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HomeMy WebLinkAboutSUN COMMUNITIES - THE FOOTHILLS - FDP220005 - SUBMITTAL DOCUMENTS - ROUND 6 - DRAINAGE REPORT Fort Collins MH Project (The Foothills) Final Drainage Report Owner/Developer Sun Communities 27777 Franklin Road, Suite 200 Southfield, MI 48034 (248) 208-2610 Contact: John McLaren Engineer Atwell, LLC 143 Union Blvd., Suite 700 Lakewood, CO 80228 303-825-7100 Contact: Justin Phipps, PE Atwell Project Number 19002763 March 2023 Submitted by: Atwell, LLC Approval Blocks Compliance Statement: I hereby attest that this report for the final drainage design for the Fort Collins MH Project (The Foothills) 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. SEAL & SINGATURE: ______________________________________________________________ Justin Phipps, PE Date Registered Professional Engineer State of Colorado No. 53440 Developer’s Statement: Sun Communities hereby certifies that the drainage facilities for Fort Collins MH Project (The Foothills) shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statutes Title 30, Article 28; but cannot, on behalf of Fort Collins MH Project (The Foothills) guarantee that final drainage design review will absolve Sun Communities and/or their successors and assigns of future liability for improper design. I further understand that approval of the final plat does not imply approval of my engineer’s drainage design. _________________________________________ Name of Developer _________________________________________ Authorized Signature Date _________________________________________ Printed Name _________________________________________ Title Table of Contents General Location and Existing Site Information .......................................................................................... 1 Site Location & Existing Site Information ............................................................................................... 1 Master Drainage Basin Description .......................................................................................................... 2 Floodplain Information ............................................................................................................................. 2 Project Description .................................................................................................................................... 3 Proposed Drainage Facilities ........................................................................................................................ 3 Drainage Design Criteria .............................................................................................................................. 3 Regulations ............................................................................................................................................... 3 Drainage Studies, Master Plans, Site Constraints ..................................................................................... 3 Four-Step Process ..................................................................................................................................... 4 Hydrological Criteria ................................................................................................................................ 5 Hydraulic Criteria ..................................................................................................................................... 5 Drainage Facility Design .............................................................................................................................. 6 General Concept........................................................................................................................................ 6 Specific Details ......................................................................................................................................... 8 Variance Requests ......................................................................................................................................... 9 Erosion Control ............................................................................................................................................. 9 Conclusions ................................................................................................................................................... 9 References ................................................................................................................................................... 10 APPENDIX A – Vicinity Map APPENDIX B – Soils Survey APPENDIX C – FEMA FIRM Panel APPENDIX D - Hydrologic Computations APPENDIX E – Hydraulic Computations APPENDIX F – Drainage Maps Page 1 General Location and Existing Site Information Site Location & Existing Site Information Vicinity Map – Figure 1 The Foothills (Site), a manufactured housing project in Fort Collins is located in the northwest and northeast quarter of Section 13, Township 6 North, Range 69 West of the Sixth Principal Meridian, County of Larimer, State of Colorado. The Site is comprised of two parcels of land that are located within the City of Fort Collins, adjacent to South College Avenue and East Trilby Road. There is an existing manufactured housing community and a single-family residential neighborhood adjacent to the Site on the north, existing multi-family residential developments on the east, and vacant land to the south. A proposed multi-family development that is currently under construction is located south of the Site adjacent to College Avenue. The City of Fort Collins owns the vacant parcel of land east of the proposed multi-family project. The proposed development consists of 52.65 acres and is made up of 201 manufactured homes and open space with access from Trilby Road. The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creek Basin Selected Plan of Improvements. The Fossil Creek Basin consists of approximately 32 square miles in the city of Fort Collins and Larimer County. The Fossil Creek drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past County Road 5. Maps of the Fossil Creek Basin can be found in Appendix F. Site Page 2 Existing stormwater drainage facilities on the property include an outfall along Rick Drive that drains into a non-jurisdictional wetland. The City’s storm drainage information map indicates that the pipe that outfalls from Rick Drive is a 24-inch pipe. Flows from this outfall pipe will be required to be conveyed through the Site as part of development. The inadvertent wetland drains to the north along the eastern property boundary and discharges through an existing 8.0’x4.0’ Concrete Box Culvert under Trilby Road. There is a mobile home development along Trilby Road that also drains into the wetland that will need to be conveyed through the site. Existing Land Use for the entire site is designated as a Low-Density Mixed-Use Neighborhood District. The areas surrounding the site consist of Low-Density Mixed-Use Neighborhood District to the north (mobile home park), east (Provincetowne Neighborhood) and south (Stanton Creek Neighborhood) of the site. There is a Low-Density Residential District designation located along the northwestern portion of the site (College Ave and Trilby Road) in additional to a General Commercial District along S. College Ave and an Employment District to the north across Trilby Road. The ground cover of the Site consists of nearly 100% vegetative cover as the site is currently vacant land. There are no designated or named drainageways located within or traversing the site. No FEMA floodplains are delineated on the property. Soils on the site consists of a combination of fine sandy loam and clay loams, the majority of the Site consists of Hydrologic Soil Group C and D, with only 1.3% of the site having a Hydrologic Soil Group B rating which is located in the northeast corner of the property. Soil types were obtained from the Natural Resources Conservation Service (NRCS) – Web Soil Survey. A detailed NRCS soils map with percentages and descriptions of soils is included in Appendix B. Master Drainage Basin Description As part of the development of the site there are improvements that have been outlined in the Stone Creek Basin Selected Plan of Improvements. These improvements on our site consists of utilizing an existing inadvertent storage area. The standard detention requirement is to release detained flows at the historic two- year rate (0.2 cfs/acre), however since the development is able to use the existing inadvertent storage area to combine onsite stormwater with offsite stormwater in a detention basin, the standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. The peak flow at the outlet of the development is 73.5 cfs. Improvements also include upgrading an existing culvert located at the eastern property line at Crown Ridge Lane that has been preliminarily sized by the master drainage plan as a 10 ft x 3 ft concrete box culvert, in addition, the wetland outfall channel improvements from the Crown Ridge Lane to Trilby Road are required to ensure that capacity of the drainage channel is met. Floodplain Information According to the Federal Emergency Management Agency’s (FEMA) Flood Insurance Rate Map, the Site lies within Zone X, which is designated as “Areas determined to be outside the 0.2% annual chance flood hazard area.” The FEMA FIRM panel is not printed for this area. A FIRMette is included in Appendix C for reference. Page 3 Project Description The Site consists of approximately 52.65 acres of existing, undeveloped land to be developed for the manufactured homes and related infrastructure. The existing topography is generally sloping (2% to 5%) towards the northeast corner of the site. There is an area of ponding on the Site that is considered inadvertent storage of stormwater. The City indicated that this area can be used in the proposed detention pond and that specific requirements will apply for the required detention volume; these requirements will be discussed in detail within this report. Proposed Drainage Facilities Major Basin Description: The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creek Basin Selected Plan of Improvements. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. However, since the development is able to use the existing inadvertent storage area the standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. The peak flow at the outlet of the development is 73.5 cfs. The site outfall is an existing drainage channel located in the along the east property line that will need to be improved as part of this development. Sub-Basin Description: The site historically drains overland from west to east across the site to the inadvertent detention storage area before discharging to the north in the northeast a corner of the property. A more detailed description of the project drainage patterns follows in the Drainage Facility Design Section below. Drainage Design Criteria Regulations This drainage report is accordance with the drainage basin design of the Fossil Creek Basin Master Drainage Plan, the Stone Creek Basin Selected Plan of Improvements, as well the Fort Collins Stormwater Criteria Manual (FCSCM). Drainage Studies, Master Plans, Site Constraints The Site is located within the limits of the Fossil Creek Basin Master Drainage Plan and as such tie in points to the Outfall system have been mapped and designed as part of this report. The stormwater outfall options for this site appear to be the existing 8 ft x 4 ft box culvert located near the Trilby Road and Portner Road intersection. The site is also part of the Stone Creek Basin Selected Plan of Improvements and will require a concrete box culvert improvement at the Crown Ridge Lane crossing. The concrete box culvert improvement has been preliminarily sized by the master drainage plan to be 10 ft x 3 ft. The drainage channel at the east end of the site, between Crown Ridge Lane and Trilby Road, will need to be regraded and improved to increase capacity. There is a City recognized existing ‘inadvertent detention storage area’ Page 4 on this site. This area is located upstream of the existing culvert crossing at Crown Ridge Lane. This inadvertent storage area must be replaced and mitigated with any development on this site. In addition to the above improvements outlined in the Stone Creek Basin Selected Plan of Improvements, the site must accept and pass all offsite stormwater flows. This includes flows at the Rick Drive outfall, the undeveloped parcel located immediately south of this proposed site, the mobile home park to the north of the site. Four-Step Process The Four-Step Process for receiving water protection focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing streams and implementing long-term source controls. The Four Step Process pertains to management of smaller, frequently occurring events, as opposed to larger storms for which drainage and flood control infrastructure are sized. Step 1. Employ Runoff Reduction Practices To reduce runoff peaks, volumes and pollutant loads from urbanizing areas, the site has implemented LID strategies that includes conserving existing amenities, minimizing impacts, and minimizing directly connected impervious area (MDCIA). Constructed Wetland: Historic flows drain to an existing non-jurisdictional wetland area that will be extended and upgraded to provide additional wetland plantings while removing the existing noxious weeds that currently occupy the area due to intermittent water supply. The existing and expanded wetland area is part of the overall detention pond which includes a specified water quality volume. The water quality and detention attenuated volumes will provide the water necessary to maintain the wetland species. The wetland vegetation will provide and help mitigate water quality of storm water. The wetland vegetation will also provide natural erosion control and site sedimentation control. This area will be owned and maintained by the landowner. Bioretention: The site is proposing to utilize bioretention (rain garden) and linear bioretention facilities to pretreat storm water and enhance the water quality of the wetland. The site will utilize a depressed landscape to capture and filter the water quality capture volume. The bioretention will operate with up to 12 inches of ponding which will infiltrate through a soil media and be released into the detention pond via an underdrain system. The calculation spreadsheet can be found in appendix E. Forebays: Concrete forebays will be placed at the entrances to the linear bioretention channels. The forebays will capture large sediment before it enters the bioretention facilities. Vegetated Buffer: A vegetative buffer will be placed around the wetland. The buffer will improve the water quality of the storm water that sheet flows across this area before it enters the wetland by reducing sediment and debris. The buffer will also provide aesthetics to the site and enhance the trail around the wetland. Page 5 Step 2. Implement BMPs That Provide a WQCV with Slow Release Runoff has been designed be treated with subsurface water quality treatment and detention while utilizing the existing inadvertent detention storage area on the site. Step 3. Stabilize Streams There is a natural drainageway located along the eastern property line of the site that we will be improving and providing channel stabilization measures to as part of the improvements of the channel. By providing stream stabilization improvements it is likely that natural stream characteristics can be maintained to accommodate the site development. Step 4. Implement Site Specific and Other Source Control BMPs Site specific needs such as material storage or other site operations were considered to targeted source control BMPs. The neighborhood park is centrally located to the site and is located in an area away from the detention basin in an effort to keep dog waste in areas away from the detention basin. In addition, material storage during construction will be located in areas away from storm drainage facilities. Hydrological Criteria Per the FCSCM, three separate designs storms have been utilized to address drainage scenarios. The 80 th percentile rain event is used to analyze the project’s water quality features. In addition to the 80 th percentile rain event a 2-year recurrence interval is used as the minor event storm and a 100-year recurrence interval is used as the major event storm. Rainfall Intensities for Rational Method calculations computed from Intensity-Duration Frequency curves as depicted in Chapter 5, Figure 3.4-1 of the FCSCM, serve as source for all hydrologic computations associated with the proposed development. The Rational Method was used to compute stormwater runoff utilizing coefficients contained in Chapter 5, Tables 3.2-1 and 2.3-2 of the FCSCM. Hydraulic Criteria All drainage facilities proposed with the project are designed in accordance with the criteria outlined in the FCSCM. Street capacities for the major and minor storms and capacities of inlets in sump locations based on available or allowable ponding depth per Chapter 9, Equations 9.1, 9-2 and Tables 2.1-1, 2.1-2 and 2.1-3 of the FCSCM. See Appendix D for the Inlet calculations. Storm sewers are designed to meet the minor and major storm performance criteria that are defined in Chapter 5, Section 1.2 of the FCSCM. Storm sewer hydraulics were analyzed using StormCAD V8i software by Bentley. Page 6 Releases from the detention pond are directed via pipe and/or surface flow to historic drainage paths. The detention pond outlet pipe is designed to flow in open channel conditions with supercritical flow to allow proper flow control function. Pipe and swale outfalls are designed to dissipate energy and disperse flows so that flow velocities do not exceed 15 feet per second. Minor swales designs are guided by FCSCM Chapter 9, Figures 5.1-1, where appropriate. The Fossil Creek Master SWMM model has also been updated with the project site. The project site is located in subbasins 650, 700, and 720. The subbasins drain to the inadvertent wetland, Pond 386. The SWMM model was updated to reflect the site imperviousness, the stage-storage of pond 386, and the addition of the detention pond 386A. The ponds were also updated to show the outlet structure, orifice, and weir. The ponds were sized using the FFA method and using the SWMM model. The larger pond size results from the two methods were used for the pond calculations. Due to the need to submit an electronic copy of the SWMM model and the size of the results, the study has been submitted separately. Drainage Facility Design General Concept The proposed drainage improvements were designed to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. Onsite detention will be provided on-site while utilizing the inadvertent detention storage area outlined on the property. Detention release