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Reports - Drainage - 01/22/2025
FINAL DRAINAGE REPORT FOR PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE Prepared For: OLD TOWN DESIGN BUILD INC. 210 E. OAK STREET, SUITE B FORT COLLINS, COLORADO 80524 Karen Ramsey (970) 666-0016 January 22" 2025 Project No. 39838.00 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 1 A Fort Collins, CO 80525 Pickleball Facility at 4400 Innovation Drive Final Drainage Report TABLE OF CONTENTS TABLE OF CONTENTS.........................................................................................................................ii APPENDIX..................................................................................................................................... iii Engineer's Certification Block........................................................................................................... iv GENERAL DESCRIPTION AND LOCATION..........................................................................................18 LOCATION ...................................................................................................................................18 DESCRIPTION OF PROPERTY ........................................................................................................18 MASTER DRAINAGE BASIN DESCRIPTION.....................................................................................18 FLOODPLAIN SUBMITTAL REQUIREMENTS...................................................................................18 DRAINAGE BASINS AND SUB-BASINS...............................................................................................19 MAJOR BASINS AND SUB-BASINS.................................................................................................19 EXISTING SUB-BASIN DESCRIPTION..............................................................................................19 EXISTING OFFSITE DRAINAGE BASINS ..........................................................................................19 PROPOSED SUB-BASINS DESCRIPTIONS .......................................................................................20 PROJECT DESCRIPTION....................................................................................................................21 PROJECT DESCRIPTION ................................................................................................................21 PROPOSED DRAINAGE FACILITIES....................................................................................................21 GENERAL CONCEPT.....................................................................................................................21 WATER QUALITY/ DETENTION FACILITIES....................................................................................21 LOW IMPACT DEVELOPMENT......................................................................................................22 DRAINAGE DESIGN CRITERIA...........................................................................................................22 REGULATIONS.............................................................................................................................22 FOUR-STEP PROCESS TO PROTECT RECEIVING WATERS...............................................................22 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ...........................................................23 HYDROLOGIC CRITERIA................................................................................................................24 HYDRAULIC CRITERIA...................................................................................................................24 FLOODPLAIN REGULATIONS COMPLIANCE...................................................................................24 MODIFICATIONS OF CRITERIA......................................................................................................24 EROSION CONTROL.....................................................................................................................24 CONCLUSIONS.................................................................................................................................25 COMPLIANCE WITH STANDARDS.................................................................................................25 DRAINAGE CONCEPT...................................................................................................................25 ii Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX Appendix A—Figures Appendix B—Hydrologic Calculations Appendix C—Hydraulic Calculations Appendix D—Water Quality Calculations Appendix E—Reference Appendix F—Maps Appendix G—LID Exhibit iii Pickleball Facility at 4400 Innovation Drive Final Drainage Report Engineer's Certification Block I hereby attest that this report for the final drainage design for the Pickleball Facility at 4400 Innovation Drive 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. Joseph M. Frank, PE Registered Professional Engineer State of Colorado No. 53399 iv Pickleball Facility at 4400 Innovation Drive Final Drainage Report GENERAL DESCRIPTION AND LOCATION LOCATION The site is located in The South % Section 31, Township 7 North, Range 68 West of the 6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 4.37 acre property that is currently developed as a warehouse with a parking lot. The site borders the Union Pacific Railroad to the east and Colorado Early Colleges Fort Collins High School to the south. To the west, the site borders Kruse Elementary School.To the north, the site borders the Golden Meadows detention and water quality Pond. DESCRIPTION OF PROPERTY The site generally drains east to west at a 0.5% to 1.5% slope. The site is part of the Golden Meadows Business Park, and contains an existing parking lot and a warehouse. The site drains to the Golden Meadows Pond. The site contains Nunn clay loam soils with slopes ranging from 1-3% (wet conditions) to 3-5%. These soils are moderately well to somewhat poorly drained, with a clay loam texture that retains moisture but has slower permeability. For additional information, refer to the NRCS soil map within Appendix A of this report. MASTER DRAINAGE BASIN DESCRIPTION The site is located in the Fox Meadows Basin; Runoff from the site currently drains into the Golden Meadows Pond. 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, as shown in Appendix A in the FEMA attachments. The site is also not located in the City of Fort Collins Floodplain. 18 Pickleball Facility at 4400 Innovation Drive Final Drainage Report DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The Pickleball Facility is 4.37 acres; the existing site parking lot will be resurfaced, have new parking islands and will be developed to have pickle ball courts. Storm and water quality ADS isolator rows will be proposed to treat the new impervious area for water quality. EXISTING SUB-BASIN DESCRIPTION The existing site drains into the Golden Meadows water quality/detention pond. The drainage pattern for the individual existing sub-basins are described below. Basin EA1, 1.57 acres and 81% impervious, is composed primarily of paved parking areas, walks, landscaped area, and grass open. The runoff from this basin is conveyed to the storm drainage system at design point 1a were it drains to an existing 12" culvert and overtops the culvert in large storm events. Basin EB1, 0.68 acres and 70% impervious, is composed of paved drive aisles, parking stalls, and small landscaped area. The runoff from this basin is conveyed to the storm drainage system at design point 1b were it drains to an existing curb cut drain. Basin EC1, 0.53 acres and 100% impervious, is composed entirely of adjacent paved surfaces. The runoff from this basin will be conveyed to the open channel and 30" existing culvert at design