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SPIRIT AT THE RIVER (FORMERLY LINCOLN CORRIDOR HOTEL) - FDP180015 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORT
SPIRIT AT THE RIVER HOTEL FINAL DRAINAGE REPORT PREPARED FOR Spirit at the River Hotel Fort Collins, Colorado PREPARED BY Olsson Associates 1880 Fall River Drive, Suite 200 Loveland, CO 80538 970.461.7733 Contact: Mike Maurer, PE March 2019 Olsson Project No. 017-0150 i Table of Contents 1.0 General Location and Description ...................................................................................... 1 1.1 Location ................................................................................................................... 1 1.2 Description of Property ............................................................................................. 1 1.3 Floodplain ................................................................................................................. 1 2.0 Drainage Basin and Sub-Basins ........................................................................................ 1 2.1 Major Basin Description ............................................................................................ 1 2.2 Sub-Basin Description .............................................................................................. 2 3.0 Drainage basin criteria ....................................................................................................... 2 3.1 Development Criteria Reference and Constraints ..................................................... 2 3.2 Hydrological Criteria ................................................................................................. 2 3.3 Hydraulic Criteria ...................................................................................................... 2 3.4 Floodplain Regulations Compliance ......................................................................... 3 3.5 Modifications of Criteria ............................................................................................ 3 4.0 Drainage Facility Design .................................................................................................... 3 4.1 General Concept ...................................................................................................... 3 4.2 Specific Details ......................................................................................................... 3 1. Low Impact Design ............................................................................................... 3 2. Minimum Required Storage Volume ..................................................................... 4 3. Outlet Structure and Spillway ................................................................................ 4 5.0 Conclusions ....................................................................................................................... 5 5.1 Compliance with Standards .................................................................................. 5 5.2 Drainage Concept ................................................................................................. 5 6.0 References ............................................................................................................... 5 List of Tables Table 1: Proposed Basins.………………………………………………………………………………2 Table 2: Rain Garden Parameters..…….………………………………………………………………3 Table 3: Detention Pond Parmaters…………………………………………………………………….4 ii List of Appendices Appendix A: Hydrologic Calculations Imperviousness, Time of Concentration, Runoff Calculation Appendix B: Hydraulic Calculations Detention Volume by the Modified FAA Method Pond Stage Storage Detention basin Outlet Structure Design Rain Garden Sizing Calculations Storm Sewer Calculations Appendix C: Referenced Information Vicinity Map NRCS Web Soil Survey FEMA Firm Map Fort Collins Floodplain map City of Fort Collins Rainfall Intensity-Duration-Frequency Curves Urban Drainage Imperviousness Values Drainage Basin Map 1 | P a g e 1.0 GENERAL LOCATION AND DESCRIPTION 1.1 Location The proposed project is located in the southeast quarter of section 12, township 7 north, range 69 west of the 6th P.M. City of Fort Collins, County of Larimer, State of Colorado. The proposed site is bordered on the north by Lincoln Avenue, on the south by the Cache La Poudre River, on the west by commercial development, and east by a future parking lot for commercial development. The property address is 301 Lincoln Avenue. 1.2 Description of Property Currently the site consists of an office building, some storage sheds, a workshop, a paved parking lot, and a gravel storage area. Development of the site will require demolition of the existing structures, the paved parking lot and the gravel storage area. The proposed site is 4.37 acres and is being subdivided into 2 lots. One will be waterfront property containing a public recreational trail and the other will consist of a hotel building with its associated parking, drive aisles, and detention pond. Based on the NRCS soil survey the soil present on the site is classified as Hydrologic Group C. The site currently slopes north to south towards the Cache La Poudre River with an average slope of 1%. Changes to the site grading are proposed to ensure proper drainage around the proposed building and include the construction of a detention pond in the south portion of the property. 