rates will be controlled through outlet control structures. Minor drainage basins have been delineated using the proposed site plan and grading, as well as the lot layout for the proposed development. See Appendix G for detailed drainage maps. Minor basins established for the site are described below: Basin A1 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 1 prior to entering the proposed inlet, 74% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 3.4 cfs bypasses this inlet and is collected in the inlet located in Basin A4. Basin A2 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 2 prior to entering the proposed inlet, 83% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 1.8 cfs bypasses this inlet and is collected in the inlet located in Basin A4. Basin A3 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 3 prior to entering the proposed inlet, 60% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 9.1 cfs bypasses this inlet and is collected in the inlet located in Basin A5. Basin A4 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 4 prior to entering the proposed inlet, 49% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 17.8 cfs bypasses this inlet and is collected in the inlet located in Basin A5. Basin A5 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 5 prior to entering the Page 7 proposed inlet, 48% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 18.4 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Basin A6 – This basin includes residential development, roadways, walks and open space. This basin drains to a 10-ft Type R inlet. Flows from this basin are quantified at Design Point 6 prior to entering the proposed inlet, 63% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 7.0 cfs bypasses this inlet and is collected in the inlet located in Basin A7. Basin A7 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 7 prior to entering the proposed inlet, 63% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 7.8 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Basin A8 –This basin includes residential development, roadways, walks and open space. This basin drains to a Denver Triple No. 16 inlet. Flows from this basin are quantified at Design Point 8 prior to entering the proposed inlet, the entirety of the 2-year flow is captured within the inlet and routed to Pond 386. Although 63% of the 100-year flow is captured in the inlet and routed to pond 386, the remaining 37% of the 100-year flow will overtop the street crest and be routed through a curb opening and into a swale and ultimately into pond 386. Basin A9 –This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening curb opening and into a swale and ultimately into pond 386. Flows from this basin are quantified at design point 9. Basin A10- This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening and directly into Pond 386 for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 10 prior to entering Pond 386. Basin A11 –This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening and directly into Pond 386 for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 11 prior to entering Pond 386. Basin A12 –This basin includes a small portion of residential development, open space, and Pond 386. This basin drains to directly into Pond 386 for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 12 prior to entering the proposed pond. Basin A13 –This basin includes residential development, roadways, walks and open space. This basin drains to a Denver Triple No. 16 inlet. Flows from this basin are quantified at Design Point 13 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and is ultimately released into the detention pond 386A, located near the intersection of Portner Drive and Trilby Road. Basin A14 –This basin includes residential development, roadways, walks and open space. This basin drains to a Denver Triple No. 16 inlet. Flows from this basin are quantified at Design Point 14 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and is ultimately released into the detention pond 386A, located near the intersection of Portner Drive and Trilby Road. Page 8 Basin A15 – This basin includes a small portion of the residential development and the detention pond 386A. This basin drains to directly into Pond 386A for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 16 prior to entering the proposed pond. Basin A16 –This basin includes a small portion of residential development, and the outfall channel from Pond 386 through Trilby Road. This subbasin follows its historic flow path and the channel has been improved by increasing capacity. The swale was designed for the emergency overflow runoff from Pond 386 and Pond 386A with 1-ft of freeboard. Basin OS 1 through OS6 – These basins include existing medium density residential developments. The basins drain through the Site and ultimately into Pond 386 for water quality treatment and runoff detention. Basin OS7 –This basin is currently an undeveloped land bank parcel owned by the City of Fort Collins. This basin sheet flows onto the Site. Per conversations with the City of Fort Collins it was agreed upon that the Site would treat and detain for the land bank parcel through the linear bioretention swale and Pond386, in exchange for the linear bioretention swale area to be located on their property. Per request by the City of Fort Collins, the land bank parcel was modeled as if it were to be developed as high density. This gives the land bank parcel a percent imperviousness of 90% and a runoff coefficient of 0.95. The calculations for sizing the linear bioretention swale and pond 386 used this percent impervious and runoff coefficient. Specific Details The standard Fort Collins detention requirement is to provide onsite detention of the runoff volume difference between the 100-year developed flow rate and the 2-year historic release rate. However, because the City has recognized inadvertent storage on this site (Pond 386), the development will be able to use the existing inadvertent storage area to combine onsite stormwater with offsite stormwater in a detention basin. Under this option the City standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. After reviewing the Selected Plan EPA SWMM hydrology model peak flows will not exceed 73.5 cfs from the development. The majority of the site will be directed into Pond 386 within Basin A12 and the rest of the site will be directed into Pond 386A within Basin A15 to maintain the required site release rate. The two ponds will share the release rate. Pond 386 will release at a rate of 45.8 cfs and Pond 386A will release at a rate of 27.7 cfs. A total detention volume for pond 386 is 17.35 acre-feet and the detention volume for pond 386A is 0.19 acre-feet. Maintaining the existing drainage patterns throughout the site improvements at Crown Ridge Lane are required. This crossing was preliminarily sized by the master drainage plan as a 10-ft x 3-ft concrete box culvert, however after analysis of the proposed stormwater improvements on the site, it will be required that the Crown Ridge Lane be two 8-ft x 4-ft concrete box culverts. Analysis of this culvert can be found in Appendix E. Since there is no longer a low point under Crown Ridge Lane, Pond 386 will utilize an outlet structure for emergency overflow, so the multifamily residential development to the east is not inundated in an emergency. Page 9 In addition to the improvements at Crown Ridge Lane the existing drainage channel at the east end of the site, between Crown Ridge Lane and Trilby Road, has been regraded and improved to increase the capacity of the channel to safely discharged runoff from the site, calculations can be found in Appendix E. Two other drainage swales have been proposed on the site as well to accept and pass offsite stormwater flows from Rick Drive to the west of the site and an undeveloped parcel immediately south of the site. Both of these proposed swales will be routed to Pond 386 before leaving the site. Design calculations for these swales is also found in Appendix E. Variance Requests No variances are requested for the stormwater facilities. Erosion Control A comprehensive Erosion and Sediment Control Plan (along with associated details) has been provided by separate document. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or modified in conjunction with construction activities. The Erosion and Sediment Control Plan addresses both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Appendix E of the FCSCM – Construction Control Measured Fact Sheets will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Conclusions Development of this drainage plan has been completed in accordance with standards set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. The drainage plan also complies with the requirements set forth in the Fossil Creek Basin. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. The drainage design proposed with the project will not negatively affect any downstream drainage facilities, as historic drainage patterns and allowable release rates are planned to be maintained. Page 10 References 1) City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, CO, as adopted by the City Council of the City of Fort Collins, as referenced in Section 26-500 © of the City of Fort Collins Municipal Code, December 2018. 2) City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, BHA Design, In. with City of Fort Collins Utility Services, November 5, 20019. 