point 1c. EXISTING OFFSITE DRAINAGE BASINS The site currently receives off site runoff from the parking lot and the Colorado Early College — Fort Collins High School building. This runoff drains onto the onsite parking lot into a swale and then directly into the Golden Meadows detention/water quality pond, directly north of the site. Runoff from Kruse Elementary school travels along the western border of the site directly into a swale and then continues on to the Golden Meadows pond. 19 Pickleball Facility at 4400 Innovation Drive Final Drainage Report Basin OS1, 6.27 acres and 26% impervious, is composed predominantly of grassy open space with minimal paved surfaces and is comprised of a portion of Kruse elementary School. The runoff from this basin will be conveyed to the storm drainage system at design point 081a. Basin OS2, 3.50 acres and 76% impervious, is composed of a mix of lawn areas and paved pathways or small paved features. The runoff from this basin drains to the onsite parking lot and confluences with flow from design point la. Basin OS3, 0.57 acres and 74% impervious, is composed of a small open area with some paved surfaces, and pedestrian paths. The runoff from this basin will be conveyed to the storm drainage system at design point 3o with upstream runoff from basin EB1. PROPOSED SUB-BASINS DESCRIPTIONS Basin Al, 1.19 acres and 87.8% impervious, is composed primarily of re-paved parking areas, walks, landscaped area, and grass open. The runoff from this basin is conveyed to the storm drainage system at design point 1a were it drains to an existing 12" culvert and overtops the culvert in large storm events. Basin A2, 0.34 acres and 84.5% impervious, is composed of two outside pickleball courts. Runoff from this basin will drain to localized sump inlets runoff will be captured and treated in the 2 year and water quality event and will then be treated in the underground ADS isolator rows. Basin A3, 0.12 acres and 90.9% impervious, is composed of one outside pickleball courts. Runoff from this basin will drain to localized sump inlets runoff will be captured and treated in the 2 year and water quality event and will then be treated in the underground ADS isolator rows. Basin B1, 0.58 acres and 74.9% impervious, is composed of re-paved parking areas and will be to design point 1 b. 20 Pickleball Facility at 4400 Innovation Drive Final Drainage Report Basin C1, 0.59 acres and 100% impervious, is composed of existing and re-paved parking areas. Runoff from this basin will drain into an existing drainage channel and will then be conveyed to the Golden Meadows detention /water quality pond. PROJECT DESCRIPTION PROJECT DESCRIPTION The Pickleball Facility at 4400 Innovation Drive will consist of a pickleball facility, updated and re- paved parking and landscape islands, ADS accessible ramps, walks and outdoor pickleball courts. PROPOSED DRAINAGE FACILITIES GENERAL CONCEPT The proposed improvements to the Trilby and College site will result in the developed condition being treated for water quality and detained. Low-impact development best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically, ADS isolator rows are proposed near the end of the site to treat and provide water quality for the majority of the development. The area of the Golden meadows pond is 3.36 acres - the resulting runoff from the pickleball facility will not adversely affect the pond, the detention from the less than half an acre of impervious area from the pickleball facility will result in a rise of 0.02 ft or .2 inches in the golden meadows pond area as shown in Appendix C in the FFA calculation sheet. Runoff from the site is captured in inlets for the new pickleball courts. The runoff from the new pickleball courts will be conveyed by a series of ADS inlets to isolator rows and will be treated for water quality. In larger storms the runoff will not be treated and will overflow and sheet drain onto the parking lot and it will then drain directly into the Golden Meadows Pond. WATER QUALITY/ DETENTION FACILITIES The majority of the new impervious area for the water quality is treated within the onsite ADS isolator rows. 21 Pickleball Facility at 4400 Innovation Drive Final Drainage Report LOW IMPACT DEVELOPMENT A minimum of 75 percent of the new impervious surface area is treated by a Low-Impact Development (LID) best management practice (BMP) in accordance with City criteria. An illustrative LID/ Surface Map is provided in Appendix G, and the sizing calculations of the LID method is provided in Appendix D. 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 The 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 the new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates underground ADS isolator rows, and a water quality pond designed to capture and treat at least 75% of the site's water quality capture volume. The isolator rows need to be properly cleaned and 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 and increase infiltration and rainfall interception by encouraging infiltration via the 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 the new impervious area is treated by the proposed isolator rows in the southern portion of the site. The remainder of the site is treated within water quality pond, as illustrated in the LID/Surface Map provided in Appendix G. 22 Pickleball Facility at 4400 Innovation Drive Final Drainage Report Step 1 — Employ Runoff Reduction Practices As part of this retrofit project—originally developed as an HP warehouse site in the early 1980s—the design now incorporates additional landscape islands to help reduce surface runoff.These landscape islands serve multiple functions: they provide opportunities for infiltration and evapotranspiration, enhance soil moisture retention, and ultimately reduce the total volume of stormwater leaving the site. By introducing more pervious areas and vegetation into a previously impervious setting, the project effectively employs runoff reduction practices, resulting in improved on-site stormwater management. Step 2 — Implement BMPS that Provide a Water Quality Capture Volume This project integrates Advanced Drainage Systems (ADS) isolator rows to enhance water quality treatment of runoff.The ADS isolator row units provide a sedimentation chamber that effectively captures sediment and associated pollutants before stormwater enters the detention system, thus improving overall water quality. Step 3—Stabilize Drainageways The newly paved parking lot aids in stabilizing the drainageway by providing a more durable, long-lasting surface. Utilizing an improved asphalt mix with enhanced longevity and performance qualities ensures a stable surface that withstands weathering and flow velocities. Step 4— Implement site-specific and other source-control BMPs Additionally, proposed storm inlets are strategically placed and designed to treat runoff from newly modified and added impervious areas. These inlets incorporate source-control features such as sump pits and/or sediment collection devices to reduce the pollutant load entering the storm conveyance system. Together, the ADS isolator rows and the specialized storm inlets ensure that runoff from the project area meets or exceeds the City of Fort Collins' water quality treatment standards. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS This project's stormwater management strategy meets the City of Fort Collins requirement for on-site Low Impact Development (LID) treatment, with a minimum of 75% of the site's runoff receiving water quality treatment through LID practices. The remaining portion of the site's runoff is treated within the Golden Meadows detention/water quality facility, ensuring compliance with all applicable City of Fort Collins standards and criteria. 