948.944,951.1125.4813.680.0130.05918.010.40CO-42 11.54,952.174,952.182.090.570.0130.0308.00.20CO-43 12.44,951.114,951.122.092.860.0130.0308.01.00CO-44 62.74,943.894,944.202.823.060.0130.00612.02.40CO-46 90.64,943.584,943.582.520.250.0130.00512.00.20CO-47 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - HGL Set to Overflow @ Sump Headloss Coefficient (Standard) Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 4,945.454,945.454,945.194,945.1919.904,940.694,947.35EXMH-1 0.5004,944.834,945.064,944.374,944.6052.604,938.454,946.07MH-6 0.5004,944.404,944.644,943.944,944.1752.804,937.994,944.64MH-7 0.2004,944.574,944.684,944.124,944.2173.604,937.134,944.41MH-9 0.2004,943.694,943.784,943.254,943.3473.604,936.474,942.12MH-11 0.5004,945.664,946.354,945.144,945.4024.604,943.114,948.71MH-13 0.6004,948.774,949.284,947.664,948.3224.604,945.914,951.51MH-14 0.8004,953.324,954.054,952.214,953.1024.604,950.464,956.06MH-15 0.1004,957.414,957.514,956.304,956.4124.604,954.554,960.15MH-16 4,965.194,965.194,964.084,964.0824.604,962.334,967.03MH-17 0.5004,947.324,947.884,946.204,946.7615.004,941.814,946.87MH-19 0.8004,953.804,954.114,953.344,953.719.004,952.014,956.82MH-20 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - HGL Set to Overflow @ Sump Flow (Total Out) (cfs) Hydraulic Grade (ft) Boundary Condition Type Elevation (Invert) (ft) Elevation (Ground) (ft) Label 73.604,943.19User Defined Tailwater4,936.414,942.12O-1 17.304,942.44Free Outfall4,941.024,941.02O-2 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw This scenario demonstrates that the storm sewer system is controlled by what the tailwater in Fossil Creek is set at. With the tailwater set at the crown of the outfall pipe, the storm sewer system is able to freely pass both the off-site and on-site flows. Add Title: Snead Storm Pipe Hydraulic Profile. Add Notes: 100-year flow rate (141 cfs) Tailwater = pipe crown JR Response: Addressed. 100 Year - Tailwater Set at Crown Flow (Known) (cfs) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) Label 49.004,945.054,938.484,946.384,946.38CB-1 17.804,947.624,944.554,947.904,947.90EXCB-1 102.204,943.574,937.474,943.584,943.58CB-3 16.104,943.584,937.774,943.584,943.58CB-4 0.204,942.274,941.054,942.274,942.27CB-5 0.204,943.584,941.794,943.784,943.78CB-6 17.604,940.824,938.914,940.824,940.82CB-7 39.004,943.824,941.334,947.334,947.33CB-8 17.304,943.894,941.144,944.874,944.87CB-9 15.004,948.944,944.244,956.404,956.40CB-10 0.204,953.044,952.824,956.824,956.82CB-13 9.004,953.804,952.244,956.244,956.24CB-14 0.204,952.184,951.024,956.554,956.55CB-12 1.004,951.124,949.904,956.554,956.55CB-11 2.404,944.204,941.674,945.064,945.06CB-18 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - Tailwater Set at Crown Rise (ft) Span (ft) Length (3D) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Manning's nSlope (Calculat ed) (ft/ft) Diameter (in) Flow (cfs) Label 71.64,944.174,944.3671.325.470.0130.00542.052.60CO-6 2.84.4177.94,943.574,943.9355.725.460.0130.00352.80CO-7 2.53.5177.84,939.484,942.5162.6410.530.0130.002144.70CO-9(1) 2.53.516.94,938.914,939.1375.5810.530.0130.004144.70CO-9(2) 56.84,945.054,947.6219.4512.110.0130.03418.021.40CO-10 19.54,944.594,944.6470.385.470.0130.00542.052.60CO-11 35.44,945.054,945.1934.664.050.0130.00730.019.90CO-12 99.64,944.174,944.171.950.250.0130.00312.00.20CO-13 