3) City of Fort Collins Stone Creek Basin Selected Plan of Improvements, ICON Engineering, Inc., October 2018. 4) Mile High Flood District Drainage Criteria Manual, Volumes 1, 2, &3, Mile High Flood Control District, Volumes 1 & 2 – Originally Published September 1969, Updated January 2016; Volume 3 – Originally Published September 1992, Updated November 2010. 5) Flood Insurance Rate Map of City of Fort Collins Colorado (FIRMette); Federal Emergency Management Agency. 6) USDA – NRCS – Web Soil Survey. APPENDIX A – Vicinity Map E. TRILBY RD. CARPENTER ROAD S. LEMAY AVE.S. COLLEGE AVE.PROJECT LOCATION THE FOOTHILLS VICINITY MAP APPENDIX B – Web Soil Survey Hydrologic Soil Group—Larimer County Area, Colorado (Sun Communities - Fort Collins) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2020 Page 1 of 444821004482200448230044824004482500448260044827004482100448220044823004482400448250044826004482700493400493500493600493700493800493900494000494100494200494300494400494500 493400 493500 493600 493700 493800 493900 494000 494100 494200 494300 494400 494500 40° 29' 44'' N 105° 4' 42'' W40° 29' 44'' N105° 3' 51'' W40° 29' 19'' N 105° 4' 42'' W40° 29' 19'' N 105° 3' 51'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,480 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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 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 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 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. Hydrologic Soil Group—Larimer County Area, Colorado (Sun Communities - Fort Collins) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 27 Cushman fine sandy loam, 3 to 9 percent slopes C 7.9 7.8% 35 Fort Collins loam, 0 to 3 percent slopes C 1.4 1.4% 36 Fort Collins loam, 3 to 5 percent slopes C 11.1 11.0% 37 Fort Collins loam, 5 to 9 percent slopes C 1.7 1.7% 48 Heldt clay loam, 0 to 3 percent slopes C 2.3 2.3% 49 Heldt clay loam, 3 to 6 percent slopes C 18.1 18.0% 54 Kim loam, 3 to 5 percent slopes B 1.3 1.3% 63 Longmont clay, 0 to 3 percent slopes D 25.1 24.9% 74 Nunn clay loam, 1 to 3 percent slopes C 6.6 6.6% 90 Renohill clay loam, 3 to 9 percent slopes D 15.3 15.1% 106 Tassel sandy loam, 3 to 25 percent slopes D 0.1 0.1% 136 Water 9.8 9.7% Totals for Area of Interest 100.7 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Sun Communities - Fort Collins Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2020 Page 3 of 4 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. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Sun Communities - Fort Collins Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2020 Page 4 of 4 APPENDIX C – FEMA FIRM PANEL USGS The National Map: Orthoimagery. Data refreshed October, 2020. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped 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 11/4/2020 at 12:41 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. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°4'35"W 40°29'48"N 105°3'58"W 40°29'21"N APPENDIX D – Hydrologic Computations PROJECT MANE: PROJECT NO: LOCATION: D 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 100% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 90% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 2% Impervious 2 yr = 0.15 5 yr = 0.15 10 yr = 0.15 100 yr = 0.15 20% Impervious 2 yr = 0.20 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 BASIN Atotal Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion Atotal Percent ID (ft²) (ft²) (ft²) (ft²) (ft²) (ft²) (Ac) 2 yr 5 yr 10 yr 100 yr Impervious H1 4513956 9732 480833 373640 684070 2965681 103.63 0.34 0.34 0.34 0.42 32% OS-7 729110 729110 16.74 0.20 0.20 0.20 0.20 20% Subtotals: 5,243,066 9,732 480,833 373,640 684,070 3,694,791 30% Drainage Area= 103.63 COMPOSITE C CALCULATION EXISTING DRAINAGE AREA NRCS Hydrologic Soil Group: COMPOSITE C Sun Communities - Fort Collins 19002763 Fort Collins, CO Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT MANE: PROJECT NO: LOCATION: D 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 100% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 90% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 2% Impervious 2 yr = 0.15 5 yr = 0.15 10 yr = 0.15 100 yr = 0.15 20% Impervious 2 yr = 0.20 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 COMPOSITE C CALCULATION NRCS Hydrologic Soil Group: Sun Communities - Fort Collins 19002763 Fort Collins, CO Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion BASIN Atotal Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion Atotal COMPOSITE C Percent ID (ft²) (ft²) (ft²) (ft²) (ft²) (ft²) (Ac) 2 yr 5 yr 10 yr 100 yr Impervious A1 162313 0 23590 24650 69223 44850 3.73 0.40 0.40 0.40 0.50 35% A2 128498 0 13700 12460 14338 88000 2.95 0.35 0.35 0.35 0.43 33% A3 178184 0 37750 57800 82634 0 4.09 0.58 0.58 0.58 0.72 51% A4 122175 0 27868 37800 56507 0 2.80 0.58 0.58 0.58 0.72 52% A5 114973 0 36170 25036 53767 0 2.64 0.58 0.58 0.58 0.72 52% A6 123927 0 43818 26696 53413 0 2.84 0.61 0.61 0.61 0.76 56% A7 101587 0 23784 26756 51047 0 2.33 0.55 0.55 0.55 0.69 48% A8 173871 0 56660 25497 91714 0 3.99 0.53 0.53 0.53 0.66 47% A9 204618 0 31175 55726 87242 30475 4.70 0.50 0.50 0.50 0.62 44% A10 29239 0 19247 0 9992 0 0.67 0.68 0.68 0.68 0.85 67% A11 58353 0 20929 15758 21666 0 1.34 0.65 0.65 0.65 0.82 61% A12 423204 0 6720 25350 125502 265632 9.72 0.24 0.24 0.24 0.30 20% A13 196767 0 57679 54015 85073 0 4.52 0.60 0.60 0.60 0.76 55% A14 19642 0 14666 2400 2576 0 0.45 0.85 0.85 0.85 1.00 86% A15 16137 0 0 5862 10274 0 0.37 0.44 0.44 0.44 0.55 34% A16 53729 0 0 9224 44505 0 1.23 0.29 0.29 0.29 0.36 17% OS1 207736 14483 80003 27973 85277 0 4.77 0.59 0.59 0.59 0.74 54% OS2 278515 0 90162 39058 149295 0 6.39 0.52 0.52 0.52 0.65 46% OS3 152777 0 65264 16920 70593 0 3.51 0.58 0.58 0.58 0.73 54% OS4 236370 9732 53955 35582 137101 0 5.43 0.47 0.47 0.47 0.58 39% OS5 530130 0 131429 192474 206227 0 12.17 0.64 0.64 0.64 0.80 58% OS6 183321 0 67579 62614 53128 0 4.21 0.72 0.72 0.72 0.90 68% OS7 729110 0 0 729110 0 0 16.74 0.95 0.95 0.95 1.00 90% PROPOSED DRAINAGE AREA K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT MANE: PROJECT NO: LOCATION: D 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 100% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 90% Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 2% Impervious 2 yr = 0.15 5 yr = 0.15 10 yr = 0.15 100 yr = 0.15 20% Impervious 2 yr = 0.20 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 COMPOSITE C CALCULATION NRCS Hydrologic Soil Group: Sun Communities - Fort Collins 19002763 Fort Collins, CO Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion BASIN Atotal Gravel Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion Atotal COMPOSITE C Percent ID (ft²) (ft²) (ft²) (ft²) (ft²) (ft²) (Ac) 2 yr 5 yr 10 yr 100 yr Impervious Pond 386 4,138,901 24,215 829,803 1,437,260 1,418,666 428,957 95.02 0.60 0.60 0.60 0.74 54.29% Pond 386A 232,546 - 72,345 62,277 97,923 - 5.34 0.61 0.61 0.61 0.77 56.05% Total 4,425,176 24,215 902,148 1,508,761 1,561,094 428,957 101.59 0.59 0.59 0.59 0.74 53.94% Total Contributing Drainage Area= 101.59 PROPOSED DRAINAGE AREA (CONTINUED) K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT NAME:Sun Communities - Fort Collins PROJECT NO:1.9E+07 LOCATION:Fort Collins, CO FINAL REMARKStc SLOPE ti LENGTH (%) (min) V (min) (ft)(min)(min) H1 H1 0.34 103.63 500 4.75 19.13 . . . 500.00 12.78 12.78 Urbanized Tc OS-7 OS-7 0.20 16.74 500 5.00 22.13 22.13 BASIN ID C2 AREADESIGN POINT TIME OF CONCENTRATION (Rational Method) tc CHECK (URBANIZED BASINS) INITIAL TIME (ti) SUB-BASIN DATA TRAVEL TIME (tt) TRAVEL LENGTH (ft) ttSLOPE (%) LENGT H (ft) Tc Reg K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT NAME:Sun Communities - Fort Collins PROJECT NO:1.9E+07 LOCATION:Fort Collins, CO FINAL REMARKStc SLOPE ti LENGTH (%) (min) V (min) (ft)(min)(min) BASIN ID C2 AREADESIGN POINT TIME OF CONCENTRATION (Rational Method) tc CHECK (URBANIZED BASINS) INITIAL TIME (ti) SUB-BASIN DATA TRAVEL TIME (tt) TRAVEL LENGTH (ft) ttSLOPE (%) LENGT H (ft) Tc Reg A1 A1 0.40 3.73 200 3.50 12.22 550 2.50 8.65 1.06 550.00 13.06 13.06 Urbanized Tc A2 A2 0.35 2.95 50 2.00 7.92 860 2.50 8.65 1.66 860.00 14.78 9.58 A3 A3 0.58 4.09 95 2.00 7.55 1475 2.50 8.65 2.84 1475.00 18.19 10.40 A4 A4 0.58 2.80 40 2.00 4.89 750 2.50 8.65 1.45 750.00 14.17 6.34 A5 A5 0.58 2.64 40 2.00 4.93 725 2.00 7.73 1.56 725.00 14.03 6.49 A6 A6 0.61 2.84 40 2.00 4.66 880 1.00 5.47 2.68 880.00 14.89 7.34 A7 A7 0.55 2.33 50 2.00 5.81 550 1.00 5.47 1.68 550.00 13.06 7.48 A8 A8 0.53 3.99 40 2.00 5.38 1215 2.50 8.65 2.34 1215.00 16.75 7.72 A9 A9 0.50 4.70 150 2.00 10.98 625 2.00 7.73 1.35 625.00 13.47 12.33 A10 A10 0.68 0.67 40 2.00 3.98 625 2.00 7.73 1.35 625.00 13.47 5.33 A11 A11 0.65 1.34 125 2.00 7.44 450 2.50 8.65 0.87 450.00 12.50 8.30 A12 A12 0.24 9.72 125 2.00 14.27 460 2.00 7.73 0.99 460.00 12.56 12.56 Urbanized Tc A13 A13 0.60 4.52 90 2.00 7.00 955 3.00 9.47 1.68 955.00 15.31 8.68 A14 A14 0.85 0.45 40 2.00 2.40 385 2.00 7.73 0.83 385.00 12.14 5.00 Minimum A15 A15 0.44 0.37 140 5.50 8.31 45 0.50 3.87 0.19 140.00 10.78 8.51 A16 A16 0.29 1.23 115 5.50 9.28 200 2.50 8.65 0.39 200.00 11.11 9.67 OS1 OS1 0.59 4.77 135 2.00 8.81 775 1.50 6.70 1.93 775.00 14.31 10.74 OS2 OS2 0.52 6.39 135 2.00 10.01 875 1.50 6.70 2.18 875.00 14.86 12.18 OS3 OS3 0.58 3.51 135 2.00 8.98 650 1.50 6.70 1.62 650.00 13.61 10.60 OS4 OS4 0.47 5.43 135 2.00 10.93 725 1.50 6.70 1.80 