23 Pickleball Facility at 4400 Innovation Drive Final Drainage Report HYDROLOGIC CRITERIA Weighted percent imperviousness was calculated for each basin using the Fort Collins Stormwater Criteria Manual Table 3.2-2 for each basin. The City of Fort Collins area has rainfall depths associated with the table below, as shown in Chapter 5 of the Fort Collins Stormwater Criteria Manual. HYDRAULIC CRITERIA The private nyloplastic area inlet storm drains were sized to capture the 2-year storm. In the 100 Year event a portion of the runoff will spill into the parking lot and sheet flow. FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, 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, as shown in Appendix A in the FEMA attachments. The site is also not located in the City of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. MODIFICATIONS OF CRITERIA The site does not treat 100% of modified/added impervious areas with traditional BMPs. 92.9% of added onsite impervious area is treated for water quality. The small portion of runoff that is untreated, but will not have a significant impact on water quality. EROSION CONTROL This project's design and construction operations will be conducted in full accordance with the City of Fort Collins Erosion Control Criteria.All measures implemented will be selected, installed,and maintained to prevent and minimize soil erosion, sediment transport, and related water quality impacts during and after construction activities. 24 Pickleball Facility at 4400 Innovation Drive Final Drainage Report 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 and water quality improvements, including LID BMPs and ADS isolator rows, will adequately treat stormwater runoff, reduce runoff volumes, and comply with City regulations. The project will not adversely impact flooding conditions and will enhance long-term site and receiving water quality. DRAINAGE CONCEPT The drainage concept for the Pickleball Facility at 4400 Innovation Drive focuses on capturing, treating, and safely conveying stormwater runoff to the existing Golden Meadows detention/water quality pond while minimizing impacts on receiving waters. The project repaves and reconfigures the parking areas and adds pickleball courts, incorporating Low-Impact Development (LID) practices to address runoff from new impervious surfaces. Key measures include strategically placed inlets, ADS isolator rows for water quality treatment, and enhanced landscaped islands to reduce runoff volumes and promote infiltration. Together, these improvements ensure the majority of new and modified impervious surfaces are treated for water quality, comply with local stormwater criteria, and effectively manage flows to protect downstream waterways. 25 Pickleball Facility at 4400 Innovation Drive Final Drainage Report 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. City of Fort Collins Stone Creek Basin Selected Plan of Improvements; Icon Engineering, Inc., October 2018 Stone Creek SWMM Modeling for the College and Trilby Intersection Enhancements Project; Wilson and Company, April 2022 26 Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIXA - FIGURES J O DC Ti Z � \A. O A- SITE 3 - -----_- .SON M C, Oil, z rn u; a O -- E. HARMONY ROAD C ti J� yRR 41 - s ✓. I mod!- / E VICINITY MAP PICKELBALL FACILITY — 4401 INNOVATION DRIVE JOB NO. 3983800 12-17-2024 SHEET1 OF 1 500 250 0 500 1000 JW J-R MqGDMMUNG A Westrian Company ORIGINAL SCALE: 1" = 500' Ce U-740-M-C*aao*17 -M Fat Cares R-491-W•wwwjffdWNW Hydrologic Soil Group—Larimer County Area,Colorado 3: M 0 496020 496060 496100 491140 491180 496220 4962c"0 496300 496340 496380 40°31'40"N 40°31'40"N Fr UPS 74 lit I i o � �r l�r 40°31'31"N - •,J 40°31'31"N 496020 491M 41100 41140 .180 496220 496260 41. 496340 4%380 3 3 Map Scale:1:1,790 if printed on A landscape(11"x 8.5")sheet N Meters N ° 0 25 50 100 150 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 usDA Natural Resources Web Soil Survey 12/17/2024 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area,Colorado MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 0 CID 1:24,000. Soils © D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil F—] AID Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D *.. Rails Please rely on the bar scale on each map sheet for map 0 C measurements. � Interstate Highways 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts q distance and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more .-.. AID accurate calculations of distance or area are required. ++� B This product is generated from the USDA-NRCS certified data as ti B/D of the version date(s)listed below. C Soil Survey Area: Larimer County Area,Colorado Survey Area Data: Version 19,Aug 29,2024 r.i CID Soil map units are labeled(as space allows)for map scales ... D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Jul 2,2021—Aug 25, Soil Rating Points 2021 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background E3 AID imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 12/17/2024 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 74 Nunn clay loam, 1 to 3 C 6.0 38.5% percent slopes 75 Nunn clay loam,3 to 5 C 4.8 31.1% percent slopes 76 Nunn clay loam,wet, 1 C 4.7 30.4% to 3 percent slopes Totals for Area of Interest 15.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 12/17/2024 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 12/17/2024 Conservation Service National Cooperative Soil Survey Page 4 of 4 National Flood Hazard Layer FIRMette (.. FEMA Legend 105o2'59"W 4091'50"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) - Zone A.V.A99 ` SPECIAL FLOOD With BFE or Depth Zone AE.AO.AH.VE,AR HAZARD AREAS Regulatory Floodway ` }►�}, 0.2%Annual Chance Flood Hazard,Areas i • of 1%annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zonex Future Conditions 1%Annual Chance Flood Hazard zone Area with Reduced Flood Risk due to a OTHER AREAS OF Levee.See Notes.zone x N FLOOD HAZARD Area with Flood Risk due to Levee zone o { NO SCREEN Area of Minimal Flood Hazard zone x Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone o I GENERAL -—-- Channel,Culvert,or Storm Sewer STRUCTURES IIIIIII Levee,Dike,or Floodwall �2°=2 Cross Sections with 1%Annual Chance 17.5 Water Surface Elevation AREA OFI MINIMAL FLOOD HAZARD 8- - - Coastal Transect C a,t�� of Fort Collins "'-� N S31 q,# —5I3"^•^� Base Flood Elevation Line(BFE) 080 1 0� p Limit of Study Jurisdiction Boundary - � j —--- Coastal Transect Baseline 14 4 : 1 � l OTHER _ Profile Baseline T 4 FEATURES Hydrographic Feature _ r Digital Data Available N• s No tal • ' Y MAP PANELS Unmaplped Data Available � � • �� � +� i OThe pin displayed on the map is an approximate to" point selected by the user and does not represent i _ �• an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map was exported on 12/17/2024 at 7:17 PM and does not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may change or become superseded by new data over time. s + _ r This map image is void if the one or more of the following map elements do not appear:basemap imagery,flood zone labels, ✓- T61'I R68:^1 S6,jj legend,scale bar,map creation date,community identifiers, 10502'21"W 40031'23"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6 000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap Imagery Source:USGS National Map 2023 Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX B - HYDROLOGIC CALCULATIONS HISTORIC-COMPOSITE%IMPERVIOUS CALCULATIONS Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Location:Fort Collins Project No.:39838.00 Calculated By:ARI Checked By: Data:1/3/25 1 1 3 4 5 8 7 8 9 10 11 12 13 14 15 Paved Roads and Walks Gavel Roofs Lawns Weighted% Weighted% Weighted Weighted Basins Total Weighted% Basin ID Toalprea(ac) %Imp, Area(ac) Imp %Imp. prea(act Imp %Imp. Area(ac) %Imp %Imp. A-(ac) %Imp Imp. CAI 1.57 100% 1.26 80.2% 40% 0.00 0.0% 90% 0.00 0.0% 2% E4.50 0.4% 80.5% EB3 0.0 100% 0.46 67.9% 40% 0.00 0.0% 90% 0.01 1.2% 2% 0.6% 69.6% EC3 0.59 100% 0.59 100.0% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.0% 300.0% 051 6.27 100% 0.79 12.5% 40% 0.31 2.0% 90% 0.68 9.7% 2% 1.4% 25.6% 052 3.50 100% 1.98 56.4% 40% 0.00 0.0% 90% 0.74 -1% 2% 0.4% 76.0%.3 0.57 100% 0.05 9.3% 40% 0.0D 0.0% 90% 0.40 64.0% Z% 0.4% 73.7% anpm8w Hewn ew�tin %.V90owo:aWsev.OmaweAO�emaeevVlasaa5e.onmagEGlm imiplme_�rz.a1.Wm aget otl I/akID23 HISTORIC-COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALLFACILITYAT4400 INNOVATION DRIVE Location:Fort Colllns Project No.:39838.00 Calculated By: AR) Checked By: Date: 1/3/25 1.0 2.0 3.0 4.0 1.0 6.0 7.0 8.0 10.0 110 12.0 1- 14.0 15.0 16.0 17.0 18.0 19.0 M.0 21.0 Paved Roads/Ashphalt/Concrete Rao}s Gravel lawm Tmal Area Basins Total Weighted2 Basins Total Weighted 300 Basin ID lac) Hydrologic Runoff prea lac) 2-YEAR[ 100-1EARC Ron- Area lac) 2-YEARC loll-YEAR[ Runoff prea lac) 2-YEARC 100-YEAR[ Runoff prea lac) 2-YEARC 100-YEARC YEARC YEARC Coefficient Coeffident Coefficient Coefficient Soils Group EAl 1.57 C 0.95 1.26 0.76 0.95 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.31 0.04 0.05 0.80 1.00 EBl 0.68 C 0.95 0.46 0.64 0.81 0.95 0.01 0.01 0.02 0.50 0.00 0.00 0.00 0.20 0.21 0.06 0.08 0.72 0.90 ECS 0.59 C 0.95 0.59 0.95 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.95 1.00 O51 6.27 C 0.95 0.79 0.12 0.15 0.95 0.68 O.30 0.13 0.50 0.31 0.02 0.03 0.20 4.50 0.14 0.18 0.37 0.46 052 3.50 C 0.95 1.98 0.54 0.67 0.95 0.74 0.20 0.25 0.50 0.00 0.00 0.00 0.20 0.78 0.04 0.06 0.78 0.98 053 0.57 C 0,95 0.05 0.09 0.11 0.95 0.40 0.68 0.84 0.50 0.00 0.00 0.00 0.20 0.11 0.04 0.05 0.80 1.00 COMP. 13.18 0.59 0.73 Table 3.2-3.Frequenry Adjustment Factors Table 3.2-2.Surface Type-Runoff Coefficients Storm Return Verind Frequency Adjustment C%Cr Surface Runoff CoefBdoom jy11Ul Factorinl MudsrapeorHandSurface 2,5,10 1,10 CANNOTT OF C,C CANNOT€%GEED TH1 A-sphalt,Concrete 0.95 25 1.10 Raoftap 0,95 50 1,20 VALUE OF 1 ReryCled Asphalt 0.80 100 1.21 Gravel 0,50 Paters 0.50 Landscape ar Pervious Surface Lawns,Sandy Soil,Flat Slope�2% 0,10 Lawns,Sandy Soil,Avg Slope 2-7% OAS Lawns,.Santly Soll,Steep Sb e>7% 0.20 Lawns,Cayey Soll,Flat Slope0.20 Lawns,L1a a Sall,Av Slo a 2-7% D.25 Lawns,Clayey Soil,Steep Slupe>7% 0.35 RU980000.eW9838W\F:raMrufmgeU983AW ES Uvoege_Cees TempMe_r2.0].atsm Pag919f1 I! 025 HISTORIC-STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Location:Foft Collins Project No.:39838.00 Calculated By: ARJ Checked By: Date:113/25 3.0 0.0 SA F.o vA 16 L A a41:n 2ti0 SUB-BASIN INIMAL/OVERLAND TRAVEL TIME Timeot Concentr2tlon-Check DATA (TI) (TJ I IT.) FINAL BASIN I.A. I roe .a„ K tInCOMP.t„y COMP ,ae,,- TOTAL Ubanlaedt, t min ft (% ft/s) m mo k (mn) IEN[TH(k min) rA t(wmoninID (% rm EAl 1.57 C 81% 0.80 1.W 30 2.0% 6.4 2.2 280 1.2% 15.0 1A 2.8 9.3 5.0 290.0 11.6 9.3 5.0 CBl 0.68 C 70% 0.72 0.90 40 1M 16.4 8.7 70 1.3% 20.0 2.3 0.5 16.1 9.2 IL0.0 10.6 106 92 ECl 0.59 C 100% 0.95 1.0) 15 2.0% 4.0 2.6 105 0.3% 20.0 1.1 1.6 5.5 4.2 120.0 10.7 5.5 5.0 OSl 627 C 28%. 0.37 0.46 10 20% 158 13.8 438 1.4% 150 1:8 4:2 21.0 18.0 448.0 12:5 US 12.5 052 3.50 C 76% 0.78 0.98 10 2.0% 6.8 2.6 208 1.7% 20.0 2.6 13 8.2 3.9 2L8.0 11.2 8.2 5.0 OS3 0.57 C 74% 0,80 i.W 5 2.0% 4.5 1.1 L5 2.0% 20.0 2.8 0.1 4.6 16 20.0 i0.1 5.0 5.0 NOTES: r-- Taele a-f.NACS cooxv EVuatimr 33.2 otLaaaawf a axe Fxtaex �+Ta a.a., ,aa,aa.mm�..aoaua„ HTaJaaeir Ia wbe nt<onceanadea,minures OVERLAND FLOW LENGTH ,a4>awaa. 7 e T�= ve tl How L=2W'MA IN DEVELOPED AREAS va��ai.r<y.ap roaa ,.a nvano�- vex .osa Neatly bare-I T,=c6anneli ed Fbw in Swale.Gutteor Pipe,mn�utasu� L=500' MA% iN UN©fVELOPF➢ -uy�2 AREAS ° u evweo..s3s hued aaess aMshallowyaved mien wnwre:4= u .,.w„r,ua.v unea.,e,.w ��i.aea v:,tee+.-T, T o,we w�moe -fenpa of Ue+1aM Flow,fveetf•c ❑seam®vm,d-d 1 11- £vr mbmh aos avdam 1 re yaloe o£10 mamma im seas f�aL a>=ar,L ro�e,rd aruaa,use -�rovau.es erg rename eak,datirma resalL leases or HISTORIC-STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:39838.00 Location:Fort Collins Calculated By: ARJ Design Storm: 100-Year Checked By: Date: 1/3/25 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME w STREET .o - u° tt REMARKS 0cy0 o a w Runoff from the the Colorado Early Colleges Site 02 OS2 3.50 0.98 5.0 3.43 9.95 34.1 Runoff from the.onsite parking lot and site la EAi 1.57 1.00 5.0. 1.57 9.95 15.6 5.0 5:00 9:94 49.8 Runaff from Kruse Elementry School of OS1 6.27 0.46 12.5 2.86 7.04 20.1 Runoff from the site frontage lb E81 0.68 0.90 9.2 0.61 7.97 4.9 Runoff goes into drain and is pipes offsite 3b I OS3 1 0.571 1.001 5.0 0.57 9.951 5.7 9.21 1.181 7.971 9.4 Runoff drains offsite lc ECl 0.59 1.00 5.0 0.59 9.95 5.9 Notes: Street and Pipe C•A values are determined by 011 using the catchment's intensity value. X Ex Dtainege_Cal�Templare_v2.0].xlm� Pagcloft IM025 HISTORIC-STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: PIKLEBALL FACILITY AT"M INNOVATION DRIVE Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:39938.00 Location:Fort Collins Calculated By:AM Design Storm:2-Year Checked By: Date: 1/3/25 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TiIAVELTIME STREET - r ` REMARKS Runoff from the the.CoioradD Early Colleges Site 02 052 3.60 0.78 8.2 2.74 2.38 6.5 Runoff from the onsRe parking lot and 61te Is EAl 1.17 0.80 9.3 1.26 128 2.9 9.3 4.00 2.28 9.1 Runoff from Kruse Elementry School 01 051 6.27 0.37 12.5 2.29 2.02 4.6 Runoff from the site frontage lb EBl 0.68 0.72 10.6 0.49 2.16 1.1 Runoff goes into drain and is pipes offsite 3ti 053 0.57 0.80 S.0 0.45 2B5 1.3 10.6 0:94 2.16 2:0 Runoff drains off site lc ECS O.S. 0.95: 5.5 0.56 175 1.5 Notes: Street and Pipe C"A values are determined by Q/1 using the catchments Intensity value. COMPOSITE%IMPERVIOUS CALCULATIONS Subdivision:GOLDEN MEADOWS BU51NESS PARK Project Name:PIKLEBALL FACILITY Location:Fart Collins Project No.:39B38.00 Calculated By:ARl Checked By: Date:1/3/25 1 2 3 4. 5 6 7 8 9 to 11 12 33 14 15 Paved Roads and Walks Gravel Roofs lawns Basin ID TotalArea Lac %Im Area Weighted% Weighted% Weighted Weighted sins Total Weighted 1 P. (acl ImP %ImP. Am.(ac) ImP %ImP• Ame(ac) %ImP• %ImP. Area(ac) %ImP %Imp. Al 1.19 100% 1.04 87.5% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.15 0.2% 87.8% A2 0.34 100% 0.28 64.2% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.05 0.3% 84.5% A3 0.12 100% 0.11 90.7% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.01 0.2% 90.9% 111 0.58 100% 0.40 68.6% 40% 0.06 4.3% 90% 0.01 1.4% 2% 0.17 0.6% 74.9% C1 0.59 100% 0.59 500.0% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.00 0.0% 300.0% 051 6.27 100% 0.79 12.5% 40% 0.31 2.D% 90% 0.68 9.7% 2% 4.81 1.5% 25.7% 052 3.50 100% 1.98 56.4% 40% D.00 0.0% i.% D.74 19.1% 2% 0.78 0.4% 76.0% 053 0.57 100% 0.05 9.3% 40% 0.00 0.0% 90% 0.40 64.0% 2% 0.11. 0.4% 73.7% evawnlmpvs+e vaaNsarra aammn co aecMe4wsoNrc %.V90owo:aWwi.Om�eaen0�emage�VlueapnawP caiarzmphR vle7abm g;t otl I/NA�ss COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALL FACILITY Location:Fort Collins project No.:39838.00 Calculated By:APJ Checked By: Date:1/3/25 20 a.0 4.0 5.0 6.0 8.0 9.0 10.0 SI.O 12.o 1a.0 14.0 15.0 16.0 11.0 18.0 19.0 Mo x1.0 Paved Roads/Ashphalt/Concrete Roofs Gravel Lawm TotalArea(ac) R R Basins Total Weighted 2 Basins Total Weighted Basin l0 Ydmio is Ru. Area(ac) 2-YEARC 100-YEAR[ Runoff Area(ac) 2-YEAR[ 100-YEAR[ Runoff Area lac) 2-YEAR[ 100-YEAR[ Runoff Area(ac) 2-YEAR[ 100-YEAR[ YEAR[ 300 YEAR[ [ceffident Coefficient [cefficient [cefficient Soils Group Al 1.19 C 0.95 1.04 0.83 1.00 0.95 0.00 0.00 Man 0.50 0.00 0.00 0.00 0.20 0.15 0.02 0.03 0.86 1.00 A2 0.34 C 0.95 0.28 0.80 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.05 0.03 0.04 0.93 1.00 A3 0.12 C 0.95 0.11 0.86 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.01 0.02 0.02 0.88 1.lo 81 0.58 C 0.95 0.40 0.65 0.81 0.95 0.01 0.01 0.02 0.50 0.06 0.05 0.07 0.20 0.17 0.06 0.07 0.73 0.91 C1 0.59 C 0.95 0.59 0.95 1.00 0.95 0,00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.95 1.00 051 6.27 C 0.95 0.79 0.12 0.15 0.95 0.68 0.10 0.13 0.50 0.31 0.02 0.03 0.20 4.81 0.15 0.19 0.37 0.47 OS2 3.50 C 0.95 1.98 0.54 0.67 0.95 0.74 0.20 0.25 0.50 0.00 0.00 0.00 0.20 0.78 0.04 0.06 0.78 0.98 OS3 0.57 C 0.95 0.05 0.09 0.11 0.95 0.40 0.68 0.84 0.50 0.00 0.00 0.00 0.20 0.11 0.04 OAS 0.80 1.00 COMP. 13.16 0.60 0J4 Table 3.2-2.frequency Adjustment Factors Table 3.2-2.Surface Type-Runoff CoefHuents St-Return Period Frequency Adjustment CXCF Surface Runoff Coefffclents (years) Factor Col Hardscape nr Kara-- 215,10 1.00 PROOUL7 OF CsG CANNOT EXCEED THE amft,,Concrete 0.95 25 1.10 Rooftop 0.95 50 1.20 VALUE OF 1 Reryded Asphalt 0.80 100 1.25 Gravel 0.50 Pavers 0.5tl Landscape or Pervious Surface Lawns,Sandy Soil,Flat Slope c 2% 0.10 Lawns,Sandy Soil,Avg Slope 2-7% OAS Lawns,Sandy Soil,Steep Slope>7% 0.20 Lawns,Clayey Soil,flat Slope<2% O. lawns,Cla a Sofl,Av e Slp 2-7% 0.21 Lawns,Clayey Soil,Steep 5 lope>7% 0.3S x83A9WW_eW98181rotC9cePDrtme8cU993tlq�Dmmege CeY:s_Tempm�vl.lYl.xkm PegeloSt t/6/+ms STANDARD FORM SF-2 TIME OF CONCENTRATION SubdMsion:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALLFACIU" Location:Fort Collins Project No.:39838.00 Calculated By:ARJ Checked By: Date:1/3/25 o 60 t SUB-BASIN INITIAL/OVERLAND TRAVELTIME Timeof Conceno.b.n-Check DATA (TI) (TJ (Tc) FINAL BASIN O.A. Hytlrologle Implrvlou5 Cy. C_ L Sa tr.zno. it-roo r:o. Lr Sr N VEL COMP.[v_z ve.COMP.[,pro-ro. TOTAL Urbanised f, ID (a<) Soils Group (%) (ft) (%) (min) (min) (ft) (%) (ft/s) Imin) (min) (min) LEN.(ft) (mint tlmin) t(mm) Al 1.19 C a8% 0.86 Lo0 5 2.0% 3.7 1.5 280 L2% 15.0 L6 2.8 5.5 4A 285.0 11.6 b.s 5.0 A2 0.34 C 84% 0:83 1.00 5 2.0% 4.1 LS 64 015% 20.0 1.4 0.8 4.8. 2.3 69.0 10.4 5.0 5.0 A3 0.. C 91% 0.88 Lo0 5 2.0% 3.3 1.5 64 0.5% 20.0 SA 0.8 4.1 2.3 69.o 10.4 5.0 5.0 BS 0.58 C 75% 0.73 091 5 2.p% 5.7 2.9 70 1.39% 20.0 2.2 0.5 62. 3.5 75.0 10.4 6.2 5.0 C1 0.59 C SOo%. 0.95 Lo0 5 2.0% 2.3 1.5 100 0.3% 20.0 1.1 1.5 iA 3.0 -n 10.6 5.0 5.0 051 6.27 C 26% U.- 0.47 10 2.0% -6 13.6 438 1-4% 15.0 1.9 4.2 19.8 11.7 4-0 12.5 12.5 12.5 0. 1W C 76% 0.78 0.98 10 2.016 B. 2.6 20B 1.7% 2D.0 2.6 1.3 R.2 3.9 218.0 11.2 8.2 5.0 053 0,57 C 1 74% 1 0.80 1 1.00 1 5 10% 4.5 1.5 15 2.0% 20.0 2.9 0.1 4.6 1.6 20.0 10.1 5.0 5.0 NOTES: Equa.Oln 1:2 c= s r 3s. reaarru,e aew.�.,vanw. ralaprl6ela where:T.-Tpral rme of epnee„o-anpn.mmme. OVERLAND FLOW LENGTH e,no e,oa l,a.>u Tr=InlNal or Overland Flnw Time offnncemr[ion,minutes Ir20ry MkIt IN OEVEIAP€D ARFAS .ei.,an.a Mw u..yw.a y �' mlr ee ��h6��,wa T.=C6annellzed Fl.in Swale,Gutter or Pipe,minutes L=SOD' MAX IN tUNOEVf1OPE0 r_ re AI1FA5' T•-,n o ey.xio..as! WM1ere:[=PumnCceffizre nt onpss w N r>.oa r,=r, w u..eywr..i 4-weans i�e:ia.�ss o.r.n anm.._ -rengm vliT.cnanu How,eeta [:se a minimum r�calve of 5 unnntes fx urbauvsd azeas.and a mwmvm r.valve o{10 susmnes fnr azeaz dut are mr runsidead udram use minimum eatves even whin ralrm(atioms resub w a leases time o2' cluccutatiw. %.VPOowo:vWse'i.0m�aaeAOremageVVd'ieaarnao,e�calarzmphR vlmabm aeto(I I/NAass STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:PIKLEBALL FACILITY Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:39838.00 Location:Fort Collins Calculated By:ARJ Design Storm:2-Year Checked By: Date:1 3/25 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME STREET - x REMARKS 19 C( Cf J - Cl _ _ Runoff-KYuse Elementary School on the-stsideo t-Its la 051 6.27 0.37 12.5 2.35 2.02 4.7 Runoff from the the Colorado Early Colleges Site 20 052 3.50 0.78 8.2 2.74 2.38 6.5 Runoff into chase goes-Street 1. Al 1.19 0.86 6.5 1.02 2.59 2.6 8.2 3.76 2.38 9 0 Runoff from the Pickleball courts-Drains to nyloplastic inlets 3a A3 0.12 0.88 5.0 0.11 2.85 0.3 Runoff from the PiWeball courts-Drains to nyloplastic inlets 2a A2 0.34 0.83 5.0 0.28 2.85 0.8 Toni runoff In Nyloplastic inlets 1.1 5.0 0.39 285 1.1 Ruoff from site.Drains to ex pipe. Sb BI 0.58 0.]3 6.2 0.42 2.64 1.1 30 053 0.5] 0.80 5.0 0.45 2.85 1.3 6.2 0.8] 2.64 2. Drains tochannel-east of the site 1c C1 0.59 0.95 5A 0.56 2.85 1.0 Notes: Streit and Pipe C`A values are determined by 4/i using the catchments Intensity value. XvsxWpo,wu9xssaineml�o�� sleq�o��ca4.x_T..mpbu_.zuc.uw la�iari vt✓_wzs STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: PIKLEBALL FACILITY Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:39838.00 Location:Fort Collins Calculated By: ARl Design Storm:100-Year Checked By: Date: 1/3/25 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME v STREET .� ° REMARKS p c 0 0 0 o a w Runoff from Kruse Elementary School on the west side of the site to OSl 6.27 0.47 12.5 2.94 7.04 20.7 Runoff from the the Colorado Early Colleges Site 20 OS2 3.50 0.98 5.0 3.43 9.95 34.1 Runoff into chase goes onto Street is Al 1.19 1.00 5.0 1.19 9:95 11.8 5.0 4:62 9.95 46.0 Runoff from the Pickleball courts-Drains to nyloplastic inlets 3a A3 0.12 1.00 5.0 0.12 9.95 1.2 Runoff from the Pickleball courts-Drains to nyloplastic inlets 2a A2 0.34 1.00 5.0 0.34 9.95 3.4 Total runoff in Nyloplastic inlets 1.1 5.0 0.46 9.95 4.6 Ruoff from site.Drains to ex pipe. lb BI 0.58 0.91 5.0 0.52 9.95 5.3 30 OS3 0.57 1.00 5.0 0.57 9.95 5.7 5.0 109 9195 10.8 Drains to channel-east of the site is C1 0.59 1.00 5.0 0.59 9.95 5.9 Notes: Street and Pipe C`A values are determined by O/i using the catchment's intensity value. X:�i9B0000.si1V9A3B00\Excel\DremageV993Bo0 Dminage Calcs_Template_WL.O].xlsm Pagcloft IM025 Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX C - HYDRAULIC CALCULATIONS Project Name: PIKLEBALL FACILITY Subdivision: GOLDEN MEADOWS BUSINESS PARK Project No.: 39838.00 Location: Fort Collins Calculated By: ARJ Checked By: Date: 1/3/25 DESIGN POINT SUMMARY DP Q2 Q100 2 year 100 year Total(CFS) Total(CFS) Slope(ft/ft) Min D ft I Min D inches Min D ft Min D inches Min D Provided 1.1 1.1 4.6 0.005 0.741 8.83 1.25 15.01 12 2a 0.8 3.4 0.005 0.651 7.80 1.12 13.40 12 3a 0.3 1.21 0.005 0.461 5.49 0.76 9.07 6 Minimum Diameter of Circular Pipe Under Full Flow Conditions �•EI�A k where Depth is constant. D =diameter of pipe(ft) Co =2.16 for L'SCS units Q =floor{ft3^ser} n =:Manningsronchnesscoefficient S =slope(ft'ft) X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.x1cm Page 1 of 1 1/3/2025 Subdivision: PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name: PIKLEBALL FACILITY AT 4400 INNOVATION I Location: Fort Collins Project No.: 39838.00 Design Storm: 100-Year Calculated By: ARJ Checked By: Date: Jan-25 Input //AM Type of Grate 12"Standard Nyloplast Head(ft) 0.11 Properties Orifice Flow Area(in) 60.62 Orifice Flow Area(ft) 0.42 Weir Flow Perimeter(in) 43.75 Weir Flow Perimeter(ft) 3.65 Solution Capacity(cfs) 0.44 Capacity(gpm) 198.78 Design Point 2 YR(cfs) 3a 0.3 No of inlets 3 Total Cap.(cfs) 1.33 FS 4.24 Qwair=CLH-12 C=3.33 Weir Discharge Coefficient L=Perimeter of Grate Opening(ft) H=Flow Height of Water Surface Above Weir(ft) Qonfics=CA. 2gh C=0.60 Orifice Discharge Coefficient A=Area of the Orifice(ft2 t g=Gravitatianal Canstant 32.2 f) l s2 H=Depth of Water Above Center of Orifice(ft) uses the lesser of these two equations DISCLAIMER:SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS.ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS.NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. REV 2.1.21 ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name: PIKLEBALL FACILITY AT 4400 INNOVATION I Location: Fort Collins Project No.: 39838.00 Design Storm: 100-Year Calculated By: ARJ Checked By: Date: Jan-25 Input //AM Type of Grate 12"Standard Nyloplast Head(ft) 0.11 Properties Orifice Flow Area(in) 60.62 Orifice Flow Area(ft) 0.42 Weir Flow Perimeter(in) 43.75 Weir Flow Perimeter(ft) 3.65 Solution Capacity(cfs) 0.44 Capacity(gpm) 198.78 Design Point 100 YR(cfs) 3a 1.2 No of inlets 3 Total Cap.(cfs) 1.33 FS 1.11 Qwair=CLH-12 C=3.33 Weir Discharge Coefficient L=Perimeter of Grate Opening(ft) H=Flow Height of Water Surface Above Weir(ft) Qonfics=CA. 2gh C=0.60 Orifice Discharge Coefficient A=Area of the Orifice(ft2 t g=Gravitational Canstant 32.2 f) l s2 H=Depth of Water Above Center of Orifice(ft) uses the lesser of these two equations DISCLAIMER:SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS.ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS.NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. REV 2.1.21 ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision:P I KLE BALL FACILITY AT 4400 IN NOVATI ON DR I VE Project Name: PIKLEBALL FACILITY AT4400 INNOVATION Location:Fort Collins Project No.:39838.00 Design Storm:100-Year Calculated By: ARJ Checked By: Date: Jan-25 /��� Input //AM Type of Grate 12"Standard Nyloplast Head(ft) 0.15 Properties Orifice Flow Area(in) 60.62 Orifice Flow Area(ft) 0.42 Weir Flow Perimeter(in) 43.75 Weir Flow Perimeter(ft) 3.65 Solution Capacity(cfs) 0.71 Capacity(gpm) 316.54 Design Point 2 YR(cfs) 2a 1.1 No of inlets 7 Total Cap.(cfs) 4.94 FS 4.44 Qw.,=CLHen C=3.33 Weir Discharge Coefficient L=Perimeter of Crate Opening(ft) H=Flow Height of Water Surface Above Weir(ft) Q.,=CA 29h C=0.60 Orifice Discharge Coefficient A=Area of the Orifice(ftt g=Grat'ttationa1 Constant�32.2f t) s H=Depth of Wa-Abave Center of Ori fice(ft) uses the lesser of these two equations DISCLAIMER:SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS.ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER REV 2.1.21 TAKING INTO ACCOUNT ALL LOCAL CONDITIONS.NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision:P I KLE BALL FACILITY AT 4400 IN NOVATI ON DR I VE Project Name: PIKLEBALL FACILITY AT4400 INNOVATION Location:Fort Collins Project No.:39838.00 Design Storm:100-Year Calculated By: ARJ Checked By: Date: Jan-25 /��� Input //AM Type of Grate 12"Standard Nyloplast Head(ft) 0.15 Properties Orifice Flow Area(in) 60.62 Orifice Flow Area(ft) 0.42 Weir Flow Perimeter(in) 43.75 Weir Flow Perimeter(ft) 3.65 Solution Capacity(cfs) 0.71 Capacity(gpm) 316.54 Design Point 100 YR(cfs) 2a 3.4 No of inlets 7 Total Cap.(cfs) 4.94 FS 1.46 Qw.,=CLHen C=3.33 Weir Discharge Coefficient L=Perimeter of Crate Opening(ft) H=Flow Height of Water Surface Above Weir(ft) Q.,=CA 29h C=0.60 Orifice Discharge Coefficient A=Area of the Orifice(ftt g=Grat'ttational Constant�32.2f t) s H=Depth of Wa-Abave Center of Ori fice(ft) uses the lesser of these two equations DISCLAIMER:SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS.ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER REV 2.1.21 TAKING INTO ACCOUNT ALL LOCAL CONDITIONS.NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. MH DIA 0 4' OF WEIR ELV. 4964.48 ,� TOP Of WEIR ELV. 4964.48 4(MHPDIA 0 4' Q,00=4.6 US Q=CLH-j C=3.33 L=4.0' H=0.49 FT MANHOLE W/ WEIR SCALE: 1" = 5' Detention Pond Sizing FAA Methoud Subdivision: GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALL FACILITY Location: Fort Collins Project No.: 39838.00 Calculated By: ARJ Checked By: Date: 1/3/25 Area(acres) 0.46 Area of Catchment tributary to storage facility(Acres) 2yr Runoff Coefficient'C' 0.84 the runoff coefficient 100yr Runoff Coeff icinent'Cfc' 1.00 *with Frequency Adjustment Factor(100-yr= 1.25) Release Rate(cfs) 1.10 the allowable maximum release rate from the detention facility Time of Concentration(min) 5 Required detention W acre-ft. 2776.0 0.064 100-Yr Inflow Adjustmen Average Outflow Detention Detention Intensity Inflow Volume t factor Outflow Volume Volume Volume Time(min) C*A (in/hr) Rate(cfs) (ft) (m) Rate(cfs) (ft) (ft) (acre-ft) 5 0.46 9.95 4.58 1373.10 0.61 0.67 201.30 1171.80 0.0269 10 0.46 7.72 3.55 2130.72 0.56 0.61 366.30 1764.42 0.0405 15 0.46 6.52 3.00 2699.28 0.54 0.59 531.30 2167.98 0.0498 Golden Meadows Pond Area 20 0.46 5.60 2.58 3091.20 0.53 0.58 696.30 2394.90 0.0550 146383.04 Ft^2 25 0.46 4.98 2.29 3436.20 0.52 0.57 861.30 2574.90 0.0591 3.36 Acre-Ft 30 0.46 4.52 2.08 3742.56 0.52 0.571 1026.30 2716.26 0.0624 35 0.46 4.08 1.88 3941.28 0.52 0.57 1191.30 2749.98 0.0631 Detention in 100 YR 40 0.46 3.74 1.72 4128.96 0.51 0.57 1356.30 2772.66 0.0637 2776.02 Ft^3 45 0.46 3.46 1.59 4297.32 0.51 0.56 1521.30 2776.02 0.0637 50 0.46 3.23 1.49 4457.40 0.51 0.56 1686.30 2771.10 0.0636 Depth in Pond 55 0.46 3.03 1.39 4599.54 0.51 0.56 1851.30 2748.24 0.0631 0.02 Ft 60 0.46 2.86 1.32 4736.16 0.51 0.56 2016.30 2719.86 0.0624 0.227568986 Inches 65 0.46 2.71 1.25 4861.74 0.51 0.56 2181.30 2680.44 0.0615 70 0.46 2.59 1.19 5003.88 0.51 0.56 2346.30 2657.58 0.0610 75 0.46 2.48 1.14 5133.60 0.51 0.56 2511.30 2622.30 0.0602 80 0.46 1 2.38 1.09 1 5255.041 0.51 0.56 2676.30 2578.74 0.0592 85 0.46 1 2.29 1 1.05 5372.341 0.511 0.561 2841.30 2531.04 0.0581 90 0.46 1 2.21 1 1.02 J 5489.641 0.511 0.561 3006.301 2483.341 0.0570 Page 1 95 0.46 2.13 0.98 5584.86 0.51 0.56 3171.30 2413.56 0.0554 100 0.46 2.06 0.95 5685.60 0.51 0.56 3336.30 2349.30 0.0539 105 0.46 2.00 0.92 5796.00 0.51 0.56 3501.30 2294.70 0.0527 110 0.46 1.94 0.89 5889.84 0.51 0.56 3666.30 2223.54 0.0510 115 0.46 1.88 0.86 5967.12 0.50 0.56 3831.30 2135.82 0.0490 120 0.46 1 1.84 1 0.85 1 6094,081 0.501 0.56 3996.30 2097.781 0.0482 Page 2 Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX D - WATER QUALITY CALCULATIONS WQ Pond Tributary Areas Subdivision: GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALL FACILITY AT 4400 INN Location: Fort Collins Project No.: 39838.00 Calculated By: ARJ Checked By: Date: 1 3 25 ADS Isolator Rows Area 2-Year C- Basin (ac) Value %Imp. A2 0.34 0.83 84.5% A3 0.12 0.88 90.9% Total 0.46 0.84 86.2% WQCV Drain Time(hr): 12 Coefficient,a(Figure 3.2): 0.8 WQCV(in): 0.30 WQCV(ac-ft): 0.011 X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page 1 of2 1/3/2025 IOVATION DRIVE Table 5.4-1.Drain Time Coefficients for WQCV Calculations Drain Time(hrs( Coefficient(a) 12 0.8 40 1.0 Referencu:The UD-BMP excel-based spreadsheet,RG and EDB tab, may bu used to aid it calculating WQCV. Figure 5.4-1 WQCV Based on BMP Drain Time 0.500 0 A50 40 h ur drain fume / v 0.400 I G 24 hour drain time / c 0.350 WW v=a(0.91PL 1.19P+0.781) r 0.300 12-hr drain time a=0.8 E2 '0 250 24-hr drain time a=0.9 - f 40-hr drain time a=i.0 0.200 0 150 U ��� 12 hour drain time 0.100 0.050 0.000 0 01 02 j3 04 0.5 0.6 0.7 08 0.9 1 Total Imperviousness Ratio(i=Iaf100) Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1,the required BMP volume in acre-feet can be calculated as follows: Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1,the required BMP volume in acre-feet can be calculated as follows: V= l z /Ax1.2 Equation 7-2 Where:V=required volume,acre-ft A=tributary catchment area upstream,acres WQCV=Water Quality Capture Volume,watershed inches 1.2=to account for the additional 20%of required storage for sedimentation accumulation X:\3980000.a11\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page2 oft 1/3/2025 A 8 C D E F G H I J K L M N STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS TOTAL CHAMBER RELEASE RATE REQUIRED VOLUME RELEASE TOTAL TOTAL REQUIRED RELEASE RATE/ CHAMBER VOLUME+ WQCV STORAGE NUMBEROF (CHAMBERS RATEFAA NUMBEROF SYSTEM WQCV WQ FLOW CHAMBER VOLUME AGGREGATE NUMBEROF METHOD VOLUME CHAMBERS ONLY) METHOD CHAMBERS VOLUME VAULT ID (CF) (CFS) CHAMBER TYPE (CFS) I (CF) (CF) CHAMBERS (CFS) (CF) (FAA) (CF) (CFS) REQUIRED (CF) WQA 497.93 0.55 MC-3500 0.036 109.9 175.0 3 0.11 244 3 330 0.11 3.00 525.00 CONFIRM CONFIRM A MHFD Extended Detention Basin Spreadsheet WQCV B 1/2 of the 2-year developed Row rate for the basin being sized C Chamber type based on site constraints D Flow rate thru the bottom of the isolator raw chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area(see calculations below) E Volume within chamber only,not accounting for void spaces in surrounding aggregate(standard spec) F Volume includes chamber and void space(40%)in surrounding aggregate,per chamber unit.(standard spec) G Number of chambers required to provide full WQCV within total installed system,Include aggregate=A/F H Release rate per chamber times number of chambers=D•G I FAA calc based on Flow,WQ and Total Release Rate 1 Number of chambers required to provide required FAA staorage volume stored within the chamber only(no aggregate stone)=1/E K Volume provided in chambers only(no aggregate storage).This must meet or exceed the required FAA storage volume.Greater of G or J'E L Release rate per chamber times number of chambers=D'J. M Total number of chambers(Greater of l or G) N Total system volume.Includes number of chambers plus aggregate.This must meet or exceed required WQCV STORMTECH CHAMBER DATA CHAMBER DIMENSIONS MC-7200 MC-4500 MC-3500 SC-740 SC-310 SC-160LP MC-3500 HEIGHT(IN) 60.0 60.0 45.0 30.0 16.0 12.0 HEIGHTft 3.75 WIDTH(IN) 100.0 100.0 77.0 51.0 34.0 25.0 WIDTH it 6.4166667 INSTALLED LENGTH(IN) 79.1 48.3 86.0 85.4 85.4 85.4 INSTALLED LENGTH It 7.1666667 FLOOR AREA(SF) 54.9 33.5 46.0 30.2 20.2 14.8 FLOOR AREA(SF) 46.0 CHAMBER VOLUME(CF) 175.9 106.5 109.9 45.9 14.7 6.9 CHAMBER VOLUME(CF) 109.9 CHAMBER/AGGREGATE VOLUME(CF) 267.3 162.6 175.0 74.9 31.0 15.0 CHAMBER/AGGREGATE VOLUME(CF) 175.0 CHAMBER FLOW RATE CONVERSION(GPM/SF TO CFS) FLOW RATE* 0.35 GPM SF 7.48052 GAL 1 GALLON - 0.133681 CF 1GPM - 0.002228 CF5 'FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT CHAMBER FLOW RATE MC-7200 MC-4500 MC-3500 SC-740 SC-310 SC-160LP FLOW RATE/CHAMBER(CFS) 0.043 0.026 0.036 0.024 0.016 0.012 (COLUMN D) WQ Pond Tributary Areas Subdivision: GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALL FACILITY AT4400 INNOVATION DRIVE Location: Fort Collins Project No.: 39838.00 Calculated By: ARJ Checked By: Date: 1/3/25 WQ Storm Required detention Composite'C' 0.84 W acre-ft. Area 0.45 Modified Modified 244.3 0.006 Release Rate 0.11 M.FATER D.JUDISH C.Li May-95 Apr-98 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q2 Runoff Release Required Required cum 1/2 of 2 year Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ftA3) (ftA3) (ftA3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 1.425 0.54 161.595 33.0 128.6 0.0030 10 600 1.105 0.42 250.614 66.0 184.6 0.0042 15 900 0.935 0.35 318.087 99.0 219.1 0.0050 20 1200 0.805 0.30 365.148 132.0 233.1 0.0054 25 1500 0.715 0.27 405.405 165.0 240.4 0.0055 30 1800 0.650 0.25 442.26 198.0 244.3 0.0056 35 2100 0.585 0.22 464.373 231.0 233.4 0.0054 40 2400 0.535 0.20 485.352 264.0 221.4 0.0051 45 2700 0.495 0.19 505.197 297.0 208.2 0.0048 50 3000 0.460 0.17 521.64 330.0 191.6 0.0044 55 3300 0.435 0.16 542.619 363.0 179.6 0.0041 60 3600 0.410 0.15 557.928 396.0 161.9 0.0037 65 3900 0.385 0.15 567.567 429.0 138.6 0.0032 70 4200 0.365 0.14 579.474 462.0 117.5 0.0027 75 4500 0.345 0.13 586.845 495.0 91.8 0.0021 80 4800 0.330 0.12 598.752 528.0 70.8 0.0016 85 5100 0.315 0.12 607.257 561.0 46.3 0.0011 90 5400 0.305 0.12 622.566 594.0 28.6 0.0007 95 5700 0.290 0.11 624.834 627.0 -2.2 0.0000 100 6000 0.280 0.11 635.04 660.0 -25.0 -0.0006 105 6300 0.270 0.10 642.978 693.0 -50.0 -0.0011 110 6600 0.260 0.10 648.648 726.0 -77.4 -0.0018 115 6900 0.255 0.10 665.091 759.0 -93.9 -0.0022 120 7200 0.245 0.09 666.792 792.0 -125.2 -0.0029 ORIFICE FLOW EQUATION Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name: PIKLEBALL FACILITY Location:Fart Collins Project No.:39838.00 Calculated By: ARJ Checked By: O,Rke.Fbw Equation: meRaae��fi n o� Date: 1/8/25 Q=C, 29x Q 0.11 ds � Cd 0.6 Q-ro.ak c=rn g 32.2 ft/sA2 ce-awnag==cemamuonlwlrya.a r,w.F ws.e=min Top of Isolator Row 4964.62ft A Invert mh 4960.51ft Height 4.11 ft x-n=sa.mre m=oaea�=�am=cPo A= 0.011269 ftA2 A d= 0.119783 ft C'd V 2—g d= 1.44 inches mea.eaofa6-1 jfi-m A—sd 4 Solve for diameter d: d= 4A Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX E - REFERENCES r da ,[•.; ' -r-el 1 0. t• .ai. 40 d i 'f'4' I 'Y 1 , , . 1 . fi _ � .X , . Fox Meadows Basin bw Kill. Proposed BMP Basin Type son jam`' ��X '-'+ .. � �-- � , -41'�,, 1� ,,I�•� 44 k ,. - 1 i._.. •.•' A Y';-: a � _ � ,.T •.. _ �. •w s IN `r Flood Control Only . .,-�p- `- , -. - _ „•: ! '�. • r+,. '� wr a '`Fa . � � r :�_., .9�..r � �F . . - - M r .+ �' _ i - - r LN I ti , � Water Quality Only Z, ' U *' '�' : '" i ". '• c r to I 6_ i �til # y , 0% 4 — u. •� '��at -• P 4 r ~`L � _ - I. 1Iy+ , I P.n ,P E ._Y .' _ I - ., :. " •. '', F .bias,, - - t . .' Flood Control and Water Quality Ik i,. -E �I _...' ra•. �^ , �' '. 'i ti..L Y _ P'_"" - . . -� r• lF + ''�y _ - 4 Y, I. Proposed Improvements � � � � �,• �• 4 �� _; - _ d Stone Ridge Pond � p p FF ' ~� „" r� ,.: - �• ; -. ,4..:1s =; � 4 a 1. .. �..,:. �.. - FCRID Pond 4 T - �. i Fox Meadows Pond •Alternative to FCRID location (EDBD) �.. • New Pond to accommodate�. ' ! •r � ' � • Retrofit Existing Pond to accommodate • � � - '- .:_. _ - Proposed Selected Plan �4- Water Quality Volume 1+ Quality Volume Y �� _ Proposed ` 9 p [ - _ E 7_ , _ _ 41-.7 a - _ 1 _ _ = -lo Water Quality Alternatives y n I I I I . - T i ate �U �_ W S 40 a ? ^ d f' = •O of - - i �.. L �. .,aJIQ �-- � Sunstone Village Regional Pond �+� 1, �• . • a`�� - qy n d a • Retrofit Ex►stin Pond to accommodate I �� - Coll►ndale Golf Course - "' '� " Y ' ? %'. � _ . Water Quality Volume r • b �i - • Source Control BMP's i �~ �,� * ke. � ` _J, ..-fit � P' M ,s�, w� , 1� ,# J. P' _ • _.- ,c I. _ k - - J 1� - •_ �•' - _ - r n see report text t r � • �' h. .,, - ( P ) •°a � �� � I ,.f''y.'• . .. .r s.'�+„�'' : - _ - 1 - •� " P k - - - a RSET D - - :�_._- _ , . Y � ,•Y_ E HO OOTH R_ ��.. , . CO RD 40 � - I .- �` �4 � �_ E _ s• r � � - III • '! - - - ArTs raid , • _ r ,' 'F" `q I Rr 4- lip- - _ - - f0 a _ may ` . W V. -Will �# fiG<• fir* ,��+ r -'` '' "` INS "• "�` s ® _ - `fir - _ �� - ell, na ,~ '`' - i_ • ilk ', 6 : �'. �•:In ■ - 4W W 4 _ 'y 1 F IP 1 !A s- ,'4 11 .'. I- ' •'' 1 _ ' ' r co ZA 0 • _ 1 � $ Woodland Park Pond - Ac - r- : ' , „ • Retrofit Existing Pond to accommodate , ' " Water - _ r W t r Quality Volume y • 1 + ,n M v 17M i r, • r F Z t_ OL IT . - — a- - a ' r x I - • w � Pq all 4iileeleeel Arm , �I lf- IF Golden Meadow Pond -3"� s - ". leer ' r - -- "� km' <. y '� + , `,� ,i, _ Hewlitt-Packard Ponds - Retrofit Existing Pond to accommodate , ? , , r • Retrofit ExistingPond to accommodate Er Water QualityVolume L. • : � Water Quality Volume i - . ' FI. n .,...,• -'•-. � � �,, '�' I *' � ,'d � .� 'Ire -, I .t-. * _ r - � i_��+rf�' ti�,�. _ ,� ,I s- _ :. —r � _-- _ _ - I ° - W i 1 1 ..' - ' '. a ..f... -�1�,- .4 -i�, L,f1. y ,i ,. 1i • L -- - -1.- - f,: _- _ - A - - •(t'mJl- _ If ■ City of N FWFox Meadows Basin 0 500 1,000 1,500 2,000 E Feet art a ir�sr INC. Selected Plan = Water QualityImprovements S 1 inch = 500feet ENGINEERING, Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX F - MAPS . r :. � �' 1` � � `, �\ `� ` � /I11I :. > ,, / I LEGEND: � � w ED �^k / �'`� r .�'4 -` � r•_ ~ ~ ` 65- -t^ � _ - - - -�- - _ \ _ •�-.� _ p�lll ' . F (' ' '�" �y iil( EXISTING STORM SEWER QQ I�llzS � � ti ° - _, - f =� -- - J L GOLDEN MEADOWS POND - y y I W > C� ( •� " . . i• - _ � o - _ - � r J - _ ` \ a l Y I' J0 PROPOSED STORM SEWER _� ~ w w S ` - - \ W Z � '� )<? - - - -� ,'�• � \ i , 1�!! � \ 1 .cp v\ ` J , 1 ) 6100 PROPOSED MAJOR CONTOUR m °° o c 1. PROPOSED MINOR CONTOUR � a o � - � 1 � � ti - V � L=_-• - �" e - ` _ p ' , `ll? � �� �� S 6100 EXISTING MAJOR CONTOUR � I,Iooc� o - ZO f.' '+ - - _ ': j / EXISTING MINOR CONTOUR w v� lam. fti - ���' �� •'i _ - r - 5 DRAINAGE BASIN }- - W - -..�.W - - - - - W - - - - -= �.i= - - - qg6- -- - - �t =1 ,►i .- - /' j A BASIN DESIGNATION St r •. c - - _ - - - - - - _ - _ -__., B = AREA IN ACRES _j Ln ; I B C C = 2-YR RUNOFF COEFFICIENT _j w CAI E E 777 -T_ - -_" '�____- - ----- - 1 D = 100-YR RUNOFF COEFFICIENT W U I, \� 76 � I �f > 0 W 2 stgj0 �� \ l S \ ` � , 01 1a �� i 1 DESIGN POINT O� z O � m J�� 0 W DRAINAGE ARROW w 00 O 00 Z / I t { � EXISTING DRAINAGE ARROW Q Q O - m CD o ✓ � �w I ONE-STORY 1 I w > p � t p 1 OzQJo» r MA SONR f < Y I I r m � - � � h _ I z w , BUILDING i I - CD __j L -t BUILDING FF 4966.96 I ( I , o o z I I / Li- / �• - �' � z I O -�-------- BUILDING HEIGHT - 4989. 49 r I - of " OS1 II o 0 0 0 - 1 I 1 j\ I • 3 � J - cc 1 ^ I I I I I 4 I { I / E , �'r .. •�S\..t�1!/: II II / / J1} 1 I I i I \ r I OWNER: ROUDRE RI SCHOOL •0 SCHEDULE 1021591 I 0.59 .95 % D/STR/CT cu -J L_-- - v 4966T T `CD NTARY SCHOOL EB1KRUSE ELEME � • 72 75 1 r I E 02-, 0.68 9 L 66 1c ) \ ► 1 \ r r h l I r=III I OS2 - II -A3.50 , � I \ J I f� • 9 = '3o _ w 1 . , C� Ld r4-- r _ ' / SCHEDULE# 1021559 ` ;J I I 1 1 8 1 8 o OWNER: CSEC BC I - I I m k� /�/ op 0.571 0 ADDRESS 4424 /NNOVA T/ON DR - ( , 1 7 I m I 1* _ • ` I ) �• or\/ / / �� COLORADO EARL Y COLLEGES I -, / }rY.�I III �' ( •_ f ` 2 J J `�✓ / FORT COLLINS HIGH SCHOOL I t i r l I . 1 ) - Mrl I I om rn� m mm m m ■� 1, II 4-91-10 0 I -Know what's below. Ld Call before you dig. �° - •. 1 , �I C ; \ ter* 1 ` I I1 1 LO 1 / . Y tip' � ` . " i � / �` � \ � I • ? -� �J I I I. I I \ PIS``, -�;� h. - ! � � �I C �1+� : - - _ - - - - - - - - -� " : • %� , / i t W J m m m U U ~ W z W � � }} � � / ,r ��1 \�/ \ ✓ / ` ". - . , rl r J T�.y��•4Q = =i - � \ ( ) p� c� (n Q z 50 25 0 50 100 "la o / �� � `�J � `-- '' `_' "'__ �. �-_ DIXON CANYON LATERAL - - ,A� - - - - - _ ZJ I ORIGINAL SCALE. 1" - 50r � � / �/1 Q Now _j Lj F rn / if SCHEDULE#•0752690 / 'x CITY OF FORT COLLINS �� w ) r o I / ( A OWNER: ARCHER-DANIELS-MIDLAND )/ POWER UTILITY SUB ?y �f COMPANY STATION ( Q -j ADDRESS 4500 /NNOVA TION DR I I I•- - - I ( 1 t Z Q 11� r� t I 1 , , (' Ld - ; Z ONSITE -BASIN SUMMARY TABLE J Q DESIGN POINT SUMMARY TABLE J Q m 0 Ljj 0 °D J z_ Tributary Area Percent tc-2year tc-100year Q2 Q100 DP Q2 Q100 LL_I y Sub-basin (acres) Impervious C2 C100 (min) (min) (cfs) (cfs) Total (CFS) Total (CFS) J ( ) I— Y - U) U EA 1 1.57 81% 0.80 1.00 13.4 12.8 2.0 7.0 la 9.1 49.8 1 b 1.1 4. x Ld E B 1 0.68 70% 0.72 0.90 12.6 12.1 2.0 7.1 1 c 1.5 5.9 EC1 0.59 100% 0.95 1.00 5.5 5.0 2.8 10.0 3b 2.01 9.4 OS1 6.27 26% 0.37 0.46 13.0 13.0 2.0 6.9 01 4.6 20.1 OS2 3.50 76% 0.78 0.98 8.2 5.0 2.4 10.0 o2 6.5 34.1 SHEET 8 OF 13 OS3 1 0.57 1 74% 1 0.80 1 1,00 1 5.0 1 5.0 1 2.9 1 10.0 JOB No. 3983800 / / I I r > J/ I LEGEND. z � U w r - � - _ --� _ - - -- - - _ - \- - \ \ � - 1 � - � w wl- '- - - - - - - - - - J� GOLDEN MEADOWS POND / \� \ \ \ \ I ( �/ %�l I EXISTING STORM SEWER Q Q w z ? � PROPOSED STORM SEWER \\ 4900 PROPOSED MAJOR CONTOUR ~ z > w w m Z / - - - - - - - -_ __ _J_ / �_ _ - - - - - - - - - \ �\ �� ' - � \ \ \\ 1 //l \, 1 PROPOSED MINOR CONTOUR � oLUQ:w � N - - T- \ 1 - -- - _ -r-- - - =- ---- =-- --_ _ _ _ �/ _ � - g � \\ \ \ \ V ( S 4900 EXISTING MAJOR CONTOUR wooc) o '` zo _ - _ - c / 1\/ -r - 4960 4960�� - -� -- -% -�- - y y� /i - rn \\ \I( I \ 1 ( - _ _ - - ✓ - <r.\ \\\ � � / I EXISTING MINOR CONTOUR � wwwwwJcn � \\4960 J -_ I - - - - _- y St \ � � aQQQooQ� 4960 DRAINAGE BASIN 1 (\�- - - L 1 65 '-- - - w + - - -- w -4 65- - ------ --�-9------------ _---l-_------- A A - w BASIN DESIGNATION J I`\-ti�/\r////�\//�I r��o//////Z/l\//v�I/�\\/\-f/"l�/rf\�/j/\\\\\�\J(\((�/`J_�.>,I J\\1_/\Jr/1�`I�\\S�`r\l 1> "z-^.I�\ol z ti-�.����L am�L. .��l�1�'r.�v�5�/°/J-�D�//•lS�Q.I r�_C�HIIII(E-_D S-v�;��-V--`�/'f~\tiWi Jn-v,�\�,`�,tl ���-��°l, 'r7w1-,C l"Jl�rz z�l(~t�1J{;a�-�`-�1�-I J.J-/\\,r/\!`ff.`,/i\1(/✓S�l/I ll/`I l+jI/f�I~1 I 1'1I Ik I)I I I I I°I Ix il--iii ---iiiT -iii✓�\-\`E gTE/i p_-_�_�/1--_�I1�,11�iiIlIE 0 ii�0-,0,�--III�-5.T-_e _-J-�-I �__-__-0.5 -��-/�-�_f_-,/-/'/'y/�/�-/��-I�l I-11 f()\\-�L�-\y_°�°J L'I�,(�(1(am,`�-f1=_�r(/t II 1III 1l\��I 1�1�I�I lil►l(I��L_`lI�'III�Il�i;I I 1 I)I(1�Yy1LI I)\1 I II I\IIIII\I (\III I\II II1 1 I\II'I 1II IIII i�-► Igo��QQ�loII\III I I1 (II I 1 � Ln �- B = AREA IN ACRES I(I ZJ o cOJ\ 1� -m rnvMNrnam TU ccI oC = 2 YR RUNOFF COEFFICIENT > Ln D = 100-YR RUNOFF COEFFICIENT CD \ > CDt Jo_ f ? , 10 DESIGN POINT 0 Uw DRAINAGE ARROWo Q 'L 00 0 4965 Cn J 00 QoQw o2a EXISTING DRAINAGE ARROW 0ON - TORIT zLLJ oo 0.50% MASONRY m< BUIDNG w A2 CD =@z 'Al n w 0.34 . BUILDING f-F = 4966.96 o 1.19 86 0 � L o 4989. 49 1L OS A3.950.12 J / \ \ 18 oi/ C1V / i 0 995 i /1.0 O ULE# >021591 --------------� OWNER: ROUDRE RI SCHOOL C DISTRICT _ � ELEMENTARY SCHOOL TT�Tt CKRUSE co j � CD .730.58 1bOS27 8) - 496550� 3 M -mm MI, . f UFF1 w Cb 0.57 0 ( m SCHEDULE# 1021559 OWNER: CSEC BC ADDRESS 4424 INNO VA TION DR COLORADO EARLY COLLEGES FORT COLLINS HIGH SCHOOL f 7o o N1- -17 f Lq 5; Ld \ ' Know what's below. LO o\ eoreyou dig. _\ s > 47 wz Ld QQ LIJ CANYON LATERAL Now � DIXON0 - --- J ;/ 50 25 0 50 100 w F I ct� JW: 50' QOWNER: ARCHER-DANIELS-MIDLAND COMPANY QLADDRESS 4500 /NNO VA T/ON OR rI I p ( Ft-I W ONSITE -BASIN SUMMARY TABLE + ( j > QJ DESIGN POINT SUMMARY TABLE it J Q 0 Tributary Area Percent tc-2year tc-100year Q2 Q100 Q2 Q100 m0 Sub-basin (acres) Impervious C2 C100 (min) (min) (cfs (cfs) DP Q LJ �Total (CFS) Total (CFS) m J Al 1.19 88% 0.86 1.00 6.5 5.0 2.6 11.9 1.1 1.1 4.6 O A2 0.34 84% 0.83 1.00 5.0 5.0 0.8 3.4 1a 9.0 46.0 Z O A3 0.12 91% 0.88 1.00 5.0 5.0 0.3 1.2 1b 1.1 5.2 � 71 1c 1.6 5.9 B1 0.58 75% 0.73 0.91 6.2 5.0 1.1 5.2 10 4.7 20.7 CD /- C1 0.59 100% 0.95 1.00 5.0 5.0 1.6 5.8 2a 0.8 3.4 OS1 6.27 26% 0.37 0.47 12.5 12.5 4.7 20.7 20 6.5 34.1 SHEET 9 OF 13 OS2 3.50 76% 0.78 0.98 8.2 5.0 6.5 34.1 3a 0.3 1.2 OS3 0.57 74% 0.80 1.00 5.0 5.0 1.3 5.6 30 2.3 10.8 JOB No. 3983800 Pickleball Facility at 4400 Innovation Drive Final Drainage Report APPENDIX G -LID EXHIBIT V) z GOLDEN MEADOWS POND // ���\\ \ \ j \ J //� � � II QQwwzSmm = QmQ LLI~ ~ mQ woo ozo -- - - - - _ - - - - -. - - - - - - - - - _ _ - - - - - _ - - - - - - � / f� - - - - - - - - - - - _ - - - - - - - - - _ — — _ - - - - - - - - - - - - - - - - - - Jam✓ /(' > —� _ � � - - -I_ - - - � / � - - -/ 5 � � \\\\ \ \\ \ �\ I �1 I < � � < < < < 00a 4960 I-4960- _ - - - 4960=- , � - I-I��-_�9\-.\6 15-\—--//-'/\-/\II\��\--\/--/\�—--s^-, —=I��---�—=—\J—_II�IIIIII,_—�J��_III LII_I\\/_vI I IiIItII/i\—�/-11■/—�\—L�—\�■—�u\--II II �O—_ II I/\o-—_�,1l/`_Q—_y/-ri.__-/---�_-_/-�-��./I/'r.„r-II---I/./'��/_--I\'\.r/-/\I --`'=-L\�-\-.��`-\II ///\I//I 1-\IIiI;I;I,II■ii�IiiIIi I�)-I-�.;■�..I;ii�;- I\ I-/�\/I�-\\—-1\\\II/�Ii I\���cv'n-/\I�-�-,\�Q p~o�-�`r\-��-\\\-1\\I`I 1)IJ',�II/I-\�-II\I'�J-\I I�Ii��Iiii1Wi(I�(j,;I IIiII`II l�'�(i JI\'I�I II\I II�I I1I\1I I\\1II I►1 b-�zCUo11III 1�I I I1II I jIII IiIIIII II I I I IIII/1I I II1 I I\/II— I� t ;I I, I/ I I (I 1I IIIIIIII l II II I ) 1 ■■■■ ■■■■ ■—■— ■■■■■■■■■■ ozz��w"r0_ r \zwo—�0��✓ z dN- ao—JJJI 496 _ O~0 -z c�mp' I ��.���• O 4960 -- 0 - - - - - - � Ir - _ _ Qj LL o CDll l LI I� 11 �1L11L ao w o � W W CD O -� - - - DB PR GOLDEN MEDOS USINSS PR_____ _ O�I7TITT 0 O OoJ —4965 KEY MAP � w > cf) m O-)SCALE N.T.S. 00 F - Ow OzCD �I > I I ZO ANNI■■ / --- -------------------- ---t O LUo_mJz 'JVE ■■■I_I � Q X 4965 4 CHAMPIONSHIP PI L COURTS 8 OL Co EXI5TIN6 LANDE70APE < U ISLAND TO REMAIN FUTURE INDUSTRIAL U5E OAST)lu COX C CU LU Z �o 75 LLEGEND Ld----- --------------- i j Q WOOD PECK 1■■1 ►■■ ■ —■_ i� �_lw 2 CHAMPIONSHIP - - - - - - PIGKLEBALL / LANDSGAPINO AREA m COURTS SYNTHETIC, TURF X- - C Lq / CD EXISTIN& PARKIN& SPACES (DEDICATED TO FUTUR INDUSTRIAL USE) CRUSHER FINES SEATING AREA If I \ GONGRETE SIDEWALK MEMO MEMO LID TREATED AREA T DE PAINTED BIKE LANE Fi PIGKLEBALL FACILITY (WEST) FUTURE INDUSTR \ (EAST)1i 1-I \ 1 o I -ICn LJ IF- _ GOLDEN MEADOWS BUSINESS PARK 8WIDE PEDESTRIAN BIKE TRAIL_4 X ) oWITH FUT1iRE CONNECTION TO RE&ION TRAIL -- _ =4965 w N Q0oo — IL 7= _ X J JLEGEND i mo SETBACK LINE Q Qc) z �o ROOF OVERHANG a � Y o Q m0 EDGE OF ASPHALT - - - - - - - - - - - - > GURB AND GUTTER (SPILL) U GURB AND GUTTER (GATGH) PROPERTY LINE/ROW EASEMENT LINE — — — — — — ——— — —— Q ADA ACCESS ROUTE LE ————————————5I0HT-DISTANGE TRIANG V) Impervious Area Ac. Percent Treated I--EXISTING SEWER — — —— 5 � Pickle Ball Courts 0.40 92.9% PROPOSED WATER J D Untreated Gravel and Walks 0.03 PROPOSED SEWER U O Q Li Q PROPOSED STORM SEWER V- ZQ 30 15 0 30 60 Q m m Li ORIGINAL SCALE: 1" 30' Q LLJ JU U9 -- - SHEET 4 OF 6 GCB NO. 39838.00