35.04,943.574,945.994.2713.120.0130.00415.016.10CO-16 52.14,942.854,943.1398.168.420.0130.00548.0105.80CO-17 111.94,956.414,964.0852.1916.360.0130.05324.024.60CO-19 189.64,953.104,956.3035.3512.160.0130.02424.024.60CO-20 88.14,948.324,952.2143.2714.220.0130.03724.024.60CO-21 96.54,945.214,947.6638.5013.000.0130.02924.024.60CO-22 139.24,944.024,944.8629.376.700.0130.00530.024.60CO-23 45.24,942.444,943.157.919.790.0130.00618.017.30CO-26 95.74,943.894,946.207.468.490.0130.00518.015.00CO-27 129.64,946.764,948.2719.318.490.0130.03418.015.00CO-28 30.14,953.714,953.8010.545.090.0130.01018.09.00CO-29 36.84,953.074,953.3410.486.670.0130.01018.09.00CO-30 33.94,953.074,953.047.644.180.0130.04612.00.20CO-31 54.84,952.174,952.7111.367.160.0130.01218.09.20CO-32 98.54,951.114,952.1711.207.100.0130.01118.09.40CO-33 80.04,943.574,944.677.339.960.0130.00518.017.60CO-36 125.74,942.854,943.36139.0116.880.0130.04336.039.00CO-37 75.94,948.944,951.1125.4813.680.0130.05918.010.40CO-42 11.54,952.174,952.182.090.570.0130.0308.00.20CO-43 12.44,951.114,951.122.092.860.0130.0308.01.00CO-44 62.74,943.894,944.202.823.060.0130.00612.02.40CO-46 90.64,943.584,943.582.520.250.0130.00512.00.20CO-47 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - Tailwater Set at Crown Headloss Coefficient (Standard) Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 4,945.444,945.444,945.194,945.1919.904,940.694,947.35EXMH-1 0.5004,944.834,945.064,944.364,944.5952.604,938.454,946.07MH-6 0.5004,944.404,944.634,943.934,944.1752.804,937.994,944.64MH-7 0.2004,944.234,943.334,942.514,942.85144.704,937.134,944.41MH-9 0.2004,940.864,941.204,939.134,939.48144.704,936.474,942.12MH-11 0.5004,945.564,946.164,944.864,945.2124.604,943.114,948.71MH-13 0.6004,948.774,949.284,947.664,948.3224.604,945.914,951.51MH-14 0.8004,953.324,954.054,952.214,953.1024.604,950.464,956.06MH-15 0.1004,957.414,957.514,956.304,956.4124.604,954.554,960.15MH-16 4,965.194,965.194,964.084,964.0824.604,962.334,967.03MH-17 0.5004,947.324,947.884,946.204,946.7615.004,941.814,946.87MH-19 0.8004,953.804,954.114,953.344,953.719.004,952.014,956.82MH-20 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 100 Year - Tailwater Set at Crown Flow (Total Out) (cfs) Hydraulic Grade (ft) Boundary Condition Type Elevation (Invert) (ft) Elevation (Ground) (ft) Label 144.704,938.91Crown4,936.414,942.12O-1 17.304,942.44Free Outfall4,941.024,941.02O-2 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 2 Year Rise (ft) Span (ft) Length (3D) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Manning's nSlope (Calculate d) (ft/ft) Diameter (in) Flow (cfs) Label 71.64,940.614,940.6171.325.960.0130.00542.015.80CO-6 2.84.4177.94,940.564,940.5955.724.820.0130.00315.85CO-7 2.53.5177.84,940.344,940.5162.642.470.0130.00234.00CO-9(1) 2.53.516.94,940.314,940.3275.582.470.0130.00434.00CO-9(2) 56.84,943.914,946.4819.4512.110.0130.03418.021.40CO-10 19.54,940.664,940.6670.385.900.0130.00542.015.80CO-11 35.44,940.944,941.4534.665.110.0130.00730.05.30CO-12 99.64,940.934,941.161.951.060.0130.00312.00.05CO-13 35.04,941.354,941.624.273.910.0130.00415.03.65CO-16 52.14,940.534,940.5398.166.430.0130.00548.023.70CO-17 111.94,955.004,962.9852.199.370.0130.05324.03.40CO-19 189.64,951.294,955.1935.357.110.0130.02424.03.40CO-20 88.14,946.704,951.1043.278.200.0130.03724.03.40CO-21 96.54,943.614,946.5638.507.560.0130.02924.03.40CO-22 139.24,942.904,943.7129.373.990.0130.00530.03.40CO-23 