725.00 14.03 12.74 OS5 OS5 0.64 12.17 200 1.00 12.20 1045 0.50 3.87 4.50 1045.00 15.81 15.81 Urbanized Tc OS6 OS6 0.72 4.21 200 1.00 10.10 540 1.25 6.11 1.47 540.00 13.00 11.57 OS7 OS7 0.95 16.74 200 2.00 3.16 800 2.00 7.73 1.72 800.00 14.44 5.00 Minimum K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT NAME:Sun Communities - Fort Collins PROJECT NO:2E+07 LOCATION:Fort Collins, CO BASIN DESIGN AREA tc ID POINT Ac 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr (min) 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr H1 H1 103.63 0.34 0.34 0.34 0.42 34.72 34.72 34.72 43.40 12.78 2.08 2.74 3.44 7.08 72.17 94.98 119.57 307.41 OS-7 OS-7 16.74 0.20 0.20 0.20 0.20 3.35 3.35 3.35 3.35 22.13 1.59 2.09 2.63 5.41 5.31 6.99 8.80 18.10 RUNOFF COMPUTATIONS (RATIONAL METHOD) COMPOSITE C A*C INTENSITY (in/hr) Q (cfs) 0 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM PROJECT NAME:Sun Communities - Fort Collins PROJECT NO:2E+07 LOCATION:Fort Collins, CO BASIN DESIGN AREA tc ID POINT Ac 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr (min) 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr RUNOFF COMPUTATIONS (RATIONAL METHOD) COMPOSITE C A*C INTENSITY (in/hr) Q (cfs) 0 A1 A1 3.73 0.40 0.40 0.40 0.50 1.50 1.50 1.50 1.87 13.06 2.06 2.71 3.41 7.02 3.08 4.05 5.10 13.12 A2 A2 2.95 0.35 0.35 0.35 0.43 1.02 1.02 1.02 1.28 9.58 2.34 3.08 3.88 7.98 2.40 3.16 3.97 10.21 A3 A3 4.09 0.58 0.58 0.58 0.72 2.37 2.37 2.37 2.96 10.40 2.27 2.98 3.76 7.73 5.37 7.07 8.90 22.87 A4 A4 2.80 0.58 0.58 0.58 0.72 1.63 1.63 1.63 2.03 6.34 2.70 3.55 4.47 9.20 4.39 5.78 7.27 18.70 A5 A5 2.64 0.58 0.58 0.58 0.72 1.52 1.52 1.52 1.90 6.49 2.68 3.53 4.44 9.13 4.07 5.36 6.75 17.35 A6 A6 2.84 0.61 0.61 0.61 0.76 1.72 1.72 1.72 2.15 7.34 2.58 3.39 4.27 8.78 4.44 5.84 7.35 18.89 A7 A7 2.33 0.55 0.55 0.55 0.69 1.28 1.28 1.28 1.60 7.48 2.56 3.37 4.24 8.72 3.27 4.30 5.42 13.93 A8 A8 3.99 0.53 0.53 0.53 0.66 2.11 2.11 2.11 2.63 7.72 2.53 3.33 4.19 8.63 5.34 7.02 8.84 22.73 A9 A9 4.70 0.50 0.50 0.50 0.62 2.34 2.34 2.34 2.92 12.33 2.11 2.78 3.50 7.19 4.93 6.49 8.17 21.00 A10 A10 0.67 0.68 0.68 0.68 0.85 0.45 0.45 0.45 0.57 5.33 2.84 3.73 4.70 9.67 1.29 1.70 2.14 5.49 A11 A11 1.34 0.65 0.65 0.65 0.82 0.87 0.87 0.87 1.09 8.30 2.47 3.25 4.09 8.41 2.16 2.84 3.58 9.20 A12 A12 9.72 0.24 0.24 0.24 0.30 2.35 2.35 2.35 2.94 12.56 2.09 2.76 3.47 7.14 4.93 6.48 8.16 20.98 A13 A13 4.52 0.60 0.60 0.60 0.76 2.73 2.73 2.73 3.41 8.68 2.43 3.20 4.03 8.28 6.63 8.73 10.98 28.24 A14 A14 0.45 0.85 0.85 0.85 1.00 0.38 0.38 0.38 0.45 5.00 2.89 3.80 4.78 9.84 1.10 1.45 1.82 4.44 A15 A15 0.37 0.44 0.44 0.44 0.55 0.16 0.16 0.16 0.20 8.51 2.45 3.22 4.05 8.34 0.40 0.53 0.66 1.70 A16 A16 1.23 0.29 0.29 0.29 0.36 0.35 0.35 0.35 0.44 9.67 2.33 3.07 3.86 7.95 0.83 1.09 1.37 3.52 OS1 OS1 4.77 0.59 0.59 0.59 0.74 2.81 2.81 2.81 3.52 10.74 2.24 2.94 3.71 7.62 6.30 8.29 10.43 26.83 OS2 OS2 6.39 0.52 0.52 0.52 0.65 3.33 3.33 3.33 4.17 12.18 2.12 2.79 3.52 7.23 7.07 9.31 11.72 30.13 OS3 OS3 3.51 0.58 0.58 0.58 0.73 2.04 2.04 2.04 2.54 10.60 2.25 2.96 3.73 7.67 4.58 6.03 7.59 19.50 OS4 OS4 5.43 0.47 0.47 0.47 0.58 2.54 2.54 2.54 3.17 12.74 2.08 2.74 3.45 7.09 5.28 6.95 8.75 22.49 OS5 OS5 12.17 0.64 0.64 0.64 0.80 7.77 7.77 7.77 9.72 15.81 1.88 2.48 3.12 6.42 14.65 19.28 24.27 62.40 OS6 OS6 4.21 0.72 0.72 0.72 0.90 3.02 3.02 3.02 3.78 11.57 2.17 2.86 3.59 7.39 6.56 8.63 10.86 27.93 OS7 OS7 16.74 0.95 0.95 0.95 1.00 15.90 15.90 15.90 16.74 5.00 2.89 3.80 4.78 9.84 45.90 60.41 76.05 164.64 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 5/26/2022, 11:00 AM APPENDIX E – Hydraulic Computations Version 4.05 Released March 2017 Worksheet Protected INLET NAME DP-1 DP-2 DP-3 DP-4 DP-5 DP-6 URBAN URBAN URBAN URBAN URBAN URBAN STREET STREET STREET STREET STREET STREET On Grade On Grade On Grade On Grade On Grade On Grade CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening USER-DEFINED INPUT User-Defined Design Flows 3.1 2.4 5.4 4.4 4.1 4.4 13.1 10.2 22.9 18.7 17.4 18.9 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received User-Defined DP-4 No Bypass Flow Received 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 16.1 17.8 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 3.1 2.4 5.4 4.6 4.1 4.4 13.1 10.2 22.9 34.8 35.2 18.9 0.0 0.0 0.1 0.0 0.0 0.0 3.4 1.8 9.1 17.8 18.4 7.0 Minor Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Major Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Site Type (Urban or Rural) Calculated Local Peak Flow, Qp Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Calculated Local Peak Flow, Qp C Recommended Tc Tc selected by User Design Rainfall Intensity, I C5 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi Recommended Tc Tc selected by User Design Rainfall Intensity, I Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Channel Slope (ft/ft) Channel Length (ft) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Overland Length (ft) INLET MANAGEMENT Inlet Application (Street or Area) Hydraulic Condition Minor QKnown (cfs) Major QKnown (cfs) Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Subcatchment Area (acres) Percent Impervious NRCS Soil Type Overland Slope (ft/ft) Inlet Type Bypass (Carry-Over) Flow from Upstream Version 4.05 Released March 2017 Worksheet Protected INLET NAME USER-DEFINED INPUT User-Defined Design Flows Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT Minor Storm (Calculated) Analysis of Flow Time Major Storm (Calculated) Analysis of Flow Time Site Type (Urban or Rural) Calculated Local Peak Flow, Qp Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Calculated Local Peak Flow, Qp C Recommended Tc Tc selected by User Design Rainfall Intensity, I C5 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi Recommended Tc Tc selected by User Design Rainfall Intensity, I Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Channel Slope (ft/ft) Channel Length (ft) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Overland Length (ft) INLET MANAGEMENT Inlet Application (Street or Area) Hydraulic Condition Minor QKnown (cfs) Major QKnown (cfs) Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Subcatchment Area (acres) Percent Impervious NRCS Soil Type Overland Slope (ft/ft) Inlet Type Bypass (Carry-Over) Flow from Upstream DP-7 DP-8 DP-13 DP-14 User-Defined URBAN URBAN URBAN URBAN STREET STREET STREET STREET On Grade In Sump In Sump In Sump CDOT Type R Curb Opening CDOT/Denver 13 Combination Denver No. 16 Combination Denver No. 16 Combination 3.3 5.3 6.6 1.1 13.9 22.7 28.2 4.4 DP-6 User-Defined No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 7.0 36.9 0.0 0.0 3.3 5.3 6.6 1.1 20.9 59.6 28.2 4.4 0.0 N/A N/A N/A 7.8 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.031 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =24.5 56.3 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-1 UD-Inlet_v4.05, DP-1 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =3.1 9.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 3.4 cfs Capture Percentage = Qa/Qo = C% = 100 74 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-1 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.018 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =25.4 66.9 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-2 UD-Inlet_v4.05, DP-2 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =2.4 8.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 1.8 cfs Capture Percentage = Qa/Qo = C% = 100 83 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-2 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.008 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.6 47.2 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-3 UD-Inlet_v4.05, DP-3 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =5.3 13.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.1 9.1 cfs Capture Percentage = Qa/Qo = C% = 99 60 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-3 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.013 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =21.4 60.9 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-4 UD-Inlet_v4.05, DP-4 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =4.6 17.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 17.8 cfs Capture Percentage = Qa/Qo = C% = 100 49 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-4 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.008 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.6 48.5 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-5 UD-Inlet_v4.05, DP-5 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =4.1 16.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 18.4 cfs Capture Percentage = Qa/Qo = C% = 100 48 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-5 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.043 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =22.3 52.7 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-6 UD-Inlet_v4.05, DP-6 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =4.4 11.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 7.0 cfs Capture Percentage = Qa/Qo = C% = 100 63 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-6 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =1.08 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.010 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =19.2 56.0 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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) Sun Communities - MH Project (The Foothills) DP-7 UD-Inlet_v4.05, DP-7 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =3.3 13.