1.3 Floodplain Portions of the property are located within the FEMA-regulatory, Poudre River floodplain and must conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the floodplain must be preceded by an approved floodplain use permit. FEMA Approved LOMR Effective November 24, 2017, by Case no. 17-08-0075P revising FIRM Panel 08069C0979H Date: May 2, 2012 2.0 DRAINAGE BASIN AND SUB-BASINS 2.1 Major Basin Description In the existing condition, the site drains to the south into the Cache La Poudre River by overland flow. Using the rational method, runoff generated on site was calculated to be 2.30 cfs and 9.44 cfs for the 2-year and 100-year storm events respectively. The existing drainage patterns for the land surrounding the property will not be impacted and there will be no drainage routed through the site from the surrounding properties. 2 | P a g e 2.2 Sub-Basin Description Due to proposed changes to the site grading, the site was divided up into 4 drainage basins. Basin A consists of the proposed building. Runoff generated in this basin will be primarily captured by roof drains and conveyed to the detention pond via underground storm sewer system. During short term, high intensity 100-year storms, the roof drains will capture 2.61cfs while the remaining 5.31cfs will spill into basin D and travel via overland flow towards the detention pond. Basin B consists of the detention pond, rain garden, and landscape berm. Runoff generated in this basin will flow overland into the detention pond Basin C consists of the portion of this site that does not get conveyed to the detention pond. This basin consists of mostly landscape and parts of the Poudre Trail expansion. Basin D consists of the remainder of the site that is tributary to the detention pond and contains parking, drive aisles, landscape, and hardscape features. Runoff generated in this basin is designed to flow via overland, curb and gutter, and underground storm sewer to the detention pond. Basin Q2 (cfs) Q100 (cfs) A 2.16 7.92 B 0.23 1.00 C 0.57 2.50 D 2.78 11.96 Table 1. Proposed Basin Runoff 3.0 DRAINAGE BASIN CRITERIA 3.1 Development Criteria Reference and Constraints The design of the proposed drainage system was completed in accordance with the criteria set forth in Colorado Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort Collins. 3.2 Hydrological Criteria Hydrologic calculations have been prepared in accordance with criteria set forth in Colorado Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort Collins. 3.3 Hydraulic Criteria Hydraulic calculations have been prepared in accordance with the criteria set forth in Colorado Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort Collins. The Colorado Urban Drainage and Flood Control District Stormwater Best Management 3 | P a g e Practice Design Workbook Rain Garden spreadsheet was used to size the rain garden that is providing the water quality treatment for the site. The City of Fort Collins Modified FAA Method spreadsheet was used to size the detention pond. 3.4 Floodplain Regulations Compliance Portions of the property are located within the FEMA-regulatory, Poudre River floodplain and must conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the floodplain must be preceded by an approved floodplain use permit. FEMA Approved LOMR Effective November 24, 2017, by Case no. 17-08-0075P revising FIRM Panel 08069C0979H Date: May 2, 2012. 3.5 Modifications of Criteria There are no modifications to the criteria for this project. 4.0 DRAINAGE FACILITY DESIGN 4.1 General Concept In the developed condition, the majority of runoff generated on-site is designed to flow to the detention pond located in the south portion of the site. Runoff will be conveyed via sheet flow and curb and gutter to the storm sewer system. Runoff from the building roof will be collected and conveyed in roof drains, and runoff from the parking and landscape areas will be conveyed to a curb inlet at the south portion of the site. Flows entering the storm sewer system will be conveyed to the detention pond before being discharged at a rate no greater than the historic 2- year runoff rate. An emergency overflow spillway is provided in the detention pond to convey flows generated in storm events greater than the 100-year event. Considerations were taken to ensure that the 100-year event would be safely conveyed to the detention pond assuming complete cogging of inlets on-site. 4.2 Specific Details 1. Low Impact Design The City of Fort Collins requires Low Impact Design (LID) for new projects. For this project it has been determined that a rain garden will be used to treat 100% of the impervious area excluding the undetained flow at the access drives. The rain garden was sized using the Colorado Urban Drainage and Flood Control District Stormwater Best Management Practice Design Workbook Rain Garden spreadsheet. The rain garden was designed to drain the WQCV in 12 hours. This is accomplished by installing an underdrain pipe with an orifice to control the release rate of the treated stormwater. See Appendix B for the rain garden spreadsheet and Table 2 below for more details on the raingarden. Refer to the landscape plans for the planted vegetation within the rain garden. 4 | P a g e Parameter Value Bottom of Rain Garden Elevation 4942.50 Top of Rain Garden Elevation 4943.50 Required Volume of Rain Garden 2,085 cubic feet Provided Volume of Rain Garden 2,183 cubic feet Required Flat Surface Area 1,599 square feet Provided Flat Surface Area 1,778 square feet Table 2. Rain Garden Parameters 2. Minimum Required Storage Volume The minimum required storage volume for the detention pond was determined using The City of Fort Collins Modified FAA method spreadsheet (see Appendix B). The WQCV for the site was determined to be 2,085 cubic feet based on The Colorado Urban Drainage and Flood Control District Stormwater Best Management Practice Design Workbook Rain Garden spreadsheet. The WQCV will be treated using the rain garden. 2-Year 100-Year Required Volume (CF) 1,024 16,730 Provided Volume (CF) 1,350 17,199 WSEL 4943.18 4944.40 Allowable Release Rate (CFS) 1.97 1.97 Provided Release Rate (CFS) 0.6 1.85 Table 3. Detention Pond Parameters 3. Outlet Structure and Spillway The Outlet structure is designed to release the 100-year volume at the site’s historic 2-year runoff rate of 1.97 cfs by means of an orifice cut into the side of a CDOT Type C Grate Inlet. The rim of the inlet is set at the 100-year WSEL and acts as a primary emergency overflow before the emergency overflow spillway is engaged. This limits the amount of flow going over the public trail and the potential for erosion in areas downstream of the spillway. The emergency overflow spillway is also designed with enough width to minimize velocities of flows overtopping the spillway so that riprap protection of the areas downstream of the spillway will not be necessary. Flows overtopping the spillway will be conveyed over the bike trail and discharge directly into the Cache La Poudre River. 5 | P a g e 5.0 CONCLUSIONS 5.1 Compliance with Standards This report has been prepared in accordance with common engineering practices, the criteria set forth in Colorado Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort Collins. 5.2 Drainage Concept Developed runoff generated on the proposed site will be directed to the rain garden and detention pond located in the south portion of the site. The rain garden is designed to treat 100 percent of the site WQCV, and the pond outlet structure is designed to release the 100-year volume at the site’s 2-year historic runoff rate of 1.97 cfs. The raingarden outfall is designed to release to the detention pond outlet structure via an underdrain system. Raingarden outfall calculations can be found in Appendix A. 6.0 References Drainage Criteria Manual, Volumes 1, 2, & 3, Urban Drainage and Flood Control District, Volumes 1 & 2 – Originally Published September 1969, updated January 2016; Volume 3 – Originally Published September 1992, updated November 2010 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual dated December 2011 6 | P a g e APPENDIX A HYDROLOGIC CALCULATIONS 7 | P a g e APPENDIX B HYDRAULIC CALCULATIONS 100 Year This is to convert % imp. to a C value 100-year (must insert % imp. and C pervious). ft3 acre-ft. 'C' value 0.662 16729.8 0.384 'C' * 1.25 0.83 Area 2.77 acres Modified Modified Release Rate 1.97 M. FATER D. JUDISH C. LI May-95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 22.81 6842.142 591.0 6251.1 0.1435 10 600 7.720 17.70 10617.35 1182.0 9435.4 0.2166 15 900 6.520 14.94 13450.48 1773.0 11677.5 0.2681 20 1200 5.600 12.84 15403.42 2364.0 13039.4 0.2993 25 1500 4.980 11.42 17122.55 2955.0 14167.5 0.3252 30 1800 4.520 10.36 18649.14 3546.0 15103.1 0.3467 35 2100 4.080 9.35 19639.36 4137.0 15502.4 0.3559 40 2400 3.740 8.57 20574.56 4728.0 15846.6 0.3638 45 2700 3.460 7.93 21413.5 5319.0 16094.5 0.3695 50 3000 3.230 7.40 22211.18 5910.0 16301.2 0.3742 55 3300 3.030 6.95 22919.46 6501.0 16418.5 0.3769 60 3600 2.860 6.56 23600.23 7092.0 16508.2 0.3790 65 3900 2.720 6.23 24315.39 7683.0 16632.4 0.3818 70 4200 2.590 5.94 24934.28 8274.0 16660.3 0.3825 75 4500 2.480 5.68 25580.67 8865.0 16715.7 0.3837 80 4800 2.380 5.46 26185.81 9456.0 16729.8 0.3841 85 5100 2.290 5.25 26770.31 10047.0 16723.3 0.3839 90 5400 2.210 5.07 27354.82 10638.0 16716.8 0.3838 95 5700 2.130 4.88 27829.3 11229.0 16600.3 0.3811 100 6000 2.060 4.72 28331.28 11820.0 16511.3 0.3790 105 6300 2.000 4.58 28881.41 12411.0 16470.4 0.3781 110 6600 1.940 4.45 29349.01 13002.0 16347.0 0.3753 115 6900 1.890 4.33 29892.25 13593.0 16299.3 0.3742 120 7200 1.840 4.22 30366.73 14184.0 16182.7 0.3715 Required detention Page 1 Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 9 0.000 Selected BMP Type = EDB 4942.3 -- 0.10 -- -- -- 106 0.002 6 0.000 Watershed Area = 2.77 acres 4942.4 -- 0.20 -- -- -- 300 0.007 23 0.001 Watershed Length = 600 ft 4942.5 -- 0.30 -- -- -- 2,387 0.055 137 0.003 Watershed Slope = 0.012 ft/ft 4942.6 -- 0.40 -- -- -- 2,832 0.065 393 0.009 Watershed Imperviousness = 66.2% percent 4942.7 -- 0.50 -- -- -- 3,319 0.076 696 0.016 Percentage Hydrologic Soil Group A = 0.0% percent 4942.8 -- 0.60 -- -- -- 3,829 0.088 1,048 0.024 Percentage Hydrologic Soil Group B = 2.7% percent 4942.9 -- 0.70 -- -- -- 4,343 0.100 1,451 0.033 Percentage Hydrologic Soil Groups C/D = 97.3% percent 4943 -- 0.80 -- -- -- 4,862 0.112 1,907 0.044 Desired WQCV Drain Time = 40.0 hours 4943.1 -- 0.90 -- -- -- 5,429 0.125 2,415 0.055 Location for 1-hr Rainfall Depths = User Input 4943.2 -- 1.00 -- -- -- 6,065 0.139 2,984 0.068 Water Quality Capture Volume (WQCV) = 0.060 acre-feet 4943.3 -- 1.10 -- -- -- 6,769 0.155 3,619 0.083 Excess Urban Runoff Volume (EURV) = 0.178 acre-feet 4943.4 -- 1.20 -- -- -- 7,541 0.173 4,326 0.099 2-yr Runoff Volume (P1 = 0.82 in.) = 0.117 acre-feet 0.82 inches 4943.5 -- 1.30 -- -- -- 8,386 0.193 5,114 0.117 5-yr Runoff Volume (P1 = 0 in.) = 0.000 acre-feet inches 4943.6 -- 1.40 -- -- -- 9,229 0.212 5,987 0.137 10-yr Runoff Volume (P1 = 1.4 in.) = 0.234 acre-feet 1.40 inches 4943.7 -- 1.50 -- -- -- 9,976 0.229 6,939 0.159 25-yr Runoff Volume (P1 = 0 in.) = 0.000 acre-feet inches 4943.8 -- 1.60 -- -- -- 10,678 0.245 7,965 0.183 50-yr Runoff Volume (P1 = 0 in.) = 0.000 acre-feet inches 4943.9 -- 1.70 -- -- -- 11,374 0.261 9,061 0.208 100-yr Runoff Volume (P1 = 2.86 in.) = 0.582 acre-feet 2.86 inches 4944 -- 1.80 -- -- -- 12,070 0.277 10,226 0.235 500-yr Runoff Volume (P1 = 0 in.) = 0.000 acre-feet inches 4944.1 -- 1.90 -- -- -- 12,785 0.293 11,462 0.263 Approximate 2-yr Detention Volume = 0.109 acre-feet 4944.2 -- 2.00 -- -- -- 13,464 0.309 12,767 0.293 Approximate 5-yr Detention Volume = 0.000 acre-feet 4944.3 -- 2.10 -- -- -- 14,055 0.323 14,277 0.328 Approximate 10-yr Detention Volume = 0.205 acre-feet 4944.4 -- 2.20 -- -- -- 14,612 0.335 15,711 0.361 Approximate 25-yr Detention Volume = 0.000 acre-feet 4944.5 -- 2.30 -- -- -- 15,151 0.348 17,199 0.395 Approximate 50-yr Detention Volume = 0.000 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.348 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (100-year) = 0.348 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 0.348 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft^2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (100-year) 2.17 0.348 Rectangular Orifice Zone 2 Zone 3 0.348 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = N/A ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft2 Depth at top of Zone using Orifice Plate = N/A ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = N/A inches Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) N/A N/A N/A N/A N/A N/A N/A N/A Orifice Area (sq. inches) N/A N/A N/A N/A N/A N/A N/A N/A User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Zone 1 Rectangular Not Selected Zone 1 Rectangular Not Selected Invert of Vertical Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.25 ft2 Depth at top of Zone using Vertical Orifice = 2.17 ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.13 feet Vertical Orifice Height = 3.00 inches Vertical Orifice Width = 12.00 inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = 2.17 ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 2.17 feet Overflow Weir Front Edge Length = 2.92 feet Over Flow Weir Slope Length = 2.92 feet Overflow Weir Slope = 0.00 H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 4.86 should be > 4 Horiz. Length of Weir Sides = 2.92 feet Overflow Grate Open Area w/o Debris = 5.97 ft2 Overflow Grate Open Area % = 70% %, grate open area/total area Overflow Grate Open Area w/ Debris = 2.98 ft2 Debris Clogging % = 50% % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = 1.86 ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.23 ft2 Circular Orifice Diameter = 15.00 inches Outlet Orifice Centroid = 0.63 feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 2.30 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.64 feet Spillway Crest Length = 3.00 feet Stage at Top of Freeboard = 3.94 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.35 acres Freeboard above Max Water Surface = 1.00 feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.82 0.00 1.40 0.00 0.00 2.86 0.00 Calculated Runoff Volume (acre-ft) = 0.060 0.178 0.117 0.000 0.234 0.000 0.000 0.582 0.000 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.059 0.177 0.117 #N/A 0.233 #N/A #N/A 0.581 #N/A Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.00 0.21 0.00 0.00 1.23 0.00 Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.0 0.6 0.0 0.0 3.4 0.0 Peak Inflow Q (cfs) = 0.8 2.4 1.6 #N/A 3.2 #N/A #N/A 7.9 #N/A Peak Outflow Q (cfs) = 0.6 1.1 0.9 #N/A 1.246 #N/A #N/A 1.85 #N/A Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A #N/A 2.2 #N/A #N/A 0.5 #N/A Structure Controlling Flow = Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 #N/A Vertical Orifice 1 #N/A #N/A Overflow Grate 1 #N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A #N/A N/A #N/A #N/A 0.0 #N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A #N/A N/A #N/A #N/A N/A #N/A COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 1 3 1 Count_WQPlate = 0 0.1(4diameter = 7/16 inch) Count_VertOrifice1 = 1 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.2(4diameter = 9/16 inch) 2 1 5yr, <72hr #N/A 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr #N/A 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 38 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 68 Slope 0.012 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch) EURV 97 Shape 2.98 MaxPondDepth_Error? FALSE 0.(67 diameter = 15/16 inch) 5 Year #N/A Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 120 Spillway Depth (diameter 0.86 = 1-1/16 inches) 25 Year #N/A 0.64 WQ Plate Flow at 100yr depth = 0.00 (0.diameter 97 = 1-1/8 inches) 50 Year #N/A CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 221 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year #N/A 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 1 1 2 Overflow Weir #2 Angle = (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 2 0 Max Depth VertOrifice1 Q at 100yr depth = 1.73 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 2 0 Freeboard EURV_draintime_user = (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs #N/A (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) 1 Button_Trigger 0 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 0 EURV-WQCV VertOrifice 0 Outlet 90% Qpeak 0 Outlet Undetained S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 0 1 2 3 4 5 6 7 8 9 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK #N/A WORKBOOK #N/A #N/A WORKBOOK #N/A Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 6.14 min 0:00:00 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 0:06:08 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A Hydrograph 0:12:17 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A Constant 0:18:25 0.04 0.11 0.07 #N/A 0.14 #N/A #N/A 0.35 #N/A 0.814 0:24:34 0.10 0.30 0.20 #N/A 0.39 #N/A #N/A 0.94 #N/A 0:30:42 0.26 0.76 0.50 #N/A 0.99 #N/A #N/A 2.41 #N/A 0:36:50 0.71 2.09 1.39 #N/A 2.72 #N/A #N/A 6.63 #N/A 0:42:59 0.82 2.44 1.61 #N/A 3.19 #N/A #N/A 7.86 #N/A 0:49:07 0.78 2.32 1.53 #N/A 3.03 #N/A #N/A 7.50 #N/A 0:55:16 0.71 2.11 1.39 #N/A 2.76 #N/A #N/A 6.83 #N/A 1:01:24 0.62 1.87 1.23 #N/A 2.45 #N/A #N/A 6.09 #N/A 1:07:32 0.53 1.60 1.05 #N/A 2.10 #N/A #N/A 5.26 #N/A 1:13:41 0.46 1.40 0.92 #N/A 1.84 #N/A #N/A 4.58 #N/A 1:19:49 0.42 1.26 0.83 #N/A 1.66 #N/A #N/A 4.15 #N/A 1:25:58 0.34 1.03 0.67 #N/A 1.36 #N/A #N/A 3.42 #N/A 1:32:06 0.27 0.83 0.54 #N/A 1.10 #N/A #N/A 2.79 #N/A 1:38:14 0.20 0.63 0.40 #N/A 0.83 #N/A #N/A 2.15 #N/A 1:44:23 0.14 0.45 0.29 #N/A 0.61 #N/A #N/A 1.60 #N/A 1:50:31 0.10 0.33 0.21 #N/A 0.44 #N/A #N/A 1.16 #N/A 1:56:40 0.08 0.26 0.17 #N/A 0.35 #N/A #N/A 0.90 #N/A 2:02:48 0.07 0.22 0.14 #N/A 0.29 #N/A #N/A 0.74 #N/A 2:08:56 0.06 0.19 0.12 #N/A 0.24 #N/A #N/A 0.63 #N/A 2:15:05 0.05 0.16 0.11 #N/A 0.22 #N/A #N/A 0.55 #N/A 2:21:13 0.05 0.15 0.10 #N/A 0.19 #N/A #N/A 0.50 #N/A 2:27:22 0.04 0.14 0.09 #N/A 0.18 #N/A #N/A 0.46 #N/A 2:33:30 0.03 0.10 0.07 #N/A 0.13 #N/A #N/A 0.34 #N/A 2:39:38 0.02 0.07 0.05 #N/A 0.10 #N/A #N/A 0.25 #N/A 2:45:47 0.02 0.05 0.03 #N/A 0.07 #N/A #N/A 0.18 #N/A 2:51:55 0.01 0.04 0.03 #N/A 0.05 #N/A #N/A 0.13 #N/A 2:58:04 0.01 0.03 0.02 #N/A 0.04 #N/A #N/A 0.09 #N/A 3:04:12 0.01 0.02 0.01 #N/A 0.03 #N/A #N/A 0.07 #N/A 3:10:20 0.00 0.01 0.01 #N/A 0.02 #N/A #N/A 0.05 #N/A 3:16:29 0.00 0.01 0.01 #N/A 0.01 #N/A #N/A 0.03 #N/A 3:22:37 0.00 0.00 0.00 #N/A 0.01 #N/A #N/A 0.02 #N/A 3:28:46 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.01 #N/A 3:34:54 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 3:41:02 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 3:47:11 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 3:53:19 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 3:59:28 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:05:36 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:11:44 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:17:53 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:24:01 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:30:10 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:36:18 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:42:26 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:48:35 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 4:54:43 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:00:52 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:07:00 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:13:08 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:19:17 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:25:25 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:31:34 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 66.2 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.662 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 120,802 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 2,084.7 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12.0 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1599 sq ft D) Actual Flat Surface Area AActual = 1778 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2588 sq ft F) Rain Garden Total Volume VT= 2,183 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 2,085 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1 in Design Procedure Form: Rain Garden (RG) Mark Gibbs Olsson Assocaites September 4, 2018 Spirit at the River Hotel (017-0150) Fort Collins, CO UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Rain Garden Calcs, RG 9/4/2018, 10:16 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Mark Gibbs Olsson Assocaites September 4, 2018 Spirit at the River Hotel (017-0150) Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO Rain Garden Calcs, RG 9/4/2018, 10:16 AM 8" 3" 8" 8" FIRE LINE SHOWN FOR REFERENCE ONLY 3" DOMESTIC WATER TAP RE: CIVIL FOR CONT. 8"W RE: CIVIL FOR CONTINUATION GR GR 4"GR OUT TO WARMING KITCHEN WASTE BELOW SLAB WASTE BELOW SLAB SD SD SD STR 157 ELEC. 118 DEN 116 FITNESS 120 POOL EQUIP. 124A POOL 124 MEN 118A WOMEN 118B GUEST LAUNDRY 122 STR 149 WASTE UP TO FLOOR CLEANOUT ABOVE MG 2" 14"WC GAS RE: CIVIL FOR CONTINUATION 3"CW UP THROUGH SLAB 8" FIRE UP THROUGH SLAB SHOWN FOR REF. ONLY 3" 8" WASTE UP TO FLOOR CLEANOUT ABOVE 8"W UP TO 8"FLOOR SINK 4" 4"WASTE RISER UP TO GARAGE CEILING SPACE 8" 6" 6" SN Element X Coordinate Y Coordinate Invert Ground/Rim Ground/Rim Initial Surcharge Minimum Peak Peak Maximum Maximum Minimum Average Average Time of ID Elevation (Max) (Max) Water Elevation Pipe Cover Inflow Lateral HGL HGL Freeboard HGL HGL Maximum Elevation Offset Elevation Inflow Elevation Depth Attained Elevation Depth HGL Attained Attained Attained Attained Occurrence (ft) (ft) (ft) (ft) (ft) (inches) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (days hh:mm) 1 AI-300 3120847.26 1457322.12 4945.08 4947.35 2.27 4945.08 4947.35 17.23 1.00 0.10 4945.62 0.54 1.73 4945.58 0.50 0 00:05 2 AI-420 3120863.26 1457397.62 4946.41 4949.98 3.57 4946.41 4949.98 36.87 1.49 0.57 4949.50 3.09 0.47 4946.58 0.17 0 00:05 3 AI-421 3120835.42 1457439.99 4947.33 4950.98 3.65 4947.33 4950.98 37.81 0.97 0.97 4950.98 3.65 0.00 4947.50 0.17 0 00:03 4 BEND-100 3120690.57 1457225.12 4943.50 4945.21 1.71 4943.50 4945.21 12.52 0.70 0.00 4944.22 0.72 1.00 4943.92 0.42 0 00:09 5 BEND-101 3120690.57 1457492.28 4949.90 4951.27 1.37 4949.90 4951.27 12.40 0.25 0.00 4950.13 0.23 1.14 4950.12 0.22 0 00:01 6 BEND-301 3120803.81 1457182.72 4943.23 4945.29 2.06 4943.23 4945.29 14.71 1.09 0.00 4944.59 1.36 0.70 4943.82 0.59 0 00:05 7 BEND-302 3120864.10 1457222.34 4943.88 4945.94 2.06 4943.88 4945.94 14.73 1.00 0.00 4944.55 0.67 1.39 4944.26 0.38 0 00:07 8 BEND-303 3120875.08 1457275.42 4944.37 4946.44 2.07 4944.37 4946.44 14.88 0.99 0.00 4944.81 0.44 1.63 4944.77 0.40 0 00:05 9 BEND-304 3120875.08 1457298.52 4944.57 4946.76 2.18 4944.57 4946.76 16.20 1.00 0.00 4945.07 0.50 1.69 4945.03 0.46 0 00:05 10 BEND-305 3120851.48 1457322.12 4945.03 4947.06 2.03 4945.03 4947.06 14.41 1.00 0.00 4945.44 0.41 1.61 4945.41 0.38 0 00:05 11 BEND-306 3120789.30 1457346.67 4946.89 4947.98 1.10 4946.89 4947.98 7.18 0.08 0.00 4946.97 0.08 1.01 4946.97 0.08 0 00:01 12 BEND-310 3120781.14 1457322.12 4945.58 4946.73 1.15 4945.58 4946.73 3.81 0.34 0.00 4946.03 0.45 0.70 4946.02 0.44 0 00:59 13 BEND-401 3120805.70 1457180.38 4943.09 4945.16 2.07 4943.09 4945.16 14.85 1.90 0.00 4944.81 1.72 0.35 4943.77 0.68 0 00:04 14 BEND-402 3120866.78 1457220.52 4943.45 4945.46 2.00 4943.45 4945.46 14.03 1.97 0.00 4945.46 2.01 0.00 4943.98 0.53 0 00:04 15 BEND-403 3120922.00 1457563.47 4947.71 4949.08 1.37 4947.71 4949.08 12.40 0.07 0.00 4947.84 0.13 1.24 4947.83 0.12 0 00:03 16 BEND-404 3120922.00 1457487.38 4946.78 4948.18 1.39 4946.78 4948.18 12.72 0.07 0.00 4946.90 0.12 1.27 4946.90 0.12 0 00:05 17 BEND-410 3120874.66 1457469.23 4948.55 4950.09 1.54 4948.55 4950.09 12.45 0.72 0.00 4948.84 0.29 1.25 4948.84 0.29 0 00:00 18 CI-601 3120821.55 1457180.43 4943.79 4945.59 1.81 4943.79 4945.59 6.68 11.67 11.67 4945.59 1.80 0.00 4944.02 0.23 0 00:04 19 OS-1 3120697.83 1457085.88 4940.34 4944.37 4.03 4940.34 4944.37 33.42 0.00 0.00 4940.34 0.00 4.03 4940.34 0.00 0 00:00 20 RD-100 3120718.28 1457413.28 4950.77 4952.40 1.62 4950.77 4952.40 13.48 0.43 0.43 4950.95 0.18 1.44 4950.95 0.18 0 00:01 21 RD-101 3120715.66 1457492.28 4951.13 4952.49 1.37 4951.13 4952.49 12.40 0.23 0.23 4951.34 0.21 1.16 4951.31 0.18 0 00:00 22 RD-200 3120783.54 1457230.01 4943.50 4946.94 3.44 4943.50 4946.94 33.28 0.33 0.33 4946.83 3.33 0.11 4943.81 0.31 0 00:05 23 RD-300 3120818.71 1457322.12 4945.47 4947.35 1.88 4945.47 4947.35 12.55 0.90 0.31 4945.87 0.40 1.48 4945.87 0.40 0 01:00 24 RD-301 3120789.30 1457343.33 4946.58 4948.92 2.34 4946.58 4948.92 22.08 0.32 0.24 4946.77 0.19 2.15 4946.76 0.18 0 00:00 25 RD-302 3120786.30 1457346.67 4947.16 4949.04 1.88 4947.16 4949.04 16.58 0.08 0.08 4947.26 0.10 1.78 4947.25 0.09 0 00:00 26 RD-310 3120781.14 1457321.53 4945.58 4948.72 3.13 4945.58 4948.72 27.60 0.27 0.27 4946.04 0.46 2.67 4946.04 0.46 0 00:59 27 RD-400 3120775.27 1457563.47 4950.72 4951.91 1.19 4950.72 4951.91 10.28 0.06 0.06 4950.83 0.11 1.08 4950.82 0.10 0 00:01 28 RD-410 3120824.54 1457469.23 4950.35 4951.89 1.54 4950.35 4951.89 12.45 0.28 0.28 4950.53 0.18 1.35 4950.52 0.17 0 00:00 29 RD-411 3120857.35 1457472.98 4950.07 4952.11 2.04 4950.07 4952.11 18.42 0.38 0.38 4950.29 0.22 1.81 4950.24 0.17 0 00:00 30 REDUCER-100 3120690.57 1457417.15 4948.10 4949.81 1.71 4948.10 4949.81 12.53 0.24 0.00 4948.35 0.25 1.47 4948.34 0.24 0 00:01 31 REDUCER-200 3120783.54 1457179.11 4943.04 4945.09 2.05 4943.04 4945.09 12.60 0.38 0.00 4944.60 1.56 0.49 4943.75 0.71 0 00:05 32 REDUCER-400 3120917.80 1457467.08 4946.53 4948.44 1.91 4946.53 4948.44 12.96 0.17 0.00 4946.78 0.25 1.66 4946.77 0.24 0 00:01 33 TEE-100 3120690.57 1457413.28 4948.01 4949.17 1.16 4948.01 4949.17 5.90 0.66 0.00 4948.29 0.28 0.88 4948.27 0.26 0 00:01 34 TEE-300 3120789.31 1457322.12 4945.55 4947.43 1.88 4945.55 4947.43 12.55 0.59 0.00 4946.01 0.46 1.42 4946.01 0.46 0 01:00 35 TEE-401 3120916.46 1457460.58 4946.45 4948.36 1.92 4946.45 4948.36 12.99 0.72 0.00 4946.78 0.33 1.59 4946.77 0.32 0 00:01 36 TEE-410 3120857.35 1457469.23 4949.33 4950.87 1.54 4949.33 4950.87 12.45 0.69 0.00 4949.69 0.36 1.17 4949.65 0.32 0 00:00 37 TEE-411 3120901.78 1457389.65 4945.56 4947.54 1.97 4945.56 4947.54 13.67 2.21 0.00 4946.40 0.84 1.14 4945.89 0.33 0 00:06 38 WYE-200 3120783.54 1457158.56 4942.85 4944.90 2.05 4942.85 4944.90 12.60 3.11 0.00 4944.38 1.53 0.52 4943.68 0.83 0 00:05 39 WYE-201 3120783.54 1457162.77 4942.89 4944.95 2.06 4942.89 4944.95 12.75 1.48 0.00 4944.39 1.50 0.56 4943.74 0.85 0 00:05 40 WYE-202 3120783.54 1457132.15 4942.61 4944.66 2.05 4942.61 4944.66 12.60 3.68 0.00 4943.87 1.26 0.79 4943.49 0.88 0 00:05 SSA 100 YEAR STORM RESULTS + ,-./0.12345. 637101893- + ,-./0.12345. 637101893- Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.140 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 = 26.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.024 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 = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SPIRIT AT THE RIVER CI-601 UD-Inlet_v4.05 (1).xlsm, CI-601 12/12/2018, 2:21 PM 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 = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.9 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 = 0.33 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 0.84 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.93 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 = 10.5 22.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.8 17.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05 (1).xlsm, CI-601 12/12/2018, 2:21 PM Project Description Solve For Headwater Elevation Input Data Discharge 6.60 ft³/s Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Crest Surface Type Gravel Crest Breadth 60.00 ft Crest Length 22.00 ft Results Headwater Elevation 0.24 ft Headwater Height Above Crest 0.24 ft Tailwater Height Above Crest 0.00 ft Weir Coefficient 2.60 US Submergence Factor 1.00 Adjusted Weir Coefficient 2.60 US Flow Area 5.21 ft² Velocity 1.27 ft/s Wetted Perimeter 22.47 ft Top Width 22.00 ft Spillway Calculation 7/23/2018 1:00:06 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.010 Channel Slope 1.79000 % Diameter 15.00 in Discharge 11.96 ft³/s Results Normal Depth 1.12 ft Flow Area 1.16 ft² Wetted Perimeter 3.11 ft Hydraulic Radius 0.37 ft Top Width 0.76 ft Critical Depth 1.22 ft Percent Full 89.7 % Critical Slope 0.01793 ft/ft Velocity 10.30 ft/s Velocity Head 1.65 ft Specific Energy 2.77 ft Froude Number 1.47 Maximum Discharge 12.09 ft³/s Discharge Full 11.23 ft³/s Slope Full 0.02029 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 89.74 % Downstream Velocity Infinity ft/s STRM-600 100-YR FLOW CALCULATION 9/4/2018 10:14:19 AM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.12 ft Critical Depth 1.22 ft Channel Slope 1.79000 % Critical Slope 0.01793 ft/ft STRM-600 100-YR FLOW CALCULATION 9/4/2018 10:14:19 AM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1880 Fall River Drive Suite 200 Loveland, CO 80538 TEL 970.461.7733 8 | P a g e APPENDIX C REFERENCED INFORMATION TEL 970.431.7733 Loveland, CO 80538 Suite 160 5285 McWhinney Boulevard R 1880 Fall River Drive Vicinity Map Lincoln Ave Suite 200 Site SITE 9 Custom Soil Resource Report Soil Map 4492850 4492880 4492910 4492940 4492970 4493000 4493030 4493060 4493090 4493120 4492850 4492880 4492910 4492940 4492970 4493000 4493030 4493060 4493090 4493120 494370 494400 494430 494460 494490 494520 494550 494370 494400 494430 494460 494490 494520 494550 40° 35' 20'' N 105° 4' 0'' W 40° 35' 20'' N 105° 3' 51'' W 40° 35' 10'' N 105° 4' 0'' W 40° 35' 10'' N 105° 3' 51'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,410 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 64 Loveland clay loam, 0 to 1 percent slopes 4.0 97.3% 105 Table Mountain loam, 0 to 1 percent slopes 0.1 2.7% Totals for Area of Interest 4.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 64—Loveland clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpx9 Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Loveland and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Loveland Setting Landform: Flood plains, stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile H1 - 0 to 15 inches: clay loam H2 - 15 to 32 inches: clay loam, silty clay loam, loam H2 - 15 to 32 inches: very gravelly sand, gravelly sand, gravelly coarse sand H2 - 15 to 32 inches: H3 - 32 to 60 inches: H3 - 32 to 60 inches: H3 - 32 to 60 inches: Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: Occasional Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 16.7 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Poudre Percent of map unit: 5 percent Hydric soil rating: No Aquolls Percent of map unit: 5 percent Landform: Swales Hydric soil rating: Yes 105—Table Mountain loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpty Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Table mountain and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Table Mountain Setting Landform: Flood plains, stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile H1 - 0 to 36 inches: loam H2 - 36 to 60 inches: silt loam, clay loam, loam H2 - 36 to 60 inches: H2 - 36 to 60 inches: Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Custom Soil Resource Report 14 Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 5.0 Available water storage in profile: Very high (about 18.0 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: Overflow (R049XY036CO) Hydric soil rating: No Minor Components Caruso Percent of map unit: 7 percent Hydric soil rating: No Fluvaquentic haplustolls Percent of map unit: 4 percent Landform: Terraces Hydric soil rating: Yes Paoli Percent of map unit: 4 percent Hydric soil rating: No Custom Soil Resource Report 15 4,514 752.3 FCMaps 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. City of Fort Collins - GIS 572.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere 0 286.00 572.0 Feet Notes Legend 3,430 FEMA Floodplain FEMA High Risk - Floodway FEMA High Risk - 100 Year FEMA Moderate Risk - 100 / 500 Year FEMA Map Panel City Floodplains City High Risk - Floodway City High Risk - 100 Year City Moderate Risk - 100 Year City Limits Project Site RAINFALL INTENSITY-DURATION-FREQUENCY CURVE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 STORM DURATION (minutes) RAINFALL INTENSITY (inches/hour) 2-Year Storm 10-Year Storm 100-Year Storm Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves Runoff Chapter 6 6-8 Urban Drainage and Flood Control District January 2016 Urban Storm Drainage Criteria Manual Volume 1 Table 6-3. Recommended percentage imperviousness values Land Use or Percentage Imperviousness Surface Characteristics (%) Business: Downtown Areas 95 Suburban Areas 75 Residential: Single-family 2.5 acres or larger 12 0.75 – 2.5 acres 20 0.25 – 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 E LINCOLN AVE 0.64 C 0.36 0.45 0.65 B 0.16 0.20 0.80 A 0.95 1.00 1.32 D 0.81 1.00 LEGEND EXISTING PROPOSED PROPERTY LINE FLOWLINE BACK OF CURB EASEMENT SETBACK LINE MAJOR CONTOURS MINOR CONTOURS GRADE BREAK ROADWAY CENTERLINE BASIS OF BEARINGS (RECORD): SOUTH 09° 06' 15" WEST ALONG THE EAST LINE OF LOT 1, BALDWIN MINOR SUBDIVISION, SAID EAST LINE MONUMENTED AT THE NORTHEAST CORNER OF SAID LOT 1 BY A 5/8 INCH REBAR WITH A GREEN CAP MARKED "PLS 38430" AND AT THE SOUTHEAST CORNER OF SAID LOT 1 BY A FOUND 1/2 INCH REBAR WITH A CAP MARKED "PLS 14823" (NOW UPGRADED AND RESET WITH A 5/8 REBAR WITH A GREEN CAP MARKED "PLS 38430", HAVING A GROUND DISTANCE OF 773.39 FEET, AS SHOWN ON THE RECORDED PLAT OF SAID BALDWIN MINOR SUBDIVISION. BASIS OF BEARING BENCHMARKS BASIN PARAMETERS REVISIONS NO. REV. DATE REVISIONS DESCRIPTION project no.: approved by: checked by: drawn by: drawing no.: QA/QC by: date: SHEET TEL 970.461.7733 www.olssonassociates.com 5285 McWhinney Boulevard, Suite 160 Loveland, CO 80538 OLSSON ASSOCIATES ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. NOTE THIS DOCUMENT HAS BEEN RELEASED BY OLSSON ASSOCIATES ONLY FOR REVIEW BY REGULATORY AGENCIES AND OTHER PROFESSIONALS, AND IS SUBJECT TO CHANGE. THIS DOCUMENT IS NOT TO BE USED FOR CONSTRUCTION. CALL 811 SEVENTY-TWO HOURS PRIOR TO DIGGING, GRADING OR EXCAVATING FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES R CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: DATE DATE DATE DATE DATE DATE CITY ENGINEER WATER AND WASTEWATER UTILITY STORMWATER UTILITY PARKS AND RECREATION TRAFFIC ENGINEER ENVIRONMENTAL PLANNER DRAINAGE BASIN MAP FORT COLLINS, CO 2019 03-27-2019 017-0150 SPIRIT AT THE RIVER HOTEL MM C_DRN_70150.dwg MM MG A PRELIMINARY DESIGN PLANS MG NOTES accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 12, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 !" ##7: $ 1;32<%&'( =56!()* > "! ! ???@@@?A? B? ? ??E@@@C? D? ?? E@E@E@A? B? C? E@A@A@D? ?A? ? ?@?? ?@?F ?@E? ?@EF ?@A? ?@AF ?@G? ?@GF ?@B? ?@BF ?@F? ?@FF ?@C? ?@CF ?@H? ?@HF ?@D? ?@DF ?@I? ?@IF E@?? E@?F E@E? JKLKMNOPQRMSTU VWKXQRSOU YPZ[LZKTOQE?\Q][^WQ_`KOWQabZWOQJKLKMNOPQJcK`O !" ##7: $ 1;32<%&'( =56!()* > "! ! ????@@@@?A? B? C? ? ????@@@@D? E? F? G? ??A@A@@@H? I? ?A? ? A@B? ?@?? ?@?E ?@A? ?@AE ?@B? ?@BE ?@C? ?@CE ?@D? ?@DE ?@E? ?@EE ?@F? ?@FE ?@G? ?@GE ?@H? ?@HE ?@I? ?@IE A@?? A@?E A@A? JKLKMNOPQRMSTU VWKXQRSOU YPZ[LZKTOQH\Q][^WQ_`KOWQabZWOQJKLKMNOPQJcK`O 8" 6" 6" SD SD 1 1 2 2 3 3 3 2 1 M L K I H G E D C B NN OO PP QQ RR SS 3.3 3.7 4.7 5.7 5.8 6.3 J 7.3 8.3 9.3 11.3 12.3 12.7 13.7 15.315.5 15.6 15.7 16.7 17.718.3 A 7' - 10" 12' - 10" 1 2 3 1 2 3 2" GI-1 2500 GALLON 7'-10"x12'-10"x6' DEEP APPROX. T.O.P APPROX. B.O.P APPROX. T.O.P APPROX. B.O.P APPROX. T.O.P APPROX. B.O.P 91' - 2 7/8" 90' - 6 1/4" APPROX. T.O.P APPROX. B.O.P 93' - 9 9/32" 93' - 2 21/32" APPROX. T.O.P APPROX. B.O.P APPROX. T.O.P APPROX. B.O.P APPROX. T.O.P APPROX. B.O.P FOOD PREP. 108 GR 96' - 10 31/32" 96' - 6 15/32" APPROX. T.O.P APPROX. B.O.P 4" 4" 4"GR RE: CIVIL FOR CONTINUATION 6" 170 GPM 1 6" 2 SD 3 124 GPM 3" 29 GPM 2 3 SD 3 2 1 1 193 GPM 103 GPM 4" 4" 107 GPM 1 3 2 122 GPM 6" 6" 141 GPM 6" SD 149 GPM 90' - 10 13/32" 90' - 3 25/32" 93' - 7 3/16" 93' - 0 9/16" 98' - 3 7/8" 97' - 11 3/8" 99' - 0 1/32" 98' - 7 17/32" APPROX. T.O.P APPROX. B.O.P 98' - 9 29/32" 98' - 3 9/32" 6" 98' - 6 1/8" 98' - 2 5/8" 98' - 4 13/16" 97' - 10 3/16" APPROX. T.O.P APPROX. B.O.P 98' - 0 7/8" 98' - 0 7/8" 1 3" 35 GPM ARCHITECT'S PROJECT NUMBER COPYRIGHT © 2013 PAUL T. BERGNER, AIA, ARCHITECT, PC/ALL RIGHTS RESERVED SHEET NUMBER SHEET TITLE CURRENT PHASE ISSUE DATE THESE DRAWINGS ARE INCOMPLETE AND ARE INTENDED FOR CONVEYING DESIGN SYSTEM CONCEPTS. ANY PRICING OR BUDGETING PERFORMED WITH THESE DRAWINGS MUST CARRY A CONTINGENCY TO COVER WHAT ITEMS MAY CHANGE OR BE ADDED AS THE DESIGN PROCESS IS COMPLETED. WILLCO XIV LLLP 4100 Wadsworth Blvd. Wheat Ridge, CO 80033 p. 303.985.3260 7/25/2018 2:00:03 PM P101 PLUMBING OVERALL - SLAB PLAN WASTE/VENT/WATER/GAS STAYBRIDGE SUITES 301 EAST LINCOLN AVE. FORT COLLINS, CO Project Number CD PROGRESS 06.01.2018 3/32" = 1'-0" 1 SLAB/PODIUM PLAN - LEVEL 1 WASTE/VENT/WATER/GAS SHEET NOTES: 1. SD UP TO FLOOR ABOVE. 2. SD UP TO GCO ABOVE. 3. RE: CIVIL FOR CONTINUATION. No. Description Date 5401 SF 3942 SF 660 SF 3304 SF 6173 SF 4774 SF 4511 SF 3430 SF 3894 SF 1096 SF 37,185 SF TOTAL SQUARE FOOTAGE TAKE OF OF OVERALL ROOF 27, 366 SF .2383 CFS .0780 CFS .2718 CFS .3141 CFS .3319 CFS .2763 CFS .3788 CFS .0646 CFS .2294 CFS .4300 CFS 5:37:42 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:43:50 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:49:59 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 5:56:07 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:02:16 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:08:24 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:14:32 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:20:41 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:26:49 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:32:58 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:39:06 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:45:14 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:51:23 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 6:57:31 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 7:03:40 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 7:09:48 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 7:15:56 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A 7:22:05 0.00 0.00 0.00 #N/A 0.00 #N/A #N/A 0.00 #N/A UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 0.00 0.50 1.00 1.50 2.00 2.50 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Time to Drain 97% of Inflow Volume (hours) = 2 3 2 #N/A 3 #N/A #N/A 5 #N/A Time to Drain 99% of Inflow Volume (hours) = 2 3 2 #N/A 3 #N/A #N/A 5 #N/A Maximum Ponding Depth (ft) = 0.38 0.97 0.68 #N/A 1.20 #N/A #N/A 2.20 #N/A Area at Maximum Ponding Depth (acres) = 0.06 0.13 0.10 #N/A 0.17 #N/A #N/A 0.33 #N/A Maximum Volume Stored (acre-ft) = 0.008 0.064 0.031 #N/A 0.099 #N/A #N/A 0.357 #N/A Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft^2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft^3 -- -- -- -- Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft^2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft^2) Width (ft) UD-Detention, Version 3.07 (February 2017) Volume (ft^3) Volume (ac-ft) Area (acre) Optional User Override 1-hr Precipitation WQCV not provided! Example Zone Configuration (Retention Pond) UD-Detention, Basin 9/4/2018, 9:22 AM