45.24,941.784,941.937.914.540.0130.00618.04.20CO-26 95.74,942.084,942.537.464.160.0130.00518.03.50CO-27 129.64,942.674,945.1319.318.300.0130.03418.03.50CO-28 30.14,952.704,952.7410.544.460.0130.01018.01.80CO-29 36.84,952.214,952.5410.484.570.0130.01018.02.00CO-30 33.94,952.214,952.957.643.380.0130.04612.00.10CO-31 54.84,951.554,952.0911.364.910.0130.01218.02.10CO-32 98.54,950.444,951.5511.204.920.0130.01118.02.20CO-33 80.04,940.564,940.637.332.380.0130.00518.04.20CO-36 125.74,940.534,942.35139.0111.520.0130.04336.010.30CO-37 75.94,945.724,950.4425.488.950.0130.05918.02.30CO-42 11.54,951.554,951.552.093.080.0130.0308.00.10CO-43 12.44,950.444,950.442.093.080.0130.0308.00.10CO-44 62.74,942.084,942.092.822.980.0130.00612.00.70CO-46 90.64,941.624,941.892.521.270.0130.00512.00.05CO-47 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 2 Year Flow (Known) (cfs) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) Label 12.204,940.764,938.484,946.384,946.38CB-1 17.804,946.484,944.554,947.904,947.90EXCB-1 20.104,940.564,937.474,943.584,943.58CB-3 3.654,941.624,937.774,943.584,943.58CB-4 0.054,941.164,941.054,942.274,942.27CB-5 0.054,941.894,941.794,943.784,943.78CB-6 4.204,940.634,938.914,940.824,940.82CB-7 10.304,942.534,941.334,947.334,947.33CB-8 4.204,942.084,941.144,944.874,944.87CB-9 3.504,945.304,944.244,956.404,956.40CB-10 0.104,952.954,952.824,956.824,956.82CB-13 1.804,952.744,952.244,956.244,956.24CB-14 0.104,951.554,951.024,956.554,956.55CB-12 0.104,950.444,949.904,956.554,956.55CB-11 0.704,942.094,941.674,945.064,945.06CB-18 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 2 Year Headloss Coefficient (Standard) Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 4,941.724,941.724,941.454,941.455.304,940.694,947.35EXMH-1 0.5004,940.714,940.774,940.614,940.6615.804,938.454,946.07MH-6 0.5004,940.644,940.684,940.594,940.6115.854,937.994,944.64MH-7 0.2004,940.604,940.564,940.514,940.5334.004,937.134,944.41MH-9 0.2004,940.424,940.444,940.324,940.3434.004,936.474,942.12MH-11 0.5004,943.934,944.714,943.714,943.823.404,943.114,948.71MH-13 0.6004,946.794,946.894,946.564,946.703.404,945.914,951.51MH-14 0.8004,951.344,951.464,951.104,951.293.404,950.464,956.06MH-15 0.1004,955.434,956.584,955.194,955.223.404,954.554,960.15MH-16 4,963.214,963.214,962.984,962.983.404,962.334,967.03MH-17 0.5004,942.804,942.904,942.534,942.673.504,941.814,946.87MH-19 0.8004,952.744,952.824,952.544,952.702.004,952.014,956.82MH-20 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw 2 Year Flow (Total Out) (cfs) Hydraulic Grade (ft) Boundary Condition Type Elevation (Invert) (ft) Elevation (Ground) (ft) Label 34.004,940.31User Defined Tailwater4,936.414,942.12O-1 4.204,941.78Free Outfall4,941.024,941.02O-2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/20/2021 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3973701StormCAD.stsw Guardian Storage Fort Collins Final Drainage Report APPENDIX D – WATER QUALITY CALCULATIONS If you are proposing an impermeable liner, please show and label on the plans. JR Response: Addressed. No longer using liner as dewatering system will be in place. Guardian Storage Fort Collins Final Drainage Report APPENDIX E – OFFSITE SWMM RESULTS Link Flow Summary Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 5 CHANNEL 2.43 0 00:46 0.59 0.05 0.33 6 CONDUIT 0.46 0 00:45 1.74 0.14 