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 7.8 cfs Capture Percentage = Qa/Qo = C% = 100 63 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, DP-7 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.0 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) Sun Communities - MH Project (The Foothills) DP-8 UD-Inlet_v4.05, DP-8 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 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) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.577 0.577 ft Depth for Curb Opening Weir Equation dCurb =0.46 0.46 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.97 0.97 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.57 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.8 8.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =5.3 59.6 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths UD-Inlet_v4.05, DP-8 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 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) Sun Communities - MH Project (The Foothills) DP-13 UD-Inlet_v4.05, DP-13 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 10.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 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) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.577 0.911 ft Depth for Curb Opening Weir Equation dCurb =0.46 0.79 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.97 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.2 29.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =6.6 28.2 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths UD-Inlet_v4.05, DP-13 3/29/2023, 9:29 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =9.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.020 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =9.0 9.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6 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) Sun Communities - MH Project (The Foothills) DP-14 UD-Inlet_v4.05, DP-14 3/29/2023, 9:29 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 10.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 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) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.577 0.911 ft Depth for Curb Opening Weir Equation dCurb =0.46 0.79 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.97 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.2 29.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 4.4 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths UD-Inlet_v4.05, DP-14 3/29/2023, 9:29 AM Scenario: Base Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw The Foothills Fort Collins StormCAD Model Results 2 Year Storm Event Project Number: 19002763 Start Node Start Node Grate/Rim Elevation (ft) Stop Node Stop Node Grate/Rim Elevation (ft) Invert (Start) (ft) Invert (Stop) (ft) Length (ft) Slope (ft/ft) Diameter (ft) Manning's n Flow (cfs)Full Flow Capacity (cfs) Velocity (ft/s) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Froude Number STM-02 (DP-14) 4963.49 O-1 4961.17 4,959.82 4,959.67 29.4 0.005 18 0.013 7.24 22.52 3.78 4,960.41 4,960.25 4,960.63 4,960.48 1.0 STM-05 4985.81 O-3 4982.04 4,979.43 4,979.04 77.3 0.005 36 0.013 10.99 47.36 5.46 4,980.48 4,980.02 4,980.87 4,980.49 1.1 STM-15 4990.89 0-4 4984.46 4,982.31 4,981.46 169.5 0.005 36 0.013 10.34 47.23 5.35 4,983.33 4,982.41 4,983.70 4,982.86 1.1 (DP-OS-05) 4983.40 STM-04 (DP-08) 4985.00 4,980.38 4,980.25 26.7 0.005 36 0.013 14.27 47.25 5.85 4,981.92 4,981.93 4,982.16 4,982.12 1.1 STM-19 5007.23 STM-18 5003.96 4,996.95 4,995.11 106.3 0.017 24 0.013 4.99 29.73 7.03 4,997.74 4,995.99 4,998.03 4,996.21 2.0 STM-18 5003.96 STM-17 4999.34 4,994.91 4,988.67 390.5 0.016 24 0.013 4.95 28.60 6.82 4,995.69 4,989.47 4,995.99 4,989.75 1.9 STM-22 (DP-06) 5001.35 STM-17 4999.34 4,989.29 4,988.67 31.1 0.020 24 0.013 4.30 31.94 7.09 4,990.02 4,989.47 4,990.29 4,989.68 2.1 STM-16 4998.25 STM-15 4990.89 4,987.59 4,982.81 239.3 0.020 30 0.013 10.48 57.97 8.96 4,988.67 4,983.53 4,989.08 4,984.78 2.2 STM-10 4991.08 STM-09 4990.22 4,983.73 4,983.30 84.9 0.005 36 0.013 8.59 47.46 5.10 4,984.65 4,984.16 4,984.99 4,984.57 1.1 STM-09 4990.22 STM-08 4989.58 4,983.10 4,982.82 57.1 0.005 36 0.013 8.50 46.71 5.02 4,984.02 4,983.69 4,984.35 4,984.08 1.1 STM-08 4989.58 STM-07 4988.22 4,982.62 4,981.82 158.8 0.005 36 0.013 8.44 47.33 5.06 4,983.54 4,983.09 4,983.87 4,983.22 1.1 STM-07 4988.22 STM-06 4986.50 4,981.62 4,980.72 180.6 0.005 36 0.013 11.41 47.09 5.49 4,982.69 4,981.73 4,983.09 4,982.19 1.1 STM-14 (DP-05) 4988.04 STM-07 4988.22 4,983.29 4,983.21 7.8 0.010 24 0.013 3.98 22.86 5.46 4,983.99 4,983.82 4,984.25 4,984.19 1.5 STM-06 4986.50 STM-05 4985.81 4,980.52 4,979.63 177.6 0.005 36 0.013 11.20 47.21 5.47 4,981.58 4,980.62 4,981.97 4,981.09 1.1 STM-03 (DP-13) 4963.60 STM-02 (DP-14) 4963.49 4,960.25 4,960.02 46.3 0.005 18 0.013 6.42 22.21 3.62 4,960.80 4,960.63 4,961.01 4,960.79 1.0 STM-17 4999.34 STM-16 4998.25 4,988.17 4,987.79 74.6 0.005 30 0.013 8.10 29.27 5.10 4,989.12 4,989.08 4,989.47 4,989.24 1.1 STM-21 (DP-07) 4997.51 STM-16 4998.25 4,988.07 4,987.79 13.8 0.020 30 0.013 3.18 58.53 6.37 4,989.06 4,989.08 4,989.11 4,989.11 2.1 STM-04 (DP-08) 4985.00 O-2 4982.04 4,980.05 4,979.04 200.6 0.005 36 0.013 18.09 47.16 6.23 4,981.41 4,980.33 4,981.93 4,980.94 1.1 STM-13 (DP-03) 4992.70 STM-12 (DP-04) 4991.71 4,985.98 4,985.52 91.4 0.005 24 0.013 5.20 16.05 4.56 4,986.78 4,986.30 4,987.09 4,986.63 1.1 STM-12 (DP-04) 4991.71 STM-11 4992.26 4,984.52 4,984.45 14.5 0.005 36 0.013 8.67 47.01 5.08 4,985.45 4,985.45 4,985.79 4,985.72 1.1 STM-11 4992.26 STM-10 4991.08 4,984.25 4,983.93 64.6 0.005 36 0.013 8.66 47.16 5.08 4,985.18 4,984.80 4,985.51 4,985.20 1.1 STM-20 (DP-01) 5008.10 STM-19 5007.23 5,000.59 4,997.45 104.8 0.030 18 0.013 2.99 18.19 7.60 5,001.25 4,997.86 5,001.50 4,998.76 2.5 STM-23 (DP-02) 5006.56 STM-19 5007.23 5,000.95 5,000.45 49.4 0.010 18 0.013 2.31 10.51 4.77 5,001.52 5,000.93 5,001.73 5,001.28 1.4 Page 1 Profile Report Engineering Profile - Profile - 1 (19002763-StormCAD.stsw) 4,955.00 4,960.00 4,965.00 -0+50 0+00 0+50 1+00 Station (ft)Elevation (ft)STM-03 (DP-13) Rim: 4,963.60 ft Invert: 4,960.00 ft STM-02 (DP-14) Rim: 4,963.49 ft Invert: 4,959.61 ft O-1 Rim: 4,961.17 ft Invert: 4,959.67 ft STM Pipe - 1 : 29.4 ft @ 0.005 ft/ftCircle - 18.0 in RCP STM Pipe - 2: 46.3 ft @ 0.005 ft/ftCircle - 18.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 2 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft)Elevation (ft)(DP-OS-05) Rim: 4,983.40 ft Invert: 4,980.38 ft STM-04 (DP-08) Rim: 4,985.00 ft Invert: 4,980.05 ft O-2 Rim: 4,982.04 ft Invert: 4,979.04 ft STM Pipe - 10 : 26.7 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-11: 200.6 ft @ 0.005 ft/ftCircle - 36.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 3 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 4,990.00 4,995.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 Station (ft)Elevation (ft)STM-05 Rim: 4,985.81 ft Invert: 4,979.10 ft STM-06 Rim: 4,986.50 ft Invert: 4,980.18 ft STM-07 Rim: 4,988.22 ft Invert: 4,981.29 ft STM-08 Rim: 4,989.58 ft Invert: 4,982.28 ft STM-09 Rim: 4,990.22 ft Invert: 4,982.77 ft STM-10 Rim: 4,991.08 ft Invert: 4,983.39 ft STM-11 Rim: 4,992.26 ft Invert: 4,984.12 ft STM-13 (DP-03) Rim: 4,992.70 ft Invert: 4,985.67 ft STM-12 (DP-04) Rim: 4,991.71 ft Invert: 4,984.39 ft O-3 Rim: 4,982.04 ft Invert: 4,979.04 ftSTM Pipe - 15 : 177.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-13: 14.5 ft @ 0.005 ft/ftCircle - 36.0 in STM Pipe - 14 : 77.3 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 16: 180.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 17 : 158.8 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 18: 57.1 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 19 : 84.9 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-14: 64.6 ft @ 0.005 ft/ftCircle - 36.0 in CO-12: 91.4 ft @ 0.005 ft/ftCircle - 24.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/26/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-07 Rim: 4,988.22 ft Invert: 4,981.29 ft STM-14 (DP-05) Rim: 4,988.04 ft Invert: 4,982.71 ft S T M P i p e - 2 2 : 7 .8 f t @ 0 .0 1 0 f t /f t C i r c l e - 2 4 .0 i n R C P Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 Station (ft)Elevation (ft)STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft STM-18 Rim: 5,003.96 ft Invert: 4,994.66 ft STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-15 Rim: 4,990.89 ft Invert: 4,982.01 ft STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft STM-20 (DP-01) Rim: 5,008.10 ft Invert: 5,000.08 ft 0-4 Rim: 4,984.46 ft Invert: 4,981.46 ft CO-6: 74.6 ft @ 0.005 ft/ftCircle - 30.0 in STM Pipe - 24 : 169.5 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 25 : 239.3 ft @ 0.020 ft/ft RCP STM Pipe - 28: 390.5 ft @ 0.016 ft/ft RCP STM Pipe - 29: 106.3 ft @ 0.017 ft/ft RCP CO-15: 104.8 ft @ 0.030 ft/ft Circle - 18.0 in Concrete Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 5,000.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft STM-21 (DP-07) Rim: 4,994.24 ft Invert: 4,987.78 ft CO-7: 13.8 ft @ 0.020 ft/ft Circle - 30.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 7 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 5,000.00 5,005.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft STM-22 (DP-06) Rim: 5,001.35 ft Invert: 4,989.04 ft STM Pipe - 38 : 31.1 ft @ 0.020 ft/ft Circle - 24.