0.22 7 DUMMY 1.94 0 00:40 9 DUMMY 5.09 0 00:40 10 CONDUIT 2.34 0 00:40 9.56 0.08 0.21 11 CONDUIT 0.98 0 00:45 4.86 0.16 0.31 13 DUMMY 8.10 0 00:40 14 DUMMY 0.19 0 00:40 15 CHANNEL 2.45 0 01:08 2.57 0.00 0.16 16 CHANNEL 2.47 0 01:08 3.09 0.01 0.21 17 DUMMY 2.96 0 00:45 18 CONDUIT 3.25 0 00:45 5.66 0.15 0.45 22 CONDUIT 3.18 0 00:47 14.92 0.19 0.21 24 DUMMY 2.24 0 00:45 25 DUMMY 4.06 0 00:40 2yr Results SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 26 CHANNEL 0.54 0 01:02 5.02 0.00 0.09 27 DUMMY 3.32 0 00:40 28 DUMMY 3.69 0 00:40 29 CHANNEL 2.28 0 00:43 0.69 0.01 0.51 30 DUMMY 3.59 0 00:40 31 CONDUIT 3.59 0 00:40 8.46 0.11 0.30 32 CONDUIT 0.63 0 00:49 3.57 0.83 0.10 33 CONDUIT 0.20 0 00:45 6.03 0.00 0.04 34 CONDUIT 4.60 0 00:47 2.00 0.06 0.18 35 CONDUIT 12.50 0 00:44 13.72 0.13 0.24 36 DUMMY 6.00 0 00:40 37 CONDUIT 5.27 0 00:41 6.70 0.10 0.22 38 DUMMY 1.63 0 00:40 4 DUMMY 1.77 0 00:40 1 DUMMY 0.17 0 00:45 2 DUMMY 2.13 0 00:46 12 DUMMY 2.45 0 01:07 2yr Results SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 19 DUMMY 0.54 0 01:01 20 DUMMY 5.28 0 00:41 39 DUMMY 3.36 0 00:45 40 DUMMY 0.00 0 00:00 41 DUMMY 7.42 0 00:49 42 DUMMY 5.50 0 01:20 2yr Results SWMM 5.1 Page 3 Node Inflow Summary Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J1 JUNCTION 5.09 5.09 0 00:40 0.0741 0.074 0.000 J2 JUNCTION 8.10 8.10 0 00:40 0.125 0.125 0.000 J3 JUNCTION 0.19 0.19 0 00:40 0.00163 0.00162 0.000 J4 JUNCTION 1.77 1.77 0 00:40 0.0279 0.0279 0.000 J5 JUNCTION 2.96 2.96 0 00:45 0.0896 0.0897 0.000 J6 JUNCTION 1.94 1.94 0 00:40 0.0344 0.0344 0.000 J7 JUNCTION 2.24 2.24 0 00:45 0.0478 0.0478 0.000 J8 JUNCTION 0.99 0.99 0 00:45 0.0266 0.0266 0.079 J9 JUNCTION 4.06 4.06 0 00:40 0.0358 0.0356 0.000 J10 JUNCTION 3.32 3.32 0 00:40 0.0368 0.0367 0.000 J11 JUNCTION 1.63 1.63 0 00:40 0.0229 0.0228 0.000 J12 JUNCTION 3.59 3.59 0 00:40 0.047 0.0469 0.000 J13 JUNCTION 2.39 2.39 0 00:40 0.0408 0.0408 0.345 J14 JUNCTION 6.00 6.00 0 00:40 0.0551 0.0548 0.000 J27 JUNCTION 4.68 4.68 0 00:45 0.101 0.101 -0.002 2yr Results SWMM 5.1 Page 1 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J28 JUNCTION 0.00 3.99 0 00:45 0 0.0604 0.177 J30 JUNCTION 0.00 2.34 0 00:40 0 0.0489 -0.028 J31 JUNCTION 0.00 3.27 0 00:45 0 0.0755 -0.018 J33 JUNCTION 0.00 2.45 0 01:07 0 0.124 0.002 J34 JUNCTION 0.00 2.47 0 01:07 0 0.126 0.236 J35 JUNCTION 0.00 8.18 0 00:46 0 0.253 -0.024 J36 JUNCTION 0.00 3.25 0 00:45 0 0.0756 0.398 J38 JUNCTION 0.00 4.63 0 00:45 0 0.0999 -9.587 J39 JUNCTION 0.00 2.75 0 00:45 0 0.0541 -55.690 J40 JUNCTION 0.00 0.54 0 01:01 0 0.0355 0.062 J41 JUNCTION 0.00 3.69 0 00:40 0 0.0722 -0.031 J42 JUNCTION 0.00 14.41 0 00:40 0 0.215 0.022 J43 JUNCTION 0.00 3.59 0 00:40 0 0.0469 0.045 J44 JUNCTION 0.00 5.28 0 00:41 0 0.0555 -0.061 1 OUTFALL 0.00 4.60 0 00:47 0 0.11 0.000 2 OUTFALL 0.00 12.50 0 00:44 0 0.215 0.000 3 OUTFALL 0.00 7.42 0 00:49 0 0.247 0.000 2yr Results SWMM 5.1 Page 2 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent 4 OUTFALL 0.00 5.50 0 01:20 0 0.12 0.000 P1 STORAGE 0.00 7.08 0 00:40 0 0.151 0.106 P2 STORAGE 0.00 8.10 0 00:40 0 0.125 0.174 P3 STORAGE 0.00 4.06 0 00:40 0 0.0356 0.344 P4 STORAGE 0.00 6.00 0 00:40 0 0.0548 -1.285 2yr Results SWMM 5.1 Page 3 Outfall Loading Summary Flow Avg.Max.Total Freq.Flow Flow Volume Outfall Node Pcnt.CFS CFS 10^6 gal 1 98.46 2.32 4.60 0.110 2 99.17 5.60 12.50 0.215 3 99.17 4.27 7.42 0.247 4 79.76 1.89 5.50 0.120 2yr Results SWMM 5.1 Page 1 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P1 10.239 24 0 0 20.153 48 0 06:00 P2 3.233 7 0 0 6.621 14 0 01:07 P3 1.615 6 0 0 2.685 10 0 01:01 P4 0.072 1 0 0 0.342 6 0 00:41 2yr Results SWMM 5.1 Page 1 Storage Volume Summary Maximum Storage Outflow Unit CFS P1 0.00 P2 2.45 P3 0.54 P4 5.28 2yr Results SWMM 5.1 Page 2 Subcatchment Runoff Summary Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff OS1A 0.98 0.00 0.00 0.21 0.71 0.07 5.09 0.723 OS2 0.98 0.00 0.00 0.65 0.30 0.12 8.01 0.306 OS3 0.98 0.00 0.00 0.89 0.09 0.00 0.19 0.088 OS4 0.98 0.00 0.00 0.00 0.90 0.03 1.77 0.922 OS5 0.98 0.00 0.00 0.00 0.87 0.09 2.96 0.892 OS6 0.98 0.00 0.00 0.00 0.90 0.03 1.94 0.919 OS7 0.98 0.00 0.00 0.00 0.89 0.05 2.24 0.913 OS8 0.98 0.00 0.00 0.19 0.71 0.03 0.99 0.726 OS9 0.98 0.00 0.00 0.47 0.48 0.04 4.06 0.488 OS10 0.98 0.00 0.00 0.09 0.82 0.04 3.32 0.842 OS11 0.98 0.00 0.00 0.39 0.54 0.02 1.63 0.553 OS12 0.98 0.00 0.00 0.23 0.70 0.05 3.59 0.711 OS13 0.98 0.00 0.00 0.00 0.90 0.04 2.39 0.920 OS14 0.98 0.00 0.00 0.74 0.22 0.06 6.00 0.228 OS1B 0.98 0.00 0.00 0.21 0.70 0.10 4.68 0.717 2yr Results SWMM 5.1 Page 1 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff OS1C 0.98 0.00 0.00 0.93 0.05 0.00 0.09 0.047 2yr Results SWMM 5.1 Page 2 Link Flow Summary Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 5 CHANNEL 22.46 0 00:41 0.90 0.44 0.73 6 CONDUIT 5.29 0 00:46 6.63 1.66 0.46 7 DUMMY 10.46 0 00:40 9 DUMMY 26.41 0 00:40 10 CONDUIT 4.67 0 00:42 9.57 0.16 0.35 11 CONDUIT 6.04 0 00:41 9.65 0.98 0.75 13 DUMMY 44.89 0 00:40 14 DUMMY 3.94 0 00:40 15 CHANNEL 8.10 0 01:12 3.47 0.01 0.26 16 CHANNEL 9.98 0 00:49 3.40 0.02 0.64 17 DUMMY 18.01 0 00:40 18 CONDUIT 10.56 0 00:42 7.50 0.49 0.85 22 CONDUIT 9.29 0 00:41 17.56 0.55 0.48 24 DUMMY 12.95 0 00:40 25 DUMMY 19.90 0 00:40 100yr Results SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 26 CHANNEL 1.36 0 02:25 6.57 0.01 0.13 27 DUMMY 14.79 0 00:40 28 DUMMY 15.61 0 00:40 29 CHANNEL 12.09 0 00:40 1.80 0.05 0.67 30 DUMMY 17.75 0 00:40 31 CONDUIT 17.73 0 00:40 14.58 0.53 0.67 32 CONDUIT 24.48 0 00:56 12.79 32.47 0.61 33 CONDUIT 15.36 0 00:47 32.87 0.13 0.21 34 CONDUIT 30.09 0 00:44 4.22 0.40 0.57 35 CONDUIT 54.11 0 00:43 20.47 0.55 0.53 36 DUMMY 28.76 0 00:40 37 CONDUIT 19.92 0 00:44 8.87 0.37 0.48 38 DUMMY 8.37 0 00:40 4 DUMMY 9.00 0 00:40 1 DUMMY 0.44 0 00:45 2 DUMMY 4.15 0 00:45 12 DUMMY 8.10 0 00:50 100yr Results SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth 19 DUMMY 1.36 0 01:02 20 DUMMY 19.91 0 00:44 39 DUMMY 18.80 0 00:39 40 DUMMY 8.94 0 00:42 41 DUMMY 12.10 0 00:36 42 DUMMY 22.33 0 00:47 100yr Results SWMM 5.1 Page 3 Node Inflow Summary Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J1 JUNCTION 26.41 26.41 0 00:40 0.332 0.332 0.000 J2 JUNCTION 44.89 44.89 0 00:40 0.766 0.766 0.000 J3 JUNCTION 3.94 3.94 0 00:40 0.0368 0.0368 0.000 J4 JUNCTION 9.00 9.00 0 00:40 0.112 0.112 0.000 J5 JUNCTION 18.01 18.01 0 00:40 0.366 0.366 0.000 J6 JUNCTION 10.46 10.46 0 00:40 0.138 0.138 0.000 J7 JUNCTION 12.95 12.95 0 00:40 0.192 0.192 0.000 J8 JUNCTION 6.11 6.11 0 00:40 0.117 0.117 0.007 J9 JUNCTION 19.90 19.90 0 00:40 0.204 0.204 0.000 J10 JUNCTION 14.79 14.79 0 00:40 0.154 0.154 0.000 J11 JUNCTION 8.37 8.37 0 00:40 0.115 0.114 0.000 J12 JUNCTION 17.75 17.75 0 00:40 0.213 0.212 0.000 J13 JUNCTION 12.64 12.64 0 00:40 0.163 0.163 -0.216 J14 JUNCTION 28.76 28.76 0 00:40 0.477 0.476 0.000 J27 JUNCTION 28.25 28.25 0 00:40 0.449 0.576 -1.486 100yr Results SWMM 5.1 Page 1 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J28 JUNCTION 0.00 30.84 0 00:41 0 0.667 0.147 J30 JUNCTION 0.00 13.61 0 00:42 0 0.252 0.011 J31 JUNCTION 0.00 10.69 0 00:41 0 0.295 0.047 J33 JUNCTION 0.00 8.10 0 00:50 0 0.766 0.000 J34 JUNCTION 0.00 10.03 0 00:47 0 0.803 0.346 J35 JUNCTION 0.00 45.59 0 00:45 0 1.71 -0.134 J36 JUNCTION 0.00 10.56 0 00:42 0 0.295 0.302 J38 JUNCTION 0.00 30.10 0 00:43 0 0.677 -0.131 J39 JUNCTION 0.00 37.69 0 00:47 0 0.93 -1.522 J40 JUNCTION 0.00 1.36 0 01:02 0 0.165 0.310 J41 JUNCTION 0.00 15.61 0 00:40 0 0.318 0.002 J42 JUNCTION 0.00 61.73 0 00:40 0 1.17 0.219 J43 JUNCTION 0.00 17.75 0 00:40 0 0.212 -0.005 J44 JUNCTION 0.00 19.91 0 00:44 0 0.477 0.005 1 OUTFALL 0.00 30.09 0 00:44 0 0.678 0.000 2 OUTFALL 0.00 54.11 0 00:43 0 1.17 0.000 3 OUTFALL 0.00 12.10 0 00:36 0 1.05 0.000 100yr Results SWMM 5.1 Page 2 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent 4 OUTFALL 0.00 22.33 0 00:47 0 0.676 0.000 P1 STORAGE 0.00 30.72 0 00:40 0 0.395 2.339 P2 STORAGE 0.00 44.89 0 00:40 0 0.766 0.055 P3 STORAGE 0.00 19.90 0 00:40 0 0.204 0.060 P4 STORAGE 0.00 28.76 0 00:40 0 0.476 -0.081 100yr Results SWMM 5.1 Page 3 Outfall Loading Summary Flow Avg.Max.Total Freq.Flow Flow Volume Outfall Node Pcnt.CFS CFS 10^6 gal 1 99.81 14.28 30.09 0.678 2 99.85 23.13 54.11 1.169 3 99.86 11.11 12.10 1.052 4 97.25 13.36 22.33 0.676 100yr Results SWMM 5.1 Page 1 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P1 30.804 73 0 0 38.228 90 0 01:16 P2 33.646 71 0 0 46.351 98 0 01:58 P3 15.079 58 0 0 19.474 75 0 02:01 P4 1.677 29 0 0 4.885 85 0 00:44 100yr Results SWMM 5.1 Page 1 Storage Volume Summary Maximum Storage Outflow Unit CFS P1 4.03 P2 8.10 P3 1.36 P4 19.91 100yr Results SWMM 5.1 Page 2 Subcatchment Runoff Summary Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff OS1A 3.67 0.00 0.00 0.46 3.17 0.33 26.41 0.864 OS2 3.67 0.00 0.00 1.88 1.78 0.74 43.04 0.484 OS3 3.67 0.00 0.00 1.77 1.94 0.04 3.94 0.528 OS4 3.67 0.00 0.00 0.00 3.61 0.11 9.00 0.984 OS5 3.67 0.00 0.00 0.00 3.57 0.37 18.01 0.972 OS6 3.67 0.00 0.00 0.00 3.61 0.14 10.46 0.983 OS7 3.67 0.00 0.00 0.00 3.60 0.19 12.95 0.980 OS8 3.67 0.00 0.00 0.46 3.13 0.12 6.11 0.854 OS9 3.67 0.00 0.00 0.95 2.71 0.20 19.90 0.739 OS10 3.67 0.00 0.00 0.18 3.45 0.15 14.79 0.939 OS11 3.67 0.00 0.00 0.93 2.71 0.11 8.37 0.738 OS12 3.67 0.00 0.00 0.48 3.15 0.21 17.75 0.858 OS13 3.67 0.00 0.00 0.00 3.61 0.16 12.64 0.983 OS14 3.67 0.00 0.00 1.74 1.92 0.48 28.76 0.523 OS1B 3.67 0.00 0.00 0.49 3.12 0.45 28.25 0.851 100yr Results SWMM 5.1 Page 1 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff OS1C 3.67 0.00 0.00 1.96 1.73 0.03 1.86 0.470 100yr Results SWMM 5.1 Page 2 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 1 108 145 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 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 .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 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 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.00180 1 743 743 9688.0 111.2 5.0 .0210 .016 .250 .100 .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 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 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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 .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 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 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.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 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 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 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 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 0 357 314 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 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 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 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 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 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 0 502 561 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 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 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 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 0 530 581 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 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 .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 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 .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 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 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 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 0 739 788 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 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. 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 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 Page 25 Fos100E.out 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 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 Page 26 Fos100E.out 72 56 0 0 0 0 0 0 0 0 0 0 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 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 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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 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 Page 29 Fos100E.out 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 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 Page 30 Fos100E.out 583 532 0 0 0 0 0 0 0 0 0 0 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 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 Page 31 Fos100E.out 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 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. 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 1838.1 456.49(S) .00( ) 5 31. 1426.0 1844.0 465.36(S) .00( ) 5 41. 1436.3 1848.2 Page 33 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( ) 10 41. 1631.6 1793.3 640.65(S) .00( ) 10 51. 1633.6 1791.3 642.42(S) .00( ) Page 34 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 1706.7 596.30(S) .00( ) 16 1. 1574.7 1702.4 592.16(S) .00( ) 16 11. 1568.8 1697.9 Page 35 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 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. 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 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. 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 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. 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 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. 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 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. 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 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 1 101 130 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 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 .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 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 1 418 418 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 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 .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 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 1 554 555 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 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 .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 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 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 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 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 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 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11.7 2575.0 18.3 2840.0 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 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 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 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 .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 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 0 310 348 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 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 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 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 0 485 410 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 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 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 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 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 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 0 579 525 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 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 .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 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 6.6 224.0 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 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 0 640 615 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 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 0 779 776 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 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 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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. 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 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. 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 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. 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 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. 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 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. 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 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