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 1+00 Station (ft)Elevation (ft)STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-23 (DP-02) Rim: 5,006.56 ft Invert: 5,000.74 ft CO-16: 49.4 ft @ 0.010 ft/ftCircle - 18.0 in Concrete Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw The Foothills Fort Collins StormCAD Model Results 100 Year Storm Event Project Number: 19002763 Start Node Start Node Grate/Rim Elevation (ft) Stop Node Stop Node Grate/Rim Elevation (ft) Invert (Start) (ft) Invert (Stop) (ft) Length (ft) Slope (ft/ft) Diameter (ft) Manning's n Flow (cfs)Full Flow Capacity (cfs) Velocity (ft/s) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Froude Number STM-02 (DP-14) 4963.49 O-1 4961.17 4,959.82 4,959.67 29.4 0.005 18 0.013 31.48 22.52 5.94 4,961.33 4,960.92 4,961.88 4,961.61 0.9 STM-05 4985.81 O-3 4982.04 4,979.43 4,979.04 77.3 0.005 36 0.013 49.05 47.36 7.62 4,981.92 4,981.32 4,982.87 4,982.45 0.8 STM-15 4990.89 0-4 4984.46 4,982.31 4,981.46 169.5 0.005 36 0.013 45.99 47.23 7.61 4,984.70 4,983.67 4,985.60 4,984.73 0.8 (DP-OS-05) 4983.40 STM-04 (DP-08) 4985.00 4,980.38 4,980.25 26.7 0.005 36 0.013 10.00 47.25 5.30 4,982.68 4,982.68 4,982.73 4,982.72 1.1 STM-19 5007.23 STM-18 5003.96 4,996.95 4,995.11 106.3 0.017 24 0.013 21.83 29.73 10.34 4,998.62 4,997.51 4,999.56 4,998.26 1.7 STM-18 5003.96 STM-17 4999.34 4,994.91 4,988.67 390.5 0.016 24 0.013 21.71 28.60 10.01 4,996.58 4,992.78 4,997.51 4,993.52 1.7 STM-22 (DP-06) 5001.35 STM-17 4999.34 4,989.29 4,988.67 31.1 0.020 24 0.013 18.76 31.94 5.97 4,992.99 4,992.78 4,993.55 4,993.33 2.0 STM-16 4998.25 STM-15 4990.89 4,987.59 4,982.81 239.3 0.020 30 0.013 46.39 57.97 13.12 4,989.84 4,985.60 4,991.38 4,986.99 1.9 STM-10 4991.08 STM-09 4990.22 4,983.73 4,983.30 84.9 0.005 36 0.013 37.64 47.46 7.45 4,985.96 4,985.81 4,986.65 4,986.36 1.0 STM-09 4990.22 STM-08 4989.58 4,983.10 4,982.82 57.1 0.005 36 0.013 37.35 46.71 7.34 4,985.81 4,985.68 4,986.29 4,986.13 1.0 STM-08 4989.58 STM-07 4988.22 4,982.62 4,981.82 158.8 0.005 36 0.013 37.18 47.33 5.26 4,985.68 4,985.19 4,986.11 4,985.62 1.0 STM-07 4988.22 STM-06 4986.50 4,981.62 4,980.72 180.6 0.005 36 0.013 50.43 47.09 7.45 4,984.30 4,983.35 4,985.19 4,984.27 0.7 STM-14 (DP-05) 4988.04 STM-07 4988.22 4,983.29 4,983.21 7.8 0.010 24 0.013 17.35 22.86 8.00 4,985.22 4,985.19 4,985.71 4,985.66 1.3 STM-06 4986.50 STM-05 4985.81 4,980.52 4,979.63 177.6 0.005 36 0.013 49.70 47.21 7.56 4,983.17 4,982.30 4,984.05 4,983.17 0.7 STM-03 (DP-13) 4963.60 STM-02 (DP-14) 4963.49 4,960.25 4,960.02 46.3 0.005 18 0.013 27.99 22.21 5.28 4,962.24 4,961.88 4,962.68 4,962.31 0.8 STM-17 4999.34 STM-16 4998.25 4,988.17 4,987.79 74.6 0.005 30 0.013 35.81 29.27 7.30 4,991.95 4,991.38 4,992.78 4,992.21 0.8 STM-21 (DP-07) 4997.51 STM-16 4998.25 4,988.07 4,987.79 13.8 0.020 30 0.013 13.87 58.53 2.83 4,991.40 4,991.38 4,991.52 4,991.51 2.2 STM-04 (DP-08) 4985.00 O-2 4982.04 4,980.05 4,979.04 200.6 0.005 36 0.013 32.53 47.16 7.20 4,981.90 4,980.87 4,982.68 4,981.68 1.0 STM-13 (DP-03) 4992.70 STM-12 (DP-04) 4991.71 4,985.98 4,985.52 91.4 0.005 24 0.013 22.68 16.05 7.22 4,988.50 4,987.58 4,989.31 4,988.39 0.9 STM-12 (DP-04) 4991.71 STM-11 4992.26 4,984.52 4,984.45 14.5 0.005 36 0.013 37.91 47.01 7.40 4,987.02 4,986.99 4,987.58 4,987.54 1.0 STM-11 4992.26 STM-10 4991.08 4,984.25 4,983.93 64.6 0.005 36 0.013 37.86 47.16 7.42 4,986.37 4,986.24 4,987.15 4,986.89 1.0 STM-20 (DP-01) 5008.10 STM-19 5007.23 5,000.59 4,997.45 104.8 0.030 18 0.013 13.02 18.19 11.19 5,001.95 4,999.19 5,002.88 5,000.03 2.2 STM-23 (DP-02) 5006.56 STM-19 5007.23 5,000.95 5,000.45 49.4 0.010 18 0.013 10.13 10.51 6.77 5,002.17 5,001.63 5,002.84 5,002.35 1.1 Page 1 Profile Report Engineering Profile - Profile - 1 (19002763-StormCAD.stsw) 4,955.00 4,960.00 4,965.00 -0+50 0+00 0+50 1+00 Station (ft)Elevation (ft)STM-03 (DP-13) Rim: 4,963.60 ft Invert: 4,960.00 ft STM-02 (DP-14) Rim: 4,963.49 ft Invert: 4,959.61 ft O-1 Rim: 4,961.17 ft Invert: 4,959.67 ft STM Pipe - 1 : 29.4 ft @ 0.005 ft/ftCircle - 18.0 in RCP STM Pipe - 2: 46.3 ft @ 0.005 ft/ftCircle - 18.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 2 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft)Elevation (ft)(DP-OS-05) Rim: 4,983.40 ft Invert: 4,980.38 ft STM-04 (DP-08) Rim: 4,985.00 ft Invert: 4,980.05 ft O-2 Rim: 4,982.04 ft Invert: 4,979.04 ft STM Pipe - 10 : 26.7 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-11: 200.6 ft @ 0.005 ft/ftCircle - 36.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 3 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 4,990.00 4,995.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 Station (ft)Elevation (ft)STM-05 Rim: 4,985.81 ft Invert: 4,979.10 ft STM-06 Rim: 4,986.50 ft Invert: 4,980.18 ft STM-07 Rim: 4,988.22 ft Invert: 4,981.29 ft STM-08 Rim: 4,989.58 ft Invert: 4,982.28 ft STM-09 Rim: 4,990.22 ft Invert: 4,982.77 ft STM-10 Rim: 4,991.08 ft Invert: 4,983.39 ft STM-11 Rim: 4,992.26 ft Invert: 4,984.12 ft STM-13 (DP-03) Rim: 4,992.70 ft Invert: 4,985.67 ft STM-12 (DP-04) Rim: 4,991.71 ft Invert: 4,984.39 ft O-3 Rim: 4,982.04 ft Invert: 4,979.04 ftSTM Pipe - 15 : 177.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-13: 14.5 ft @ 0.005 ft/ftCircle - 36.0 in STM Pipe - 14 : 77.3 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 16: 180.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 17 : 158.8 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 18: 57.1 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 19 : 84.9 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-14: 64.6 ft @ 0.005 ft/ftCircle - 36.0 in CO-12: 91.4 ft @ 0.005 ft/ftCircle - 24.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/26/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-07 Rim: 4,988.22 ft Invert: 4,981.29 ft STM-14 (DP-05) Rim: 4,988.04 ft Invert: 4,982.71 ft S T M P i p e - 2 2 : 7 .8 f t @ 0 .0 1 0 f t /f t C i r c l e - 2 4 .0 i n R C P Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/25/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 Station (ft)Elevation (ft)STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft STM-18 Rim: 5,003.96 ft Invert: 4,994.66 ft STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-15 Rim: 4,990.89 ft Invert: 4,982.01 ft STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft STM-20 (DP-01) Rim: 5,008.10 ft Invert: 5,000.08 ft 0-4 Rim: 4,984.46 ft Invert: 4,981.46 ft CO-6: 74.6 ft @ 0.005 ft/ftCircle - 30.0 in STM Pipe - 24 : 169.5 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 25 : 239.3 ft @ 0.020 ft/ft RCP STM Pipe - 28: 390.5 ft @ 0.016 ft/ft RCP STM Pipe - 29: 106.3 ft @ 0.017 ft/ft RCP CO-15: 104.8 ft @ 0.030 ft/ft Circle - 18.0 in Concrete Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 5,000.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft STM-21 (DP-07) Rim: 4,994.24 ft Invert: 4,987.78 ft CO-7: 13.8 ft @ 0.020 ft/ft Circle - 30.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 7 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 5,000.00 5,005.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft STM-22 (DP-06) Rim: 5,001.35 ft Invert: 4,989.04 ft STM Pipe - 38 : 31.1 ft @ 0.020 ft/ft Circle - 24.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 1+00 Station (ft)Elevation (ft)STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-23 (DP-02) Rim: 5,006.56 ft Invert: 5,000.74 ft CO-16: 49.4 ft @ 0.010 ft/ftCircle - 18.0 in Concrete Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/29/2023 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Feb 7 2023 Rick Drive Outfall Channel User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.029 Calculations Compute by: Known Q Known Q (cfs) = 161.40 (Sta, El, n)-(Sta, El, n)... ( 0.00, 103.40)-(4.00, 100.00, 0.030)-(9.00, 100.00, 0.030)-(21.00, 103.00, 0.030)-(25.00, 103.40, 0.030) Highlighted Depth (ft) = 2.42 Q (cfs) = 161.40 Area (sqft) = 32.69 Velocity (ft/s) = 4.94 Wetted Perim (ft) = 21.02 Crit Depth, Yc (ft) = 1.92 Top Width (ft) = 18.68 EGL (ft) = 2.80 -5 0 5 10 15 20 25 30 Elev (ft) Depth (ft)Section 99.00 -1.00 100.00 0.00 101.00 1.00 102.00 2.00 103.00 3.00 104.00 4.00 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, May 26 2022 Pond Outfall Channel Trapezoidal Bottom Width (ft) = 8.00 Side Slopes (z:1) = 4.00, 3.00 Total Depth (ft) = 4.50 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 586.30 Highlighted Depth (ft) = 3.23 Q (cfs) = 586.30 Area (sqft) = 62.36 Velocity (ft/s) = 9.40 Wetted Perim (ft) = 31.53 Crit Depth, Yc (ft) = 3.48 Top Width (ft) = 30.61 EGL (ft) = 4.60 0 5 10 15 20 25 30 35 40 45 50 Elev (ft) Depth (ft)Section 99.00 -1.00 100.00 0.00 101.00 1.00 102.00 2.00 103.00 3.00 104.00 4.00 105.00 5.00 Reach (ft) Cross Section for Trilby Ex Box Culvert Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient ft/ft0.007Channel Slope in22.6Normal Depth ft4.0Height ft8.00Bottom Width cfs73.50Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/22/2021 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterTrilby Ex Box Culvert.fm8 D D D D D D D 39 40 41 42 43 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 4445464748495051 53 54 55 56 60 61 62 64 65 66 52 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 8485 868788899091 92 93 949596979899100101102103104105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136137 138 139 140 141 142 143 144 145 146 147 148 149 150 151152 153 154 155 156 157 158 159 160 161 162 163 164165166 167 168 169 170 171 172 173 174175176 177178179 180 181 182 183 184 185 186 187188189190191 192 193 194 195 196197 198 199 200 201 57 58 59 63 THE FOOTHILLS LINEAR BIORETENTION EXHIBIT Project Name:The Foothills Project Number:19002763 Project Location:Fort Collins Linear Bioretention 1 Tributary Sub Basins are A1 - A9 and OS-7 Basin ID Area (AC) Percent Impervious A1 3.73 35% A2 2.95 33% A3 4.09 51% A4 2.8 52% A5 2.64 52% A6 2.84 56% A7 2.33 48% A8 3.99 47% A9 4.70 44% OS-7 16.74 90% Average 46.81 61.8% Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =61.8 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.618 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 2,039,044 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 =0.40 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =30,644 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 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 =25203 sq ft D) Actual Flat Surface Area AActual =27962 sq ft E) Area at Design Depth (Top Surface Area)ATop =33884 sq ft F) Rain Garden Total Volume VT=30,923 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =3.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =30,644 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3 11/16 in Design Procedure Form: Rain Garden (RG) SB Atwell, LLC May 26, 2022 The foothills Fort Collins UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07 RG1, RG 5/26/2022, 9:18 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? 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) SB Atwell, LLC May 26, 2022 The foothills Fort Collins 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 UD-BMP_v3.07 RG1, RG 5/26/2022, 9:18 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) = 95.02 100-YR Runoff Coefficient = 0.74 Max Release Rate (Qout) = 45.8 (min) (in/hr) (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 70.31 209,890 13,740 196,150 4.503 10 7.720 70.31 325,698 27,480 298,218 6.846 15 6.520 70.31 412,607 41,220 371,387 8.526 20 5.600 70.31 472,515 54,960 417,555 9.586 25 4.980 70.31 525,252 68,700 456,552 10.481 30 4.520 70.31 572,081 82,440 489,641 11.241 35 4.050 70.31 598,027 96,180 501,847 11.521 40 3.740 70.31 631,146 109,920 521,226 11.966 45 3.460 70.31 656,881 123,660 533,221 12.241 50 3.230 70.31 681,350 137,400 543,950 12.487 55 3.030 70.31 703,078 151,140 551,938 12.671 60 2.860 70.31 723,961 164,880 559,081 12.835 65 2.710 70.31 743,157 178,620 564,537 12.960 70 2.590 70.31 764,884 192,360 572,524 13.143 75 2.480 70.31 784,713 206,100 578,613 13.283 80 2.380 70.31 803,276 219,840 583,436 13.394 85 2.290 70.31 821,207 233,580 587,627 13.490 90 2.210 70.31 839,137 247,320 591,817 13.586 95 2.130 70.31 853,692 261,060 592,632 13.605 100 2.060 70.31 869,091 274,800 594,291 13.643 105 2.000 70.31 885,966 288,540 597,426 13.715 110 1.940 70.31 900,311 302,280 598,031 13.729 115 1.880 70.31 912,124 316,020 596,104 13.685 120 1.840 70.31 931,530 329,760 601,770 13.815 Water Quality Capture Volume 72300.23 (ft3) Water Quality Capture Volume 1.66 ac-ft 100-YR Detention Volume 601,770 (ft3)PER SWMM 683,643 (ft3) 100-YR Detention Volume 13.81 ac-ft 15.694 ac-ft Total Volume 674,071 (ft3)Total Volume 755,943 (ft3) Total Volume 15.475 ac-ft Total Volume 17.35 ac-ft MODIFIED FFA METHOD - DETENTION VOLUME Required Detention Volume 100-YR Required Detention Volume Time 100-YR Rainfall C*A Inflow Volume (Vi) Outflow Volume (Vo) Required Detention Required Detention K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 1 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO POND ELEV AREA VOLUME VOLUMEsum METHOD ID (ft2)(ft3)(ft3) 4972.1 119264 0 0 4973.0 205523 137,987 137,987 4973.5 210804 104,079 242,066 4974.0 216177 106,742 348,808 4974.5 221645 109,453 458,261 4975.0 228079 112,427 570,688 4975.5 233784 115,463 686,151 4976.0 239543 118,329 804,479 4976.5 245357 121,222 925,702 4977.0 251225 124,143 1,049,844 4977.5 257247 127,115 1,176,959 4978.2 264360 182,557 1,359,516 VWQCV(ft3)=72,300.23 ElevWQCV(ft)=4972.59 4973.14 VTotal Required(ft3)=755,943.23 Elev100(ft)=4975.79 VTOTAL(ft3)=1,359,515.94 ElevTOTAL(ft)=4978.20 POND 386 AVAILABLE DETENTION STORAGE VOLUME K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 2 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM PROJECT NAME: PROJECT NO: LOCATION: ElevWQCV(ft)=4973.14 Elev100(ft)=4975.79 ElevTOTAL(ft)=4978.20 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENTH OF ID COEFFICIENT PROVIDED WIER CREST WEIR (cfs)CBCW (ft) (ft) (ft) OUTLET 45.80 2.7 - 2.65 5.6 EMERGENCY 548.40 2.7 1.00 1.41 174.2 The Foothills - Pond 386 19002763 Fort Collins, CO SPILLWAY DESIGN Pond 386 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 3 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Maximum Release Rate (QOUT)45.8 Outlet Pipe invert Elev 4969.74 Elev100(ft)=4975.79 QUANTITY DETENTION ORIFICE GRAVITATIONAL EFFECTIVE CROSS SECTIONAL RECTANGLAR HOLE ORIFICE PLATE COEFFICIENT CONSTANT HEAD AREA OF ORIFICE HEIGHT (ft)=2 NOTES ID (ft/sec2)(ft)(ft2)WIDTH (ft) = WATER QUALITY WQCV DEPTH OF RECTANGLAR HOLE ORIFICE PLATE WQCV HEIGHT (in)=2 NOTES ID (acre-ft) (ft) WIDTH (in) = Pond 386 1.66 1.00 3.6 - 4.6 2.4 EXTENDED DETENTION OUTLET STRUCTURE DESIGN -Pond 386 0.61 32.20 4.06 AREA PER ROW OF ORICIES (SPACED ON 4" CENTERS) (in2) 7.12 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 4 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM PROJECT NAME:The Foothills - Pond 386A PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) = 5.34 100-YR Runoff Coefficient (C) =0.77 Max Release Rate (Qout) = 27.7 (min) (in/hr) (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 4.11 12,274 8,310 3,964 0.091 10 7.720 4.11 19,046 16,620 2,426 0.056 15 6.520 4.11 24,128 24,930 (802) (0.018) 20 5.600 4.11 27,631 33,240 (5,609) (0.129) 25 4.980 4.11 30,715 41,550 (10,835) (0.249) 30 4.520 4.11 33,454 49,860 (16,406) (0.377) 35 4.050 4.11 34,971 58,170 (23,199) (0.533) 40 3.740 4.11 36,908 66,480 (29,572) (0.679) 45 3.460 4.11 38,412 74,790 (36,378) (0.835) 50 3.230 4.11 39,843 83,100 (43,257) (0.993) 55 3.030 4.11 41,114 91,410 (50,296) (1.155) 60 2.860 4.11 42,335 99,720 (57,385) (1.317) 65 2.710 4.11 43,458 108,030 (64,572) (1.482) 70 2.590 4.11 44,728 116,340 (71,612) (1.644) 75 2.480 4.11 45,888 124,650 (78,762) (1.808) 80 2.380 4.11 46,973 132,960 (85,987) (1.974) 85 2.290 4.11 48,022 141,270 (93,248) (2.141) 90 2.210 4.11 49,070 149,580 (100,510) (2.307) 95 2.130 4.11 49,921 157,890 (107,969) (2.479) 100 2.060 4.11 50,822 166,200 (115,378) (2.649) 105 2.000 4.11 51,809 174,510 (122,701) (2.817) 110 1.940 4.11 52,647 182,820 (130,173) (2.988) 115 1.880 4.11 53,338 191,130 (137,792) (3.163) 120 1.840 4.11 54,473 199,440 (144,967) (3.328) Water Quality Capture Volume 4,161 (ft3) Water Quality Capture Volume 0.10 (ac-ft) 100-YR Detention Volume 3,964 (ft3) 100-YR Detention Volume 0.091 (ac-ft) Total Volume 8,125 (ft3) Total Volume 0.187 (ac-ft) MODIFIED FFA METHOD - DETENTION VOLUME Required Detention Volume 100-YR Required Detention Volume Time 100-YR Rainfall C*A Inflow Volume (Vi) Outflow Volume (Vo) Required Detention Required Detention K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A 1 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM PROJECT NAME:The Foothills - Pond 386A PROJECT NO:19002763 LOCATION:Fort Collins, CO POND ELEV AREA VOLUME VOLUMEsum METHOD ID (ft2)(ft3)(ft3) 4959.36 0.00 0 0 4960 1731.70 369 369 4961 2506.50 2,107 2,477 4962 3406.20 2,945 5,422 4963 4430.70 3,907 9,329 4964 5580.20 4,994 14,323 VWQCV(ft3)=4,160.81 ElevWQCV(ft)=4961.57 V100(ft3)=8,124.53 Elev100(ft)=4962.69 VTOTAL(ft3)=14,323.16 ElevTOTAL(ft)=4964.00 POND A AVAILABLE DETENTION STORAGE VOLUME K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A 2 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM PROJECT NAME: PROJECT NO: LOCATION: ElevWQCV(ft)=4961.57 Elev100(ft)=4962.69 ElevTOTAL(ft)=4964.00 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENGTH OF ID COEFFICIENT PROVIDED WEIR CREST WEIR (cfs)CBCW (ft) (ft) (ft) OUTLET 27.70 2.7 - 1.12 12.4 SPILLWAY 34.40 2.7 1.00 0.31 74.5 The Foothills - Pond 386A 19002763 Fort Collins, CO SPILLWAY DESIGN Pond 386A K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A 3 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM PROJECT NAME: PROJECT NO: LOCATION: Maximum Release Rate (QOUT)27.7 Outlet Pipe invert Elevation 4959.07 100-YR WSEL 4962.69 QUANTITY DETENTION ORIFICE GRAVITATIONALEFFECTIVE CROSS SECTONAL ORIFICE ORIFICE PLATE COEFFICIENT CONSTANT HEAD AREA OF ORIFICE DIAMETER NOTES ID (ft/sec2)(ft)(ft2)(in) WATER QUALITY WQCV DEPTH OF HOLE DIA. ORIFICE PLATE WQCV NOTES ID (acre-ft) (ft) (in) Pond 386A 0.10 2.21 0.68 11/16 EXTENDED DETENTION OUTLET STRUCTURE DESIGN The Foothills - Pond 386A 19002763 Fort Collins, CO AREA PER ROW OF ORICIES (4" CENTERS) (in2) 0.36 Pond 386A 0.61 32.20 2.37 3.67 26.0 30" Pipe with orifice plate K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A 4 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM APPENDIX F – Drainage Map 24" CPP (W) INV=4989.13 15" RCP (NW) INV=5022.17 15" RCP (SE) 2" WALL THICKNESS CROWN=5023.59 INV(CALCULATED)=5022.17 (FROZEN AT TIME OF SURVEY)DEBRA DRIVERICK DRIVE PITNER DRIVE PORTNER DRIVECROW N R I D G E LANE KEVIN DRIVEKnow what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION D D Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION D D Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION D D D Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION D Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION