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HomeMy WebLinkAboutSUN COMMUNITIES - THE FOOTHILLS - FDP220005 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT Fort Collins MH Project (The Foothills) Final Drainage Report Owner/Developer Sun Communities 27777 Franklin Road, Suite 220 Southfield, MI 48034 (248) 208-2543 Contact: Anastasiya Short Engineer Atwell, LLC 143 Union Blvd., Suite 700 Lakewood, CO 80228 303-825-7100 Contact: Justin Phipps, PE Atwell Project Number 19002763 March 2022 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 ......................................................................................................................................... 8 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 – Reference Materials APPENDIX G – 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 preserved 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. Linear Bioretention: The site is proposing to utilize linear bioretention channels to pretreat storm water and enhance the water quality of the wetland. The channels will be gently sloped at 0.5% and 0.3% to provide the infiltration and time for settlement to settle and to slow runoff. 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 channels. 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. 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, 70% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 3.9 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, 78% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 2.2 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, 57% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 10.0 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, 56% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 10.1 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 proposed inlet, 43% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 22.5 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Page 7 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, 59% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 7.7 cfs bypasses this inlet and is collected in the inlet located in Basin A8. 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, 70% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 4.2 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 15-ft Type R inlet. Flows from this basin are quantified at Design Point 8 prior to entering the proposed inlet, 27% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 63.2 cfs bypasses this inlet and is collected in the inlet located in Basin A9. Basin A9 –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 9 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 386. Basin A10 –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 10 prior to entering the proposed inlet, 61% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 7.5 cfs bypasses this inlet and is collected in the inlet located in Basin A11. Basin A11 –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 11 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 386. Basin A12 –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 12 prior to entering Pond 386. Basin A13 –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 13 prior to entering the proposed pond. Basin A14 –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 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. Basin A15 –This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 15 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 A16 – 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 A17 –This basin includes a small portion of residential development, and the outfall channel from Pond 386 through Trilby Road. The outfall channel follows its historic flow path and 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. 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 A13 and the rest of the site will be directed into Pond 386A within Basin A16 to maintain the required site release rate. The two ponds will share the release rate. Pond 386 will release at a rate of 52.5 cfs and Pond 386A will release at a rate of 21.0 cfs. A total detention volume for pond 386 is 32.3 acre-feet and the detention volume for pond 386A is 0.33acre-feet. To maintain 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. 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. Page 9 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 2,965,681 32% 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: 3/2/2022, 6:41 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 103456 0 31055 28170 44231 0 2.38 0.61 0.61 0.61 0.76 55% A5 108633 0 42455 25900 40278 0 2.49 0.65 0.65 0.65 0.82 61% 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 177639 0 28647 66450 82542 0 4.08 0.58 0.58 0.58 0.72 51% A9 79366 0 14118 20264 44984 0 1.82 0.50 0.50 0.50 0.62 42% A10 196228 0 25575 52936 87242 30475 4.50 0.48 0.48 0.48 0.60 41% A11 30484 0 7939 7918 14627 0 0.70 0.57 0.57 0.57 0.71 50% A12 58353 0 20929 15758 21666 0 1.34 0.65 0.65 0.65 0.82 61% A13 423204 0 6720 25350 125502 265632 9.72 0.24 0.24 0.24 0.30 20% A14 170092 0 47750 40025 82317 0 3.90 0.56 0.56 0.56 0.70 50% A15 18743 0 11500 2400 4843 0 0.43 0.74 0.74 0.74 0.93 73% A16 16137 0 0 5862 10274 0 0.37 0.44 0.44 0.44 0.55 34% A17 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: 3/2/2022, 6:41 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 4,189,831 24,215 808,472 1,494,839 1,433,348 428,957 96.19 0.60 0.60 0.60 0.75 54.37% Pond 386A 204,972 - 59,250 48,287 97,434 - 4.71 0.57 0.57 0.57 0.71 51.06% Total 4,448,532 24,215 867,722 1,552,350 1,575,287 428,957 102.12 0.59 0.59 0.59 0.74 53.77% Total Contributing Drainage Area= 102.12 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: 3/2/2022, 6:41 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 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 RegBASIN ID C2 AREADESIGN POINT K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity Designer: JMP Date: 3/2/2022, 6:41 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) 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 RegBASIN ID C2 AREADESIGN POINT 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 0.61 2.38 40 2.00 4.63 750 2.50 8.65 1.45 750.00 14.17 6.08 A5 A5 0.65 2.49 40 2.00 4.20 725 2.00 7.73 1.56 725.00 14.03 5.76 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 0.58 4.08 40 2.00 4.91 1215 2.50 8.65 2.34 1215.00 16.75 7.25 A9 A9 0.50 1.82 200 2.00 12.70 275 2.00 7.73 0.59 275.00 11.53 11.53 Urbanized Tc A10 A10 0.48 4.50 150 2.00 11.34 625 2.00 7.73 1.35 625.00 13.47 12.68 A11 A11 0.57 0.70 40 2.00 5.02 625 2.00 7.73 1.35 625.00 13.47 6.37 A12 A12 0.65 1.34 125 2.00 7.44 450 2.50 8.65 0.87 450.00 12.50 8.30 A13 A13 0.24 9.72 125 2.00 14.27 460 2.00 7.73 0.99 460.00 12.56 12.56 Urbanized Tc A14 A14 0.56 3.90 40 2.00 5.05 585 2.00 7.73 1.26 585.00 13.25 6.31 A15 A15 0.74 0.43 40 2.00 3.36 385 2.00 7.73 0.83 385.00 12.14 5.00 Minimum A16 A16 0.44 0.37 140 5.50 8.31 45 0.50 3.87 0.19 140.00 10.78 8.51 A17 A17 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: 3/2/2022, 6:41 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: 3/2/2022, 6:41 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 2.38 0.61 0.61 0.61 0.76 1.44 1.44 1.44 1.80 6.08 2.73 3.60 4.53 9.32 3.95 5.19 6.54 16.81 A5 A5 2.49 0.65 0.65 0.65 0.82 1.63 1.63 1.63 2.04 5.76 2.78 3.65 4.60 9.46 4.52 5.95 7.49 19.27 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 4.08 0.58 0.58 0.58 0.72 2.36 2.36 2.36 2.95 7.25 2.59 3.40 4.28 8.81 6.10 8.03 10.10 25.98 A9 A9 1.82 0.50 0.50 0.50 0.62 0.90 0.90 0.90 1.13 11.53 2.17 2.86 3.60 7.40 1.97 2.59 3.26 8.37 A10 A10 4.50 0.48 0.48 0.48 0.60 2.15 2.15 2.15 2.69 12.68 2.09 2.74 3.46 7.11 4.49 5.91 7.44 19.12 A11 A11 0.70 0.57 0.57 0.57 0.71 0.40 0.40 0.40 0.50 6.37 2.69 3.55 4.47 9.18 1.07 1.41 1.77 4.55 A12 A12 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 A13 A13 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 A14 A14 3.90 0.56 0.56 0.56 0.70 2.20 2.20 2.20 2.75 6.31 2.70 3.56 4.48 9.21 5.94 7.82 9.84 25.30 A15 A15 0.43 0.74 0.74 0.74 0.93 0.32 0.32 0.32 0.40 5.00 2.89 3.80 4.78 9.84 0.92 1.21 1.53 3.93 A16 A16 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 A17 A17 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: 3/2/2022, 6:41 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 4.0 4.5 4.4 13.1 10.2 22.9 16.8 19.3 18.9 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received User-Defined User-Defined No Bypass Flow Received 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 6.1 20.1 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 3.1 2.4 5.4 4.0 4.7 4.4 13.1 10.2 22.9 22.9 39.4 18.9 0.0 0.0 0.2 0.0 0.0 0.0 3.9 2.2 10.0 10.1 22.5 7.7 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 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 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) 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 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi 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 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 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 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) 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 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi 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 DP-7 DP-8 DP-9 DP-10 DP-11 DP-14 URBAN URBAN URBAN URBAN URBAN URBAN STREET STREET STREET STREET STREET STREET On Grade On Grade In Sump On Grade In Sump In Sump 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 3.3 6.1 0.9 4.5 1.1 5.9 13.9 26.0 1.1 19.1 4.6 25.3 No Bypass Flow Received User-Defined DP-8 No Bypass Flow Received DP-10 No Bypass Flow Received 0.0 0.0 0.4 0.0 0.0 0.0 0.0 60.6 63.2 0.0 7.5 0.0 3.3 6.1 1.3 4.5 1.1 5.9 13.9 86.6 64.3 19.1 12.1 25.3 0.0 0.4 N/A 0.0 N/A N/A 4.2 63.2 N/A 7.5 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 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 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 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 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) 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 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi 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 DP-15 User-Defined URBAN STREET In Sump CDOT Type R Curb Opening 0.9 3.9 No Bypass Flow Received 0.0 0.0 0.9 3.9 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 =0.013 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 =30.1 67.7 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-1 UD-Inlet_v4.05, DP-1 3/4/2022, 5:42 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 9.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 3.9 cfs Capture Percentage = Qa/Qo = C% = 100 70 % 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 3/4/2022, 5:42 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 =0.013 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 =31.2 80.4 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 3/4/2022, 5:42 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 8.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 2.2 cfs Capture Percentage = Qa/Qo = C% = 100 78 % 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 3/4/2022, 5:42 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 =0.013 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 =20.4 56.7 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-3 UD-Inlet_v4.05, DP-3 3/4/2022, 5:42 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 =5.2 12.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.2 10.0 cfs Capture Percentage = Qa/Qo = C% = 97 57 % 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 3/4/2022, 5:42 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 =0.013 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 =26.4 73.2 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-4 UD-Inlet_v4.05, DP-4 3/4/2022, 5:42 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 =4.0 12.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 10.1 cfs Capture Percentage = Qa/Qo = C% = 100 56 % 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 3/4/2022, 5:42 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 =0.013 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 =20.4 58.0 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-5 UD-Inlet_v4.05, DP-5 3/4/2022, 5:42 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 =4.7 16.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 22.5 cfs Capture Percentage = Qa/Qo = C% = 99 43 % 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 3/4/2022, 5:42 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 =0.013 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 =27.4 63.1 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 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 3/4/2022, 5:42 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 11.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 7.7 cfs Capture Percentage = Qa/Qo = C% = 100 59 % 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 3/4/2022, 5:42 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 =0.013 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 =23.6 67.0 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 3/4/2022, 5:42 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 9.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 4.2 cfs Capture Percentage = Qa/Qo = C% = 100 70 % 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 3/4/2022, 5:42 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 =0.013 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 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 =26.4 74.9 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' WARNING: MAJOR STORM max. allowable capacity is less 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-8 UD-Inlet_v4.05, DP-8 3/4/2022, 5:42 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: WARNING: Q > ALLOWABLE Q FOR MAJOR STORM MINOR MAJOR Total Inlet Interception Capacity Q =5.7 23.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.4 63.2 cfs Capture Percentage = Qa/Qo = C% = 94 27 % 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-8 3/4/2022, 5:42 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 =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 =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 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-9 UD-Inlet_v4.05, DP-9 3/4/2022, 5:42 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.08 1.08 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.48 0.73 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =32.9 66.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.3 64.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-9 3/4/2022, 5:42 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 =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 =0.013 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 =26.4 73.7 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-10 UD-Inlet_v4.05, DP-10 3/4/2022, 5:42 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 =4.5 11.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 7.5 cfs Capture Percentage = Qa/Qo = C% = 99 61 % 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-10 3/4/2022, 5:42 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 =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 =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 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-11 UD-Inlet_v4.05, DP-11 3/4/2022, 5:42 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.08 1.08 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.48 0.78 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.91 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =14.5 22.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 12.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-11 3/4/2022, 5:42 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 =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 =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 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-14 UD-Inlet_v4.05, DP-14 3/4/2022, 5:42 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.08 1.08 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.48 0.78 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.91 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.96 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =21.7 47.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =5.9 25.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-14 3/4/2022, 5:42 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 =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 =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 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-15 UD-Inlet_v4.05, DP-15 3/4/2022, 5:42 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.08 1.08 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.48 0.78 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.4 11.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 3.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-15 3/4/2022, 5:42 AM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Mar 4 2022 Rick Drive Outfall Channel Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 3.40 Invert Elev (ft) = 100.00 Slope (%) = 0.60 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 161.40 Highlighted Depth (ft) = 2.35 Q (cfs) = 161.40 Area (sqft) = 33.84 Velocity (ft/s) = 4.77 Wetted Perim (ft) = 24.38 Crit Depth, Yc (ft) = 1.99 Top Width (ft) = 23.80 EGL (ft) = 2.70 0 5 10 15 20 25 30 35 40 45 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 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Mar 4 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) = 591.70 Highlighted Depth (ft) = 3.24 Q (cfs) = 591.70 Area (sqft) = 62.66 Velocity (ft/s) = 9.44 Wetted Perim (ft) = 31.60 Crit Depth, Yc (ft) = 3.50 Top Width (ft) = 30.68 EGL (ft) = 4.63 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) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Mar 5 2022 SWALE 1 Trapezoidal Bottom Width (ft) = 38.00 Side Slopes (z:1) = 4.00, 5.00 Total Depth (ft) = 3.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 72.90 Highlighted Depth (ft) = 0.76 Q (cfs) = 72.90 Area (sqft) = 31.48 Velocity (ft/s) = 2.32 Wetted Perim (ft) = 45.01 Crit Depth, Yc (ft) = 0.48 Top Width (ft) = 44.84 EGL (ft) = 0.84 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 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 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, May 20 2021 SWALE 1 Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 5.90 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 18.40 Highlighted Depth (ft) = 0.94 Q (cfs) = 18.40 Area (sqft) = 8.23 Velocity (ft/s) = 2.23 Wetted Perim (ft) = 12.75 Crit Depth, Yc (ft) = 0.63 Top Width (ft) = 12.52 EGL (ft) = 1.02 0 5 10 15 20 25 30 35 40 45 50 55 60 65 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 5.00 106.00 6.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Mar 5 2022 SWALE 1 Trapezoidal Bottom Width (ft) = 38.00 Side Slopes (z:1) = 4.00, 5.00 Total Depth (ft) = 3.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 279.80 Highlighted Depth (ft) = 1.65 Q (cfs) = 279.80 Area (sqft) = 74.95 Velocity (ft/s) = 3.73 Wetted Perim (ft) = 53.22 Crit Depth, Yc (ft) = 1.14 Top Width (ft) = 52.85 EGL (ft) = 1.87 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 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 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Mar 5 2022 SWALE 2 Trapezoidal Bottom Width (ft) = 15.50 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 4.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 58.06 Highlighted Depth (ft) = 1.24 Q (cfs) = 58.06 Area (sqft) = 25.37 Velocity (ft/s) = 2.29 Wetted Perim (ft) = 25.73 Crit Depth, Yc (ft) = 0.72 Top Width (ft) = 25.42 EGL (ft) = 1.32 0 5 10 15 20 25 30 35 40 45 50 55 60 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) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Mar 5 2022 SWALE 2 Trapezoidal Bottom Width (ft) = 15.50 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 4.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 247.30 Highlighted Depth (ft) = 2.68 Q (cfs) = 247.30 Area (sqft) = 70.27 Velocity (ft/s) = 3.52 Wetted Perim (ft) = 37.60 Crit Depth, Yc (ft) = 1.71 Top Width (ft) = 36.94 EGL (ft) = 2.87 0 5 10 15 20 25 30 35 40 45 50 55 60 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 Worksheet for Debra St Ditch Crossing Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient ft/ft0.010Channel Slope in18.0Normal Depth in18.0Diameter cfs10.50Discharge Results cfs10.50Discharge in18.0Normal Depth ft²1.8Flow Area ft4.7Wetted Perimeter in4.5Hydraulic Radius ft0.00Top Width in14.9Critical Depth %100.0Percent Full ft/ft0.010Critical Slope ft/s5.94Velocity ft0.55Velocity Head ft2.05Specific Energy (N/A)Froude Number cfs11.30Maximum Discharge cfs10.50Discharge Full ft/ft0.010Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %100.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in18.0Normal Depth in14.9Critical Depth ft/ft0.010Channel Slope ft/ft0.010Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/20/2021 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterDebra St. Ditch Crossing.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 52 53 54 55 59 60 61 63 64 65 66 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 56 57 58 62 THE FOOTHILLS LINEAR BIORETENTION EXHIBIT Project Name:The Foothills Project Number:19002763 Project Location:Fort Collins Linear Bioretention 1 Tributary Sub Basins are A1 - A7, and OS-7 Basin ID Area (AC) Percent Impervious A1 3.73 35% A2 2.95 33% A3 4.09 51% A4 2.38 55% A5 2.49 61% A6 2.84 56% A7 2.33 48% OS-7 16.74 90% Average 37.55 66.5% Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =66.5 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.665 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 1,635,708 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 =26,381 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 =21755 sq ft D) Actual Flat Surface Area AActual =23719 sq ft E) Area at Design Depth (Top Surface Area)ATop =29559 sq ft F) Rain Garden Total Volume VT=26,639 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 12" Growing Media to be able to daylight underdrain into wetland/detetnion pond 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 =2.6 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =26,381 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3 9/16 in Design Procedure Form: Rain Garden (RG) SB Atwell, LLC March 6, 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 3/6/2022, 12:05 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 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 March 6, 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 3/6/2022, 12:05 PM Project Name:The Foothills Project Number:19002763 Project Location:Fort Collins Linear Bioretention 2 Tributary Sub Basins are A8 - A11 Basin ID Area (AC) Percent Impervious A8 4.08 51% A9 1.82 42% A10 4.50 41% A11 0.70 50% Average 11.10 45.4% Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =66.5 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.665 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 1,635,708 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 =26,381 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 =21755 sq ft D) Actual Flat Surface Area AActual =23719 sq ft E) Area at Design Depth (Top Surface Area)ATop =29559 sq ft F) Rain Garden Total Volume VT=26,639 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 12" Growing Media to be able to daylight underdrain into wetland/detetnion pond 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 =2.6 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =26,381 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3 9/16 in Design Procedure Form: Rain Garden (RG) SB Atwell, LLC March 6, 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 3/6/2022, 12:44 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 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 March 6, 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 3/6/2022, 12:44 PM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) = 96.06 100-YR Runoff Coefficient = 0.75 Max Release Rate (Qout) = 52.5 (min) (in/hr) (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 72.05 215,054 15,750 199,304 4.575 10 7.720 72.05 333,712 31,500 302,212 6.938 15 6.520 72.05 422,760 47,250 375,510 8.621 20 5.600 72.05 484,142 63,000 421,142 9.668 25 4.980 72.05 538,176 78,750 459,426 10.547 30 4.520 72.05 586,158 94,500 491,658 11.287 35 4.050 72.05 612,743 110,250 502,493 11.536 40 3.740 72.05 646,676 126,000 520,676 11.953 45 3.460 72.05 673,044 141,750 531,294 12.197 50 3.230 72.05 698,116 157,500 540,616 12.411 55 3.030 72.05 720,378 173,250 547,128 12.560 60 2.860 72.05 741,775 189,000 552,775 12.690 65 2.710 72.05 761,444 204,750 556,694 12.780 70 2.590 72.05 783,706 220,500 563,206 12.929 75 2.480 72.05 804,022 236,250 567,772 13.034 80 2.380 72.05 823,042 252,000 571,042 13.109 85 2.290 72.05 841,414 267,750 573,664 13.170 90 2.210 72.05 859,785 283,500 576,285 13.230 95 2.130 72.05 874,698 299,250 575,448 13.210 100 2.060 72.05 890,476 315,000 575,476 13.211 105 2.000 72.05 907,767 330,750 577,017 13.246 110 1.940 72.05 922,464 346,500 575,964 13.222 115 1.880 72.05 934,568 362,250 572,318 13.139 120 1.840 72.05 954,452 378,000 576,452 13.234 Water Quality Capture Volume 73164.81 (ft3) Water Quality Capture Volume 1.68 ac-ft 100-YR Detention Volume 577,017 (ft3) 100-YR Detention Volume 13.25 ac-ft Total Volume 650,182 (ft3) Total Volume 14.926 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: 3/4/2022, 5:46 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO POND ELEV AREA VOLUME VOLUMEsum METHOD ID (ft2)(ft3)(ft3) 4972.14 200813 0 0 4973 209345 176,355 176,355 4974 219537 214,421 390,776 4975 230016 224,756 615,532 4976 240781 235,378 850,910 4977 251833 246,286 1,097,196 4978 263172 257,482 1,354,678 4978.2 276828 53,994 1,408,672 VWQCV(ft3)=73,164.81 ElevWQCV(ft)=4972.50 VTotal Required(ft3)=650,181.81 Elev100(ft)=4975.15 VTOTAL(ft3)=1,408,672.13 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: 3/4/2022, 5:46 AM PROJECT NAME: PROJECT NO: LOCATION: ElevWQCV(ft)=4973.14 Elev100(ft)=4975.15 ElevTOTAL(ft)=4978.20 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENTH OF ID COEFFICIENT PROVIDED WIER CREST WEIR (cfs)CBCW (ft) (ft) (ft) OUTLET 52.50 2.7 - 2.01 9.8 EMERGENCY 571.6 2.7 1.00 2.05 102.8 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: 3/4/2022, 5:46 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Maximum Release Rate (QOUT)52.5 Outlet Pipe invert Elev 4969.74 Elev100(ft)=4975.15 QUANTITY DETENTION ORIFICE GRAVITATIONAL EFFECTIVE CROSS SECTIONAL RECTANGLAR HOLE ORIFICE PLATE COEFFICIENT CONSTANT HEAD AREA OF ORIFICE NOTES ID (ft/sec2)(ft)(ft2)(ft) WATER QUALITY WQCV DEPTH OF RECTANGLAR HOLE ORIFICE PLATE WQCV HEIGHT (in)=2 NOTES ID (acre-ft) (ft) WIDTH (in) = Pond 386 1.68 1.00 3.6 - 4.6 2x2.3 EXTENDED DETENTION OUTLET STRUCTURE DESIGN -Pond 386 0.61 32.20 5.41 AREA PER ROW OF ORICIES (SPACED ON 4" CENTERS) (in2) 7.21 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 4 of 4 Designer: AJD Date: 3/4/2022, 5:46 AM PROJECT NAME:The Foothills - Pond 386A PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) = 4.71 100-YR Runoff Coefficient (C) =0.71 Max Release Rate (Qout) = 21.0 (min) (in/hr) (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 3.34 9,982 6,300 3,682 0.085 10 7.720 3.34 15,490 12,600 2,890 0.066 15 6.520 3.34 19,623 18,900 723 0.017 20 5.600 3.34 22,472 25,200 (2,728) (0.063) 25 4.980 3.34 24,980 31,500 (6,520) (0.150) 30 4.520 3.34 27,208 37,800 (10,592) (0.243) 35 4.050 3.34 28,442 44,100 (15,658) (0.359) 40 3.740 3.34 30,017 50,400 (20,383) (0.468) 45 3.460 3.34 31,241 56,700 (25,459) (0.584) 50 3.230 3.34 32,404 63,000 (30,596) (0.702) 55 3.030 3.34 33,438 69,300 (35,862) (0.823) 60 2.860 3.34 34,431 75,600 (41,169) (0.945) 65 2.710 3.34 35,344 81,900 (46,556) (1.069) 70 2.590 3.34 36,377 88,200 (51,823) (1.190) 75 2.480 3.34 37,320 94,500 (57,180) (1.313) 80 2.380 3.34 38,203 100,800 (62,597) (1.437) 85 2.290 3.34 39,056 107,100 (68,044) (1.562) 90 2.210 3.34 39,908 113,400 (73,492) (1.687) 95 2.130 3.34 40,601 119,700 (79,099) (1.816) 100 2.060 3.34 41,333 126,000 (84,667) (1.944) 105 2.000 3.34 42,136 132,300 (90,164) (2.070) 110 1.940 3.34 42,818 138,600 (95,782) (2.199) 115 1.880 3.34 43,380 144,900 (101,520) (2.331) 120 1.840 3.34 44,303 151,200 (106,897) (2.454) Water Quality Capture Volume 3,433 (ft3) Water Quality Capture Volume 0.08 (ac-ft) 100-YR Detention Volume 3,682 (ft3) 100-YR Detention Volume 0.085 (ac-ft) Total Volume 7,115 (ft3) Total Volume 0.163 (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: 3/4/2022, 5:47 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)=3,432.99 ElevWQCV(ft)=4961.32 V100(ft3)=7,115.13 Elev100(ft)=4962.43 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: 3/4/2022, 5:47 AM PROJECT NAME: PROJECT NO: LOCATION: ElevWQCV(ft)=4961.32 Elev100(ft)=4962.43 ElevTOTAL(ft)=4964.00 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENGTH OF ID COEFFICIENT PROVIDED WEIR CREST WEIR (cfs)CBCW (ft) (ft) (ft) OUTLET 21.00 2.7 - 1.11 9.5 SPILLWAY 30.90 2.7 1.00 0.57 26.8 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: 3/4/2022, 5:47 AM PROJECT NAME: PROJECT NO: LOCATION: Maximum Release Rate (QOUT)21.0 Outlet Pipe invert Elevation 4959.07 100-YR WSEL 4962.43 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 0.08 1.96 0.63 5/8 Fort Collins, CO AREA PER ROW OF ORICIES (4" CENTERS) (in2) 0.31 Pond 386A 0.61 32.20 3.36 2.34 20.7 24" PIPE WITH RESTRICTOR PLATE EXTENDED DETENTION OUTLET STRUCTURE DESIGN The Foothills - Pond 386A 19002763 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A 1 of 1 Designer: AJD Date: 3/7/2022, 12:57 PM Scenario: Base Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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-15) 4963.89 O-1 4961.66 4,959.81 4,959.66 29.4 0.005 0.013 6.60 22.60 4.52 4,960.52 4,960.32 4,960.78 4,960.64 1.1 STM-11 4985.91 O-3 4982.55 4,979.93 4,979.55 77.3 0.005 36 0.013 10.80 23.30 5.35 4,980.97 4,980.54 4,981.35 4,980.98 1.1 STM-21 4988.17 0-4 4984.51 4,982.85 4,982.00 169.5 0.005 36 0.013 10.31 21.80 5.35 4,983.87 4,982.95 4,984.24 4,983.40 1.1 STM-04 (DP-11) 4980.57 O-2 4977.78 4,976.39 4,976.28 22.4 0.005 18 0.013 24.25 81.60 4.68 4,977.41 4,977.23 4,977.76 4,977.64 0.5 (DP-OS-05) 4982.50 STM-09 (DP-08) 4984.17 4,979.64 4,979.50 28.8 0.005 0.013 14.27 30.30 5.61 4,981.23 4,981.23 4,981.35 4,981.33 1.2 STM-31 4994.88 O-04 0.00 4,990.76 4,990.15 28.5 0.021 24 0.013 11.81 35.80 9.64 4,992.00 4,991.06 4,992.52 4,992.19 2.2 STM-30 (DP-02) 5008.56 STM-26 5007.72 4,999.10 4,998.69 19.4 0.020 18 0.013 2.31 15.40 6.14 4,999.67 4,999.11 4,999.89 4,999.62 2.0 STM-25 5006.22 STM-24 5002.68 4,996.75 4,994.82 96.3 0.020 24 0.013 4.97 15.50 7.41 4,997.54 4,995.69 4,997.83 4,995.92 2.1 STM-24 5002.68 STM-23 4996.69 4,994.62 4,986.81 390.5 0.020 24 0.013 4.94 15.40 7.39 4,995.40 4,987.61 4,995.69 4,987.89 2.1 STM-29 (DP-06) 4997.63 STM-23 4996.69 4,987.44 4,986.81 30.0 0.020 24 0.013 4.30 13.40 7.12 4,988.17 4,987.61 4,988.44 4,987.82 2.1 STM-22 4994.97 STM-21 4988.17 4,985.74 4,983.35 240.2 0.010 30 0.013 10.49 25.60 6.99 4,986.82 4,984.21 4,987.24 4,984.97 1.6 (DP-OS-04) 4994.79 STM-31 4994.88 4,991.23 4,990.96 13.5 0.020 24 0.013 11.82 36.90 9.43 4,992.47 4,991.95 4,992.99 4,992.87 2.1 (DP-OS-02) 4994.68 (DP-OS-04) 4994.79 4,991.74 4,991.23 106.0 0.005 24 0.013 6.84 42.70 4.89 4,993.03 4,992.99 4,993.19 4,993.07 1.0 STM-19 (DP-03) 4991.26 STM-18 4991.87 4,986.49 4,986.38 23.7 0.003 24 0.013 5.20 43.40 3.68 4,987.40 4,987.22 4,987.62 4,987.48 0.8 STM-16 4990.09 STM-15 4989.42 4,984.22 4,983.80 84.6 0.005 36 0.013 8.15 17.30 5.00 4,985.12 4,984.64 4,985.45 4,985.03 1.1 STM-15 4989.42 STM-14 4988.96 4,983.60 4,983.31 57.1 0.005 36 0.013 8.06 17.10 4.98 4,984.49 4,984.15 4,984.82 4,984.54 1.1 STM-14 4988.96 STM-13 4987.96 4,983.11 4,982.64 93.8 0.005 36 0.013 8.01 17.00 4.97 4,984.00 4,983.90 4,984.33 4,984.03 1.1 STM-13 4987.96 STM-12 4986.51 4,982.44 4,981.22 245.6 0.005 36 0.013 11.29 23.90 5.48 4,983.51 4,982.21 4,983.90 4,982.68 1.1 STM-20 (DP-05) 4987.67 STM-13 4987.96 4,983.72 4,983.64 7.8 0.010 24 0.013 4.46 19.30 5.69 4,984.46 4,984.29 4,984.74 4,984.69 1.5 STM-12 4986.51 STM-11 4985.91 4,981.02 4,980.13 177.6 0.005 36 0.013 11.00 23.30 5.44 4,982.07 4,981.11 4,982.45 4,981.57 1.1 STM-10 (DP-10) 4984.17 STM-08 4984.00 4,979.73 4,979.65 14.7 0.006 24 0.013 4.34 25.20 4.57 4,981.04 4,981.04 4,981.10 4,981.09 1.1 STM-09 (DP-08) 4984.17 STM-08 4984.00 4,979.39 4,979.34 9.8 0.005 0.013 18.55 39.20 6.11 4,981.03 4,981.04 4,981.23 4,981.22 1.2 STM-08 4984.00 STM-07 4981.28 4,979.24 4,977.44 224.5 0.008 0.013 22.46 37.90 7.58 4,980.52 4,978.48 4,981.04 4,979.37 1.5 STM-07 4981.28 STM-05 4980.68 4,977.34 4,976.53 95.2 0.008 0.013 22.10 36.20 7.69 4,978.61 4,978.28 4,979.12 4,978.52 1.6 STM-05 4980.68 STM-04 (DP-11) 4980.57 4,976.43 4,976.39 8.5 0.005 0.013 23.55 51.10 6.46 4,977.75 4,977.76 4,978.28 4,978.24 1.2 STM-03 (DP-14) 4963.90 STM-02 (DP-15) 4963.89 4,960.24 4,960.01 46.3 0.005 24 0.013 5.82 36.40 4.69 4,961.09 4,960.84 4,961.42 4,961.18 1.0 STM-06 (DP-09) 4980.56 STM-05 4980.68 4,977.03 4,976.95 16.0 0.005 0.013 1.89 6.40 3.11 4,978.28 4,978.28 4,978.28 4,978.28 1.1 STM-17 (DP-04) 4991.63 STM-16 4990.09 4,985.02 4,984.42 120.0 0.005 36 0.013 8.27 17.50 5.02 4,985.93 4,985.27 4,986.26 4,985.67 1.1 STM-18 4991.87 STM-17 (DP-04) 4991.63 4,986.18 4,986.02 30.2 0.005 24 0.013 5.17 31.90 4.59 4,986.98 4,986.80 4,987.28 4,987.12 1.1 STM-23 4996.69 STM-22 4994.97 4,986.31 4,985.94 74.6 0.005 30 0.013 8.11 28.00 5.06 4,987.26 4,986.85 4,987.61 4,987.24 1.1 STM-28 (DP-07) 4994.24 STM-22 4994.97 4,986.22 4,985.94 12.3 0.020 30 0.013 3.18 5.40 6.37 4,986.80 4,986.82 4,987.01 4,986.89 2.1 STM-26 5007.72 STM-25 5006.22 4,998.19 4,996.95 62.2 0.020 24 0.013 5.00 15.60 7.40 4,998.98 4,997.83 4,999.27 4,998.05 2.1 STM-27 (DP-01) 5007.62 STM-26 5007.72 5,000.00 4,998.69 33.6 0.020 18 0.013 2.99 20.10 6.58 5,000.66 4,999.15 5,000.91 4,999.82 2.0 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-14) Rim: 4,963.90 ft Invert: 4,959.89 ft STM-02 (DP-15) Rim: 4,963.89 ft Invert: 4,959.56 ft O-1 Rim: 4,961.66 ft Invert: 4,959.66 ft STM Pipe - 1 : 29.4 ft @ 0.005 ft/ftEllipse - 3.2 x 2.0 ft RCP STM Pipe - 2: 46.6 ft @ 0.005 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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 Station (ft)Elevation (ft)STM-05 Rim: 4,980.68 ft Invert: 4,976.18 ft STM-06 (DP-09) Rim: 4,980.56 ft Invert: 4,976.78 ft STM-04 (DP-11) Rim: 4,980.57 ft Invert: 4,976.01 ft O-2 Rim: 4,977.78 ft Invert: 4,976.28 ft CO-3: 16.0 ft @ 0.005 ft/ftEllipse - 3.2 x 2.0 ft STM Pipe - 3: 22.4 ft @ 0.005 ft/ft RCP STM Pipe - (102) : 8.5 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft)Elevation (ft)STM-05 Rim: 4,980.68 ft Invert: 4,976.18 ft STM-07 Rim: 4,981.28 ft Invert: 4,977.09 ft STM-08 Rim: 4,984.00 ft Invert: 4,978.99 ft (DP-OS-05) Rim: 4,982.50 ft Invert: 4,979.64 ft STM-09 (DP-08) Rim: 4,984.17 ft Invert: 4,979.09 ft STM Pipe - 10 : 28.8 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 7: 95.2 ft @ 0.008 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 8: 224.5 ft @ 0.008 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 9 : 9.8 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-08 Rim: 4,984.00 ft Invert: 4,978.99 ft STM-10 (DP-10) Rim: 4,984.17 ft Invert: 4,979.53 ft S T M P i p e - 1 2 : 1 4 .7 f t @ 0 .0 0 6 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) 4,975.00 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-11 Rim: 4,985.91 ft Invert: 4,979.59 ft STM-12 Rim: 4,986.51 ft Invert: 4,980.68 ft STM-13 Rim: 4,987.96 ft Invert: 4,982.11 ft STM-14 Rim: 4,988.96 ft Invert: 4,982.78 ft STM-15 Rim: 4,989.42 ft Invert: 4,983.36 ft STM-16 Rim: 4,990.09 ft Invert: 4,983.89 ft STM-18 Rim: 4,991.87 ft Invert: 4,986.17 ft STM-17 (DP-04) Rim: 4,991.63 ft Invert: 4,984.69 ft STM-19 (DP-03) Rim: 4,991.26 ft Invert: 4,986.24 ft O-3 Rim: 4,982.55 ft Invert: 4,979.55 ft CO-4: 120.0 ft @ 0.005 ft/ftCircle - 36.0 in STM Pipe - 14 : 77.3 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-5: 30.2 ft @ 0.005 ft/ftCircle - 24.0 in STM Pipe - 15 : 177.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 16: 245.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 17 : 93.8 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 STM Pipe - 21: 40.9 ft @ 0.003 ft/ftCircle - 24.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-13 Rim: 4,987.96 ft Invert: 4,982.11 ft STM-20 (DP-05) Rim: 4,987.67 ft Invert: 4,983.47 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 7 (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-23 Rim: 4,996.69 ft Invert: 4,986.02 ft STM-24 Rim: 5,002.68 ft Invert: 4,994.62 ft STM-25 Rim: 5,006.22 ft Invert: 4,996.75 ft STM-26 Rim: 5,007.72 ft Invert: 4,998.19 ft STM-21 Rim: 4,988.17 ft Invert: 4,982.56 ft STM-22 Rim: 4,994.97 ft Invert: 4,985.31 ft STM-27 (DP-01) Rim: 5,007.62 ft Invert: 4,999.79 ft 0-4 Rim: 4,984.51 ft Invert: 4,982.01 ft CO-8: 62.2 ft @ 0.020 ft/ftCircle - 24.0 in CO-6: 74.4 ft @ 0.005 ft/ftCircle - 30.0 in CO-9: 65.3 ft @ 0.020 ft/ftCircle - 18.0 in STM Pipe - 24 : 169.5 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 25 : 239.3 ft @ 0.010 ft/ft RCP STM Pipe - 28: 390.5 ft @ 0.020 ft/ft RCP STM Pipe - 29: 96.3 ft @ 0.020 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-22 Rim: 4,994.97 ft Invert: 4,985.31 ft STM-28 (DP-07) Rim: 4,994.24 ft Invert: 4,985.92 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 9 (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-23 Rim: 4,996.69 ft Invert: 4,986.02 ft STM-29 (DP-06) Rim: 4,997.63 ft Invert: 4,987.19 ft STM Pipe - 38 : 31.3 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 10 (19002763-StormCAD.stsw) 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-26 Rim: 5,007.72 ft Invert: 4,998.19 ft STM-30 (DP-02) Rim: 5,008.56 ft Invert: 4,999.10 ft STM Pipe - 39 : 20.2 ft @ 0.020 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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-15) 4963.89 O-1 4961.66 4,959.81 4,959.66 29.4 0.005 0.013 28.90 98.90 6.84 4,961.37 4,961.19 4,962.10 4,961.95 1.0 STM-11 4985.91 O-3 4982.55 4,979.93 4,979.55 77.3 0.005 36 0.013 48.41 104.20 7.46 4,982.42 4,981.82 4,983.34 4,982.93 0.7 STM-21 4988.17 0-4 4984.51 4,982.85 4,982.00 169.5 0.005 36 0.013 45.83 97.00 7.61 4,985.23 4,984.21 4,986.13 4,985.26 0.9 STM-04 (DP-11) 4980.57 O-2 4977.78 4,976.39 4,976.28 22.4 0.005 18 0.013 55.10 185.50 7.79 4,978.11 4,977.65 4,979.05 4,978.68 1.1 (DP-OS-05) 4982.50 STM-09 (DP-08) 4984.17 4,979.64 4,979.50 28.8 0.005 0.013 5.00 10.60 0.70 4,982.28 4,982.28 4,982.29 4,982.29 1.2 STM-31 4994.88 O-04 0.00 4,990.76 4,990.15 28.5 0.021 24 0.013 51.64 156.30 16.44 4,993.64 4,992.14 4,997.83 4,996.35 2.0 STM-30 (DP-02) 5008.56 STM-26 5007.72 4,999.10 4,998.69 19.4 0.020 18 0.013 10.13 67.70 5.73 5,000.80 5,000.61 5,001.31 5,001.13 1.8 STM-25 5006.22 STM-24 5002.68 4,996.75 4,994.82 96.3 0.020 24 0.013 21.77 68.00 10.96 4,998.42 4,997.22 4,999.36 4,997.97 1.9 STM-24 5002.68 STM-23 4996.69 4,994.62 4,986.81 390.5 0.020 24 0.013 21.67 67.70 10.94 4,996.28 4,990.59 4,997.22 4,991.33 1.9 STM-29 (DP-06) 4997.63 STM-23 4996.69 4,987.44 4,986.81 30.0 0.020 24 0.013 18.76 58.40 5.97 4,990.80 4,990.59 4,991.36 4,991.14 2.0 STM-22 4994.97 STM-21 4988.17 4,985.74 4,983.35 240.2 0.010 30 0.013 46.39 113.10 9.45 4,989.19 4,986.13 4,990.58 4,987.52 1.1 (DP-OS-04) 4994.79 STM-31 4994.88 4,991.23 4,990.96 13.5 0.020 24 0.013 51.66 161.30 16.44 4,994.33 4,993.64 4,998.53 4,997.84 2.1 (DP-OS-02) 4994.68 (DP-OS-04) 4994.79 4,991.74 4,991.23 106.0 0.005 24 0.013 29.91 186.90 9.52 4,996.59 4,994.79 4,998.00 4,996.20 1.2 STM-19 (DP-03) 4991.26 STM-18 4991.87 4,986.49 4,986.38 23.7 0.003 24 0.013 22.68 189.00 7.22 4,989.24 4,988.83 4,990.05 4,989.64 0.9 STM-16 4990.09 STM-15 4989.42 4,984.22 4,983.80 84.6 0.005 36 0.013 35.84 76.00 7.34 4,986.48 4,986.35 4,987.09 4,986.84 1.0 STM-15 4989.42 STM-14 4988.96 4,983.60 4,983.31 57.1 0.005 36 0.013 35.57 75.30 7.34 4,986.35 4,986.24 4,986.78 4,986.63 1.0 STM-14 4988.96 STM-13 4987.96 4,983.11 4,982.64 93.8 0.005 36 0.013 35.40 75.10 5.01 4,986.24 4,985.97 4,986.63 4,986.36 1.0 STM-13 4987.96 STM-12 4986.51 4,982.44 4,981.22 245.6 0.005 36 0.013 50.02 106.10 7.53 4,985.07 4,983.56 4,985.97 4,984.67 0.7 STM-20 (DP-05) 4987.67 STM-13 4987.96 4,983.72 4,983.64 7.8 0.010 24 0.013 19.46 84.10 6.19 4,986.03 4,985.97 4,986.63 4,986.57 1.3 STM-12 4986.51 STM-11 4985.91 4,981.02 4,980.13 177.6 0.005 36 0.013 49.05 104.00 7.58 4,983.56 4,982.42 4,984.48 4,983.53 0.8 STM-10 (DP-10) 4984.17 STM-08 4984.00 4,979.73 4,979.65 14.7 0.006 24 0.013 18.97 110.20 6.04 4,982.08 4,981.97 4,982.64 4,982.54 0.8 STM-09 (DP-08) 4984.17 STM-08 4984.00 4,979.39 4,979.34 9.8 0.005 0.013 30.86 65.20 4.31 4,981.99 4,981.97 4,982.28 4,982.26 1.2 STM-08 4984.00 STM-07 4981.28 4,979.24 4,977.44 224.5 0.008 0.013 44.72 75.40 9.30 4,981.07 4,980.34 4,981.97 4,980.95 1.4 STM-07 4981.28 STM-05 4980.68 4,977.34 4,976.53 95.2 0.008 0.013 44.19 72.30 6.17 4,980.34 4,979.92 4,980.93 4,980.51 1.5 STM-05 4980.68 STM-04 (DP-11) 4980.57 4,976.43 4,976.39 8.5 0.005 0.013 51.68 112.20 7.21 4,979.11 4,979.05 4,979.92 4,979.86 0.8 STM-03 (DP-14) 4963.90 STM-02 (DP-15) 4963.89 4,960.24 4,960.01 46.3 0.005 24 0.013 25.37 158.60 8.08 4,962.69 4,962.10 4,963.70 4,963.11 1.0 STM-06 (DP-09) 4980.56 STM-05 4980.68 4,977.03 4,976.95 16.0 0.005 0.013 8.29 28.20 1.65 4,979.92 4,979.92 4,979.96 4,979.96 1.2 STM-17 (DP-04) 4991.63 STM-16 4990.09 4,985.02 4,984.42 120.0 0.005 36 0.013 36.23 76.80 7.36 4,986.99 4,986.73 4,987.84 4,987.33 1.0 STM-18 4991.87 STM-17 (DP-04) 4991.63 4,986.18 4,986.02 30.2 0.005 24 0.013 22.59 139.30 7.19 4,988.19 4,987.84 4,988.99 4,988.72 0.9 STM-23 4996.69 STM-22 4994.97 4,986.31 4,985.94 74.6 0.005 30 0.013 35.80 123.80 7.29 4,989.76 4,989.19 4,990.59 4,990.02 0.8 STM-28 (DP-07) 4994.24 STM-22 4994.97 4,986.22 4,985.94 12.3 0.020 30 0.013 13.87 23.70 2.83 4,989.21 4,989.19 4,989.33 4,989.32 2.2 STM-26 5007.72 STM-25 5006.22 4,998.19 4,996.95 62.2 0.020 24 0.013 21.83 68.40 10.94 4,999.86 4,999.36 5,000.80 5,000.11 1.9 STM-27 (DP-01) 5007.62 STM-26 5007.72 5,000.00 4,998.69 33.6 0.020 18 0.013 13.02 87.50 7.37 5,001.62 5,000.61 5,002.46 5,001.46 1.7 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-14) Rim: 4,963.90 ft Invert: 4,959.89 ft STM-02 (DP-15) Rim: 4,963.89 ft Invert: 4,959.56 ft O-1 Rim: 4,961.66 ft Invert: 4,959.66 ft STM Pipe - 1 : 29.4 ft @ 0.005 ft/ftEllipse - 3.2 x 2.0 ft RCP STM Pipe - 2: 46.6 ft @ 0.005 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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 Station (ft)Elevation (ft)STM-05 Rim: 4,980.68 ft Invert: 4,976.18 ft STM-06 (DP-09) Rim: 4,980.56 ft Invert: 4,976.78 ft STM-04 (DP-11) Rim: 4,980.57 ft Invert: 4,976.01 ft O-2 Rim: 4,977.78 ft Invert: 4,976.28 ft CO-3: 16.0 ft @ 0.005 ft/ftEllipse - 3.2 x 2.0 ft STM Pipe - 3: 22.4 ft @ 0.005 ft/ft RCP STM Pipe - (102) : 8.5 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 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 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft)Elevation (ft)STM-05 Rim: 4,980.68 ft Invert: 4,976.18 ft STM-07 Rim: 4,981.28 ft Invert: 4,977.09 ft STM-08 Rim: 4,984.00 ft Invert: 4,978.99 ft (DP-OS-05) Rim: 4,982.50 ft Invert: 4,979.64 ft STM-09 (DP-08) Rim: 4,984.17 ft Invert: 4,979.09 ft STM Pipe - 10 : 28.8 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 7: 95.2 ft @ 0.008 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 8: 224.5 ft @ 0.008 ft/ftEllipse - 3.8 x 2.4 ft RCP STM Pipe - 9 : 9.8 ft @ 0.005 ft/ftEllipse - 3.8 x 2.4 ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) 4,975.00 4,980.00 4,985.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-08 Rim: 4,984.00 ft Invert: 4,978.99 ft STM-10 (DP-10) Rim: 4,984.17 ft Invert: 4,979.53 ft S T M P i p e - 1 2 : 1 4 .7 f t @ 0 .0 0 6 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) 4,975.00 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-11 Rim: 4,985.91 ft Invert: 4,979.59 ft STM-12 Rim: 4,986.51 ft Invert: 4,980.68 ft STM-13 Rim: 4,987.96 ft Invert: 4,982.11 ft STM-14 Rim: 4,988.96 ft Invert: 4,982.78 ft STM-15 Rim: 4,989.42 ft Invert: 4,983.36 ft STM-16 Rim: 4,990.09 ft Invert: 4,983.89 ft STM-18 Rim: 4,991.87 ft Invert: 4,986.17 ft STM-17 (DP-04) Rim: 4,991.63 ft Invert: 4,984.69 ft STM-19 (DP-03) Rim: 4,991.26 ft Invert: 4,986.24 ft O-3 Rim: 4,982.55 ft Invert: 4,979.55 ft CO-4: 120.0 ft @ 0.005 ft/ftCircle - 36.0 in STM Pipe - 14 : 77.3 ft @ 0.005 ft/ftCircle - 36.0 in RCP CO-5: 30.2 ft @ 0.005 ft/ftCircle - 24.0 in STM Pipe - 15 : 177.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 16: 245.6 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 17 : 93.8 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 STM Pipe - 21: 40.9 ft @ 0.003 ft/ftCircle - 24.0 in RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) 4,980.00 4,985.00 4,990.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-13 Rim: 4,987.96 ft Invert: 4,982.11 ft STM-20 (DP-05) Rim: 4,987.67 ft Invert: 4,983.47 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 7 (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-23 Rim: 4,996.69 ft Invert: 4,986.02 ft STM-24 Rim: 5,002.68 ft Invert: 4,994.62 ft STM-25 Rim: 5,006.22 ft Invert: 4,996.75 ft STM-26 Rim: 5,007.72 ft Invert: 4,998.19 ft STM-21 Rim: 4,988.17 ft Invert: 4,982.56 ft STM-22 Rim: 4,994.97 ft Invert: 4,985.31 ft STM-27 (DP-01) Rim: 5,007.62 ft Invert: 4,999.79 ft 0-4 Rim: 4,984.51 ft Invert: 4,982.01 ft CO-8: 62.2 ft @ 0.020 ft/ftCircle - 24.0 in CO-6: 74.4 ft @ 0.005 ft/ftCircle - 30.0 in CO-9: 65.3 ft @ 0.020 ft/ftCircle - 18.0 in STM Pipe - 24 : 169.5 ft @ 0.005 ft/ftCircle - 36.0 in RCP STM Pipe - 25 : 239.3 ft @ 0.010 ft/ft RCP STM Pipe - 28: 390.5 ft @ 0.020 ft/ft RCP STM Pipe - 29: 96.3 ft @ 0.020 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) 4,985.00 4,990.00 4,995.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-22 Rim: 4,994.97 ft Invert: 4,985.31 ft STM-28 (DP-07) Rim: 4,994.24 ft Invert: 4,985.92 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 9 (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-23 Rim: 4,996.69 ft Invert: 4,986.02 ft STM-29 (DP-06) Rim: 4,997.63 ft Invert: 4,987.19 ft STM Pipe - 38 : 31.3 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 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw Profile Report Engineering Profile - Profile - 10 (19002763-StormCAD.stsw) 4,995.00 5,000.00 5,005.00 5,010.00 -0+50 0+00 0+50 Station (ft)Elevation (ft)STM-26 Rim: 5,007.72 ft Invert: 4,998.19 ft STM-30 (DP-02) Rim: 5,008.56 ft Invert: 4,999.10 ft STM Pipe - 39 : 20.2 ft @ 0.020 ft/ft RCP Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/1/2022 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution Center19002763-StormCAD.stsw EPA SWMM Basin IDs Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B100 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.15 B110 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.67 B300 3.67 0.00 0.00 1.33 0.18 2.19 2.37 0.08 B310 3.67 0.00 0.00 0.78 1.62 1.26 2.87 1.58 B320 3.67 0.00 0.00 0.88 1.44 1.34 2.78 0.85 B330 3.67 0.00 0.00 0.87 1.44 1.35 2.79 3.00 B340 3.67 0.00 0.00 0.95 1.26 1.45 2.71 2.30 B350 3.67 0.00 0.00 0.79 1.62 1.24 2.86 1.70 B360 3.67 0.00 0.00 1.37 0.18 2.14 2.32 0.15 B370 3.67 0.00 0.00 1.54 0.18 1.96 2.14 1.76 B380 3.67 0.00 0.00 1.33 0.18 2.18 2.36 0.31 B390 3.67 0.00 0.00 1.44 0.18 2.07 2.25 0.63 B400 3.67 0.00 0.00 1.22 0.72 1.73 2.45 1.50 B410 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.63 B420 3.67 0.00 0.00 1.21 0.72 1.74 2.46 0.39 B430 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.48 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B440 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.74 B445 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.04 B450 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.25 B455 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.19 B460 3.67 0.00 0.00 1.04 1.08 1.55 2.63 0.18 B465 3.67 0.00 0.00 1.04 1.08 1.55 2.62 0.16 B470 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.37 B480 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.43 B490 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.20 B500 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.18 B510 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.09 B520 3.67 0.00 0.00 0.34 2.71 0.59 3.29 0.75 B530 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.17 B540 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.27 B600 3.67 0.00 0.00 1.52 0.36 1.79 2.15 0.73 B610 3.67 0.00 0.00 0.55 2.16 0.93 3.09 0.70 B620 3.67 0.00 0.00 1.19 0.72 1.76 2.48 0.36 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B630 3.67 0.00 0.00 0.88 1.44 1.33 2.77 0.65 B640 3.67 0.00 0.00 0.13 3.24 0.24 3.47 0.65 B650 3.67 0.00 0.00 0.83 1.83 0.97 2.80 0.73 B660 3.67 0.00 0.00 0.79 1.62 1.24 2.85 0.14 B670 3.67 0.00 0.00 0.81 1.62 1.23 2.84 0.06 B680 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.16 B690 3.67 0.00 0.00 0.62 2.16 0.86 3.01 1.64 B700 3.67 0.00 0.00 0.73 1.98 0.93 2.90 3.39 B710 3.67 0.00 0.00 0.72 1.80 1.12 2.92 0.99 B720 3.67 0.00 0.00 0.75 1.98 0.90 2.88 2.07 B730 3.67 0.00 0.00 0.78 1.62 1.25 2.87 0.33 B740 3.67 0.00 0.00 0.54 2.16 0.94 3.10 0.15 B750 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.42 B760 3.67 0.00 0.00 1.12 0.72 1.84 2.56 0.08 B770 3.67 0.00 0.00 0.72 1.80 1.13 2.93 0.38 B780 3.67 0.00 0.00 0.86 1.44 1.36 2.80 0.23 B790 3.67 0.00 0.00 1.24 0.72 1.71 2.43 0.97 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B800 3.67 0.00 0.00 1.24 0.72 1.71 2.43 1.69 B805 3.67 0.00 0.00 1.24 0.72 1.71 2.43 2.53 B810 3.67 0.00 0.00 0.64 1.98 1.03 3.00 1.87 B820 3.67 0.00 0.00 1.56 0.18 1.93 2.11 1.52 B830 3.67 0.00 0.00 0.84 1.62 1.19 2.81 0.57 B840 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.85 B850 3.67 0.00 0.00 1.43 0.36 1.89 2.25 1.03 B870 3.67 0.00 0.00 1.00 1.08 1.58 2.66 0.19 B874 3.67 0.00 0.00 0.70 1.80 1.15 2.94 0.43 B876 3.67 0.00 0.00 0.58 2.16 0.90 3.05 1.41 B880 3.67 0.00 0.00 0.66 1.98 1.00 2.98 1.27 B900 3.67 0.00 0.00 0.57 2.16 0.91 3.07 0.35 B910 3.67 0.00 0.00 1.29 0.72 1.66 2.38 1.35 B920 3.67 0.00 0.00 1.15 0.72 1.81 2.53 0.45 B930 3.67 0.00 0.00 0.91 1.44 1.30 2.73 0.52 B940 3.67 0.00 0.00 0.84 1.62 1.19 2.80 1.18 B950 3.67 0.00 0.00 0.77 1.62 1.26 2.88 0.20 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B970 3.67 0.00 0.00 0.78 1.62 1.25 2.87 0.67 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Subcatchment Runoff Summary Peak Runoff Runoff Subcatchment CFS Coeff B100 13.68 0.776 B110 63.70 0.777 B300 8.48 0.645 B310 161.71 0.783 B320 79.37 0.757 B330 286.45 0.759 B340 213.32 0.739 B350 166.45 0.779 B360 13.18 0.631 B370 92.54 0.584 B380 34.01 0.644 B390 43.91 0.612 B400 113.60 0.668 B410 60.07 0.777 B420 30.04 0.670 B430 45.04 0.775 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Peak Runoff Runoff Subcatchment CFS Coeff B440 69.11 0.775 B445 3.74 0.775 B450 24.75 0.781 B455 18.96 0.781 B460 15.78 0.715 B465 14.23 0.715 B470 39.02 0.946 B480 45.00 0.946 B490 21.15 0.946 B500 19.12 0.946 B510 9.17 0.946 B520 81.54 0.898 B530 19.04 0.895 B540 29.78 0.895 B600 36.56 0.585 B610 76.59 0.841 B620 29.29 0.676 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Peak Runoff Runoff Subcatchment CFS Coeff B630 59.52 0.755 B640 67.96 0.946 B650 55.14 0.764 B660 13.03 0.778 B670 5.90 0.775 B680 14.39 0.774 B690 141.91 0.821 B700 273.34 0.792 B710 95.72 0.796 B720 160.63 0.785 B730 32.67 0.781 B740 16.58 0.844 B750 41.52 0.780 B760 9.16 0.699 B770 37.03 0.798 B780 22.58 0.763 B790 70.10 0.663 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Peak Runoff Runoff Subcatchment CFS Coeff B800 121.07 0.661 B805 180.86 0.661 B810 190.25 0.818 B820 75.38 0.576 B830 48.41 0.765 B840 78.81 0.774 B850 62.87 0.613 B870 18.87 0.725 B874 44.94 0.802 B876 136.36 0.832 B880 119.53 0.812 B900 35.38 0.836 B910 88.29 0.648 B920 43.01 0.689 B930 44.00 0.745 B940 100.14 0.764 B950 21.10 0.786 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Peak Runoff Runoff Subcatchment CFS Coeff B970 67.49 0.781 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 10 Node Depth Summary Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J100 JUNCTION 0.08 0.76 4958.97 0 00:42 0.76 J300 JUNCTION 1.26 3.82 4888.34 0 01:10 3.82 J310 JUNCTION 1.49 4.48 4896.63 0 01:10 4.48 J316 JUNCTION 0.92 3.78 4896.75 0 01:10 3.77 J320 JUNCTION 2.53 6.64 4902.50 0 01:08 6.64 J330 JUNCTION 1.16 3.66 4907.21 0 01:06 3.66 J340 JUNCTION 0.16 1.22 4910.95 0 00:42 1.22 J346 JUNCTION 0.13 1.21 4920.48 0 00:40 1.20 J350 JUNCTION 0.07 0.66 4921.68 0 00:40 0.65 J360 JUNCTION 0.52 1.65 4924.99 0 00:56 1.65 J361 JUNCTION 0.25 1.10 4982.37 0 01:06 1.10 J362 JUNCTION 0.97 6.45 5003.32 0 01:06 6.45 J364 JUNCTION 0.00 0.00 5007.00 0 00:00 0.00 J373 JUNCTION 0.19 0.28 4994.47 0 02:47 0.28 J374 JUNCTION 3.88 7.53 5003.84 0 02:08 7.53 J380 JUNCTION 0.55 1.61 4932.50 0 00:47 1.61 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J386 JUNCTION 0.34 1.13 4975.13 0 01:42 1.13 J390 JUNCTION 0.28 1.03 4933.34 0 00:49 1.03 J400 JUNCTION 0.28 0.99 4937.02 0 00:48 0.99 J410 JUNCTION 0.35 5.19 4947.44 0 00:40 5.19 J414 JUNCTION 0.43 1.95 4940.64 0 00:47 1.95 J444 JUNCTION 0.14 1.02 4962.16 0 00:44 1.02 J448 JUNCTION 0.03 0.51 4967.73 0 00:40 0.51 J450 JUNCTION 0.24 3.21 4970.54 0 00:40 3.21 J451 JUNCTION 0.20 1.53 4968.33 0 00:43 1.52 J452 JUNCTION 0.12 1.55 4969.75 0 00:43 1.54 J452-TypeR JUNCTION 0.03 0.33 4976.80 0 00:40 0.33 J456 JUNCTION 0.50 5.15 4974.75 0 00:43 5.13 J456-TypeR JUNCTION 0.18 4.07 4976.96 0 00:40 4.07 J457 JUNCTION 0.21 1.52 4979.02 0 00:43 1.52 J458 JUNCTION 0.16 1.33 4979.24 0 00:42 1.33 J462 JUNCTION 0.25 2.16 4980.20 0 00:41 2.16 J464 JUNCTION 0.21 2.64 4981.14 0 00:40 2.60 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J470 JUNCTION 0.10 1.60 5000.11 0 00:40 1.59 J482 JUNCTION 1.08 9.17 5007.92 0 00:41 9.17 J500 JUNCTION 0.08 1.13 4991.33 0 00:40 1.13 J508 JUNCTION 0.04 0.31 4984.55 0 00:42 0.31 J510 JUNCTION 0.03 0.24 4991.80 0 00:40 0.24 J516 JUNCTION 0.00 0.00 5003.42 0 00:00 0.00 J525 JUNCTION 1.14 6.44 5009.60 0 00:40 6.44 J540 JUNCTION 0.04 0.45 5019.88 0 00:40 0.45 J600 JUNCTION 0.33 1.02 4936.33 0 00:42 1.02 J620 JUNCTION 0.03 0.22 4961.57 0 00:43 0.22 J626 JUNCTION 0.81 2.34 4941.29 0 00:41 2.34 J630 JUNCTION 0.08 0.86 4946.77 0 00:40 0.86 J640 JUNCTION 0.67 1.78 4945.10 0 00:41 1.78 J650 JUNCTION 0.60 1.49 4961.49 0 01:39 1.49 J651 JUNCTION 0.00 0.00 4976.23 0 00:00 0.00 J652 JUNCTION 0.34 1.99 4971.99 0 00:22 1.92 J676 JUNCTION 1.14 4.52 4977.52 0 00:52 4.52 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J710 JUNCTION 0.18 0.96 4984.24 0 00:46 0.96 J730 JUNCTION 0.07 0.49 4990.49 0 00:44 0.49 J736 JUNCTION 0.29 2.25 4992.52 0 00:42 2.25 J740 JUNCTION 0.46 4.71 4996.17 0 00:42 4.71 J760 JUNCTION 0.02 0.20 5022.68 0 00:41 0.20 J770 JUNCTION 0.35 9.50 5021.18 0 00:42 9.49 J782 JUNCTION 0.17 4.17 5022.87 0 00:40 4.11 J790 JUNCTION 1.34 11.62 5040.30 0 00:40 11.61 J804 JUNCTION 0.25 1.33 4943.04 0 00:47 1.33 J805 JUNCTION 0.09 0.85 4949.12 0 00:42 0.85 J810 JUNCTION 0.54 1.48 4965.09 0 00:42 1.48 J828 JUNCTION 0.09 0.57 5062.23 0 00:44 0.57 J830 JUNCTION 0.09 0.93 5063.55 0 00:40 0.93 J840 JUNCTION 0.22 1.92 5064.83 0 00:42 1.92 J870 JUNCTION 0.12 0.51 5043.01 0 00:45 0.51 J872 JUNCTION 0.07 0.24 5045.91 0 00:53 0.24 J873 JUNCTION 0.91 3.66 5049.66 0 00:53 3.66 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J875 JUNCTION 0.10 0.53 5050.89 0 00:44 0.53 J880 JUNCTION 0.31 1.07 4972.59 0 00:42 1.07 J884 JUNCTION 0.44 1.18 4970.11 0 01:01 1.18 J886 JUNCTION 0.31 0.69 4988.00 0 00:42 0.69 J900 JUNCTION 0.33 0.75 5013.78 0 00:40 0.74 J908 JUNCTION 0.52 0.80 5025.09 0 00:55 0.80 J909 JUNCTION 0.10 0.86 5027.36 0 00:55 0.86 J910 JUNCTION 1.83 3.19 5027.63 0 00:56 3.19 J918 JUNCTION 3.35 6.36 5040.05 0 00:22 5.83 J920 JUNCTION 2.59 4.65 5041.84 0 00:40 4.64 J925 JUNCTION 0.07 0.53 5035.53 0 00:42 0.53 J931 JUNCTION 0.11 0.26 5049.59 0 02:20 0.26 J932 JUNCTION 2.90 6.16 5068.87 0 02:16 6.16 J963 JUNCTION 0.00 0.00 5087.95 0 00:00 0.00 J969 JUNCTION 0.00 0.00 5090.64 0 00:00 0.00 SP-C-01MH JUNCTION 0.64 7.41 4958.03 0 00:46 7.37 SP-C-02MH JUNCTION 0.34 3.23 4961.54 0 00:46 3.22 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet SP-C-03MH JUNCTION 0.34 2.42 4972.42 0 00:46 2.42 SP-C-04MH JUNCTION 0.43 2.53 4982.48 0 00:45 2.53 SP-C-05MH JUNCTION 0.37 2.80 4988.92 0 00:45 2.79 SP-C-07MH JUNCTION 0.38 11.13 5001.45 0 00:42 11.12 SP-C-06MH JUNCTION 0.37 2.82 4991.91 0 00:45 2.81 SP-C-01FES JUNCTION 0.27 1.96 4951.96 0 00:46 1.96 SP-C-07aMH JUNCTION 0.38 2.75 4996.39 0 00:45 2.75 O299 OUTFALL 1.26 3.82 4887.82 0 01:10 3.82 O099 OUTFALL 0.08 0.76 4948.64 0 00:42 0.76 P324 STORAGE 0.89 5.06 4944.25 0 00:58 5.06 P343 STORAGE 0.76 5.42 4989.02 0 00:44 5.42 P363 STORAGE 1.04 6.42 5005.39 0 01:06 6.42 P366 STORAGE 1.66 2.60 5027.79 0 00:54 2.60 P367 STORAGE 1.24 2.52 5029.38 0 01:09 2.52 P375 STORAGE 3.60 7.24 5003.86 0 02:08 7.24 P382 STORAGE 1.09 3.76 4978.52 0 00:51 3.76 P383 STORAGE 0.90 4.16 4977.76 0 00:52 4.16 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet P384 STORAGE 0.17 1.95 4976.14 0 00:50 1.95 P385 STORAGE 1.91 2.84 4961.49 0 01:38 2.84 P386 STORAGE 2.19 3.52 4975.66 0 01:41 3.52 P400 STORAGE 2.49 3.06 4951.88 0 00:40 3.06 P874 STORAGE 0.92 3.51 5049.68 0 00:53 3.51 P876 STORAGE 0.72 2.78 5054.08 0 00:44 2.78 P930 STORAGE 0.79 2.47 5057.58 0 01:34 2.47 P940 STORAGE 3.21 8.25 5075.25 0 02:08 8.24 P950 STORAGE 1.15 4.47 5085.66 0 01:59 4.47 P970 STORAGE 0.89 4.33 5093.02 0 01:12 4.33 P386A STORAGE 1.04 1.86 4962.86 0 00:40 1.85 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P324 19.701 5 0 0 168.854 42 0 00:58 P343 3.728 7 0 0 37.945 68 0 00:44 P363 8.531 2 0 0 108.177 24 0 01:06 P366 67.573 40 0 0 127.597 75 0 00:54 P367 1.237 31 0 0 2.524 63 0 01:09 P375 36.061 14 0 0 102.697 40 0 02:08 P382 21.454 8 0 0 97.153 38 0 00:51 P383 0.657 5 0 0 5.961 44 0 00:52 P384 0.115 0 0 0 2.105 8 0 00:50 P385 3.592 20 0 0 7.087 40 0 01:38 P386 466.732 41 0 0 770.456 68 0 01:41 P400 2.494 62 0 0 3.064 77 0 00:40 P874 7.270 19 0 0 31.708 83 0 00:53 P876 12.022 17 0 0 63.872 88 0 00:44 P930 10.148 13 0 0 42.837 54 0 01:34 P940 39.326 23 0 0 118.746 70 0 02:08 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P950 3.779 12 0 0 16.869 52 0 01:59 P970 8.580 11 0 0 48.172 59 0 01:12 P386A 1.334 19 0 0 3.256 47 0 00:40 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Storage Volume Summary Maximum Storage Outflow Unit CFS P324 100.98 P343 41.93 P363 137.03 P366 96.93 P367 8.95 P375 5.73 P382 52.55 P383 4.96 P384 2.40 P385 11.07 P386 95.57 P400 179.97 P874 11.04 P876 82.83 P930 4.99 P940 15.83 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Storage Outflow Unit CFS P950 10.69 P970 8.50 P386A 53.44 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Outfall Loading Summary Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal O299 97.96 159.88 1060.36 48.414 O099 85.66 3.38 64.63 0.815 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth J452_P CONDUIT 92.89 0 00:43 8.64 0.23 0.51 L100_SF CHANNEL 64.63 0 00:42 5.34 0.00 0.09 L300_SF CHANNEL 1060.36 0 01:10 13.01 0.25 0.54 L310_SF CHANNEL 1059.40 0 01:10 11.47 0.34 0.58 L316_SF CHANNEL 1061.25 0 01:09 10.12 0.36 0.95 L320_SF CHANNEL 1057.05 0 01:08 15.06 0.22 0.51 L324_P1 CONDUIT 47.47 0 00:57 10.63 1.44 0.89 L324_P2 CONDUIT 53.52 0 00:58 8.01 1.00 0.90 L324_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L326_SF CHANNEL 1037.65 0 01:06 4.19 0.24 0.77 L340_SF CHANNEL 333.62 0 00:42 3.89 0.18 0.50 L346_SF CHANNEL 372.66 0 00:40 8.79 0.43 0.75 L350_SF CHANNEL 163.84 0 00:40 8.05 0.12 0.46 L360_SF CHANNEL 1047.48 0 00:56 >50.00 0.02 0.22 L361_SF CHANNEL 137.03 0 01:06 20.12 0.01 0.17 L362_P CONDUIT 137.03 0 01:06 16.22 0.49 0.64 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L363_P CONDUIT 137.03 0 01:06 10.90 0.69 1.00 L363_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L363_SF3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L366_P CONDUIT 8.17 0 00:52 5.08 0.34 0.90 L366_SF CONDUIT 84.91 0 00:55 7.39 0.75 0.86 L366_SF2 CHANNEL 3.82 0 00:55 0.63 0.00 0.21 L366_SF3 CHANNEL 88.82 0 00:54 2.63 0.69 0.56 L367_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L373_SF CHANNEL 5.00 0 01:07 3.42 0.00 0.12 L374_P CONDUIT 5.00 0 00:28 8.35 0.08 0.56 L375_P CONDUIT 5.73 0 00:33 3.79 0.28 1.00 L380_SF CHANNEL 1030.86 0 00:51 >50.00 0.01 0.10 L382_P CONDUIT 9.94 0 02:30 5.62 1.01 1.00 L383_P CONDUIT 4.96 0 00:53 2.90 0.43 1.00 L386_P CONDUIT 95.57 0 01:41 2.57 0.10 0.58 L390_SF CHANNEL 476.05 0 00:49 >50.00 0.03 0.24 L400_SF CHANNEL 300.00 0 00:48 37.25 0.01 0.17 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L401_SF CHANNEL 179.97 0 00:40 4.12 0.18 0.59 L410_P CONDUIT 31.17 0 00:47 12.63 0.91 0.75 L410_SF CONDUIT 28.58 0 00:40 5.13 0.03 0.19 L414_SF CHANNEL 274.11 0 00:47 5.35 0.05 0.32 L444_SF CHANNEL 107.34 0 00:45 4.97 0.01 0.13 L448_SF CONDUIT 23.86 0 00:40 6.31 0.06 0.25 L450_P CONDUIT 16.48 0 00:40 7.93 1.71 0.63 L450_SF CHANNEL 7.42 0 00:40 1.25 0.02 0.18 L451_SF CHANNEL 92.94 0 00:43 8.49 0.03 0.25 L453_P CONDUIT 3.73 0 00:40 8.16 0.23 0.66 L456_P CONDUIT 90.19 0 00:43 12.15 0.51 0.72 L456_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L456-TypeR-SF CONDUIT 9.21 0 00:40 1.63 0.01 0.54 L457_P CONDUIT 5.00 0 00:33 8.21 0.34 1.00 L457_SF CONDUIT 67.26 0 00:43 3.30 0.09 0.31 L458_SF CONDUIT 70.34 0 00:41 3.00 0.09 0.36 L460_SF CONDUIT 70.52 0 00:41 14.77 0.70 0.50 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L464_SF CONDUIT 40.20 0 00:40 7.26 0.62 0.78 L470_P CONDUIT 38.25 0 00:40 15.68 0.76 0.73 L482_P CONDUIT 2.00 0 00:31 1.16 0.05 1.00 L482_SF CHANNEL 41.69 0 00:41 5.87 0.01 0.21 L500_SF CONDUIT 18.90 0 00:40 3.49 0.05 0.25 L508_SF CHANNEL 21.42 0 00:42 4.24 0.00 0.10 L510_SF CHANNEL 8.49 0 00:40 3.81 0.03 0.36 L516_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L516_SF2 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L525_P CONDUIT 2.00 0 00:15 7.26 0.04 0.57 L525_SF CHANNEL 44.33 0 00:40 5.29 0.00 0.15 L540_SF CHANNEL 28.47 0 00:40 4.61 0.00 0.13 L600_SF CHANNEL 319.40 0 00:44 45.29 0.02 0.23 L620_SF CHANNEL 23.46 0 00:43 >50.00 0.00 0.04 L626_SF CHANNEL 182.17 0 00:42 8.25 0.03 0.18 L630_SF CHANNEL 56.81 0 00:40 3.82 0.01 0.15 L640_SF CHANNEL 128.51 0 00:41 5.06 0.05 0.32 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L648_SF CHANNEL 115.51 0 01:39 5.64 0.04 0.29 L651_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.17 L670_P CONDUIT 14.40 0 00:23 11.89 0.46 0.59 L670_SF CONDUIT 95.56 0 01:42 5.51 0.06 0.29 L676_P CONDUIT 11.87 0 00:52 7.57 1.35 0.83 L710_SF CHANNEL 266.11 0 00:46 2.96 0.02 0.18 L730_SF CHANNEL 126.03 0 00:44 1.07 0.04 0.31 L736_SF CHANNEL 110.94 0 00:42 10.51 0.57 0.45 L740_P CONDUIT 32.65 0 00:32 10.37 1.16 1.00 L740_SF CHANNEL 72.21 0 00:42 4.28 0.09 0.35 L760_SF CHANNEL 7.87 0 00:41 5.31 0.01 0.19 L770_P CONDUIT 46.25 0 00:42 14.72 1.07 1.00 L770_SF CHANNEL 11.00 0 00:42 1.42 0.00 0.17 L780_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.08 L782_P CONDUIT 14.31 0 00:49 9.40 0.41 1.00 L790_P CONDUIT 10.00 0 00:29 10.56 0.08 1.00 L790_SF CHANNEL 58.89 0 00:40 5.29 0.92 0.91 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L804_SF CONDUIT 467.26 0 00:47 4.94 0.22 0.49 L805_SF CHANNEL 164.10 0 00:42 2.11 0.01 0.14 L810_SF CHANNEL 253.24 0 00:44 5.03 0.05 0.32 L828_SF CHANNEL 91.89 0 00:44 4.05 0.03 0.27 L830_SF CHANNEL 48.44 0 00:40 10.75 0.13 0.33 L840_SF CHANNEL 60.95 0 00:43 2.16 0.05 0.25 L870_SF CHANNEL 97.21 0 00:46 9.46 0.03 0.22 L873_P CONDUIT 6.06 0 00:53 7.97 1.12 0.59 L873_SF CHANNEL 11.03 0 00:53 3.62 0.00 0.12 L875_SF CHANNEL 82.94 0 00:44 6.57 0.03 0.19 L876_P CONDUIT 11.47 0 00:44 9.02 0.77 0.68 L880_SF CHANNEL 103.69 0 00:42 4.07 0.04 0.38 L884_SF CHANNEL 161.02 0 01:01 3.38 0.20 0.59 L886_SF CHANNEL 39.89 0 00:42 3.29 0.01 0.22 L900_SF CHANNEL 43.03 0 00:40 6.22 0.00 0.08 L908_SF CHANNEL 19.90 0 00:55 12.72 0.04 0.17 L910_P CONDUIT 16.19 0 00:56 6.92 2.47 0.70 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L914_P CONDUIT 8.95 0 01:21 5.42 0.82 1.00 L918_P CONDUIT 8.96 0 00:40 7.39 1.84 0.96 L920_P CONDUIT 8.96 0 00:40 7.30 0.73 1.00 L920_SF CHANNEL 42.54 0 00:40 6.29 0.01 0.09 L925_SF CHANNEL 92.24 0 00:42 6.89 0.02 0.11 L930_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L931_SF CHANNEL 8.31 0 02:20 1.97 0.04 0.37 L932_P CONDUIT 10.13 0 02:21 8.25 1.00 1.00 L932_SF CHANNEL 3.54 0 02:16 3.23 0.00 0.08 L940_P CONDUIT 15.83 0 00:54 12.90 1.28 1.00 L940_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L950_P CONDUIT 10.69 0 00:33 8.84 0.97 1.00 L950_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L963_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.04 L969_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L970_P CONDUIT 8.50 0 00:33 7.23 0.99 1.00 L970_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth SP-C-08storm CONDUIT 96.02 0 00:42 13.65 2.14 0.98 SP-C-07storm CONDUIT 190.43 0 00:45 18.36 0.68 0.62 SP-C-06storm CONDUIT 190.54 0 00:45 19.58 0.69 0.59 SP-C-05storm CONDUIT 190.69 0 00:45 21.88 0.56 0.54 SP-C-04storm CONDUIT 190.59 0 00:46 20.55 0.56 0.61 SP-C-03storm CONDUIT 190.29 0 00:46 13.14 0.56 0.86 SP-C-02storm CONDUIT 190.29 0 00:46 15.57 0.97 0.72 SP-C-01Swale CONDUIT 190.07 0 00:46 7.59 0.12 0.39 SP-C-08Astorm CONDUIT 97.37 0 00:46 12.99 0.68 0.79 L874_P ORIFICE 2.63 0 02:43 1.00 L874_P2 ORIFICE 5.62 0 00:53 0.33 P343-Orfice ORIFICE 14.02 0 00:44 1.00 P930-OrficeRow1 ORIFICE 2.80 0 01:34 1.00 P930-OrficeRow2 ORIFICE 2.19 0 01:34 1.00 L384_P ORIFICE 2.40 0 00:50 1.00 L382_SF WEIR 45.58 0 00:51 0.26 L383_SF1 WEIR 0.00 0 00:00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L383_SF2 WEIR 0.05 0 00:51 0.02 L384_SF WEIR 0.00 0 00:00 0.00 L874_P3 WEIR 4.98 0 00:53 0.11 L876_SF WEIR 71.35 0 00:44 0.39 P343-TypeDInlet WEIR 27.91 0 00:44 0.44 P343-Weir WEIR 0.00 0 00:00 0.00 L386A-Weir WEIR 53.44 0 00:40 0.86 L385_P DUMMY 11.07 0 00:41 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Conduit Surcharge Summary Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L316_SF 0.01 0.01 0.41 0.01 0.01 L324_P1 0.01 1.65 0.01 1.22 0.01 L324_P2 0.01 0.78 0.01 0.06 0.01 L362_P 0.01 0.94 0.01 0.01 0.01 L363_P 0.93 0.93 0.94 0.01 0.01 L366_P 0.01 0.01 5.35 0.01 0.01 L374_P 0.01 7.19 0.01 0.01 0.01 L375_P 7.19 7.19 7.19 0.01 0.01 L382_P 3.84 3.84 4.10 0.50 2.14 L383_P 3.45 3.45 4.10 0.01 0.01 L410_P 0.01 0.45 0.01 0.01 0.01 L450_P 0.01 0.34 0.01 0.27 0.01 L453_P 0.01 0.01 0.29 0.01 0.01 L456_P 0.01 0.26 0.01 0.01 0.01 L456-TypeR-SF 0.01 0.01 11.42 0.01 0.01 L457_P 0.37 0.37 2.24 0.01 0.17 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L482_P 1.46 1.46 1.70 0.01 1.43 L525_P 0.01 2.21 0.01 0.01 0.01 L676_P 0.01 4.10 0.04 3.96 0.01 L740_P 0.45 1.23 0.45 0.60 0.45 L770_P 0.28 0.28 0.93 0.19 0.22 L782_P 0.14 0.14 0.27 0.01 0.01 L790_P 0.13 1.29 0.13 0.01 0.13 L790_SF 0.01 0.01 0.01 0.01 0.01 L873_P 0.01 3.12 0.01 0.24 0.01 L876_P 0.01 2.37 0.01 0.01 0.01 L910_P 0.01 6.79 0.01 7.06 0.01 L914_P 6.62 6.62 7.00 0.01 0.01 L918_P 0.01 7.03 0.01 7.03 0.01 L920_P 6.95 6.95 7.03 0.01 0.01 L932_P 6.60 6.60 6.95 3.25 5.06 L940_P 5.99 6.16 6.60 3.52 3.90 L950_P 3.38 3.38 6.16 0.01 0.01 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L970_P 2.85 2.85 3.38 0.01 0.57 SP-C-08storm 0.01 0.24 0.01 0.22 0.01 SP-C-03storm 0.01 0.01 0.14 0.01 0.01 SP-C-02storm 0.01 0.15 0.01 0.01 0.01 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Flow Classification Summary Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical J452_P 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L100_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L300_SF 1.42 0.01 0.00 0.00 0.06 0.94 0.00 0.00 L310_SF 1.00 0.01 0.01 0.00 0.65 0.34 0.00 0.00 L316_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L320_SF 1.00 0.01 0.00 0.00 0.03 0.97 0.00 0.00 L324_P1 1.00 0.01 0.00 0.00 0.87 0.13 0.00 0.00 L324_P2 1.00 0.74 0.00 0.00 0.00 0.00 0.00 0.26 L324_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L326_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L340_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L346_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L350_SF 1.00 0.01 0.00 0.00 0.91 0.09 0.00 0.00 L360_SF 1.00 0.01 0.01 0.00 0.99 0.00 0.00 0.00 L361_SF 1.00 0.02 0.00 0.00 0.80 0.19 0.00 0.00 L362_P 1.00 0.02 0.00 0.00 0.74 0.24 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L363_P 1.00 0.02 0.00 0.00 0.98 0.01 0.00 0.00 L363_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L363_SF3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L366_P 1.00 0.03 0.03 0.00 0.58 0.01 0.00 0.35 L366_SF 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 L366_SF2 1.00 0.02 0.95 0.00 0.03 0.00 0.00 0.00 L366_SF3 1.00 0.55 0.00 0.00 0.00 0.00 0.44 0.00 L367_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L373_SF 1.00 0.01 0.01 0.00 0.51 0.47 0.00 0.00 L374_P 1.00 0.01 0.17 0.00 0.77 0.05 0.00 0.00 L375_P 1.00 0.01 0.00 0.00 0.79 0.00 0.00 0.21 L380_SF 1.00 0.01 0.00 0.00 0.80 0.18 0.00 0.00 L382_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00 L383_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 L386_P 1.00 0.01 0.06 0.00 0.93 0.00 0.00 0.00 L390_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L400_SF 1.00 0.01 0.00 0.00 0.76 0.23 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L401_SF 1.00 0.02 0.00 0.00 0.96 0.01 0.00 0.00 L410_P 1.00 0.01 0.00 0.00 0.92 0.08 0.00 0.00 L410_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L414_SF 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00 L444_SF 1.00 0.01 0.00 0.00 0.04 0.00 0.00 0.95 L448_SF 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.80 L450_P 1.00 0.01 0.00 0.00 0.79 0.21 0.00 0.00 L450_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L451_SF 1.00 0.01 0.00 0.00 0.75 0.24 0.00 0.00 L453_P 1.00 0.01 0.00 0.00 0.93 0.06 0.00 0.00 L456_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L456_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L456-TypeR-SF 2.42 0.01 0.96 0.00 0.03 0.00 0.00 0.00 L457_P 1.00 0.01 0.10 0.00 0.84 0.05 0.00 0.00 L457_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L458_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L460_SF 1.62 0.01 0.00 0.00 0.53 0.47 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L464_SF 1.00 0.01 0.00 0.00 0.18 0.04 0.00 0.77 L470_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L482_P 1.00 0.02 0.02 0.00 0.19 0.00 0.00 0.77 L482_SF 1.00 0.91 0.00 0.00 0.01 0.00 0.00 0.08 L500_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L508_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L510_SF 1.00 0.01 0.00 0.00 0.35 0.64 0.00 0.00 L516_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L516_SF2 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L525_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L525_SF 1.00 0.85 0.00 0.00 0.00 0.01 0.00 0.14 L540_SF 1.00 0.01 0.00 0.00 0.00 0.10 0.00 0.89 L600_SF 1.00 0.01 0.00 0.00 0.96 0.03 0.00 0.00 L620_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L626_SF 1.00 0.01 0.01 0.00 0.56 0.42 0.00 0.00 L630_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L640_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L648_SF 1.00 0.01 0.01 0.00 0.79 0.19 0.00 0.00 L651_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L670_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 L670_SF 1.00 0.02 0.05 0.00 0.90 0.03 0.00 0.00 L676_P 1.00 0.01 0.00 0.00 0.36 0.63 0.00 0.00 L710_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L730_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L736_SF 1.00 0.01 0.00 0.00 0.82 0.17 0.00 0.00 L740_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00 L740_SF 1.00 0.95 0.00 0.00 0.00 0.00 0.00 0.05 L760_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L770_P 1.00 0.01 0.00 0.00 0.08 0.91 0.00 0.00 L770_SF 1.00 0.95 0.04 0.00 0.01 0.00 0.00 0.00 L780_SF 1.00 0.99 0.01 0.00 0.00 0.00 0.00 0.00 L782_P 1.00 0.01 0.00 0.00 0.03 0.03 0.00 0.93 L790_P 1.00 0.01 0.10 0.00 0.74 0.16 0.00 0.00 L790_SF 1.00 0.04 0.85 0.00 0.01 0.09 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L804_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 L805_SF 1.00 0.01 0.02 0.00 0.98 0.00 0.00 0.00 L810_SF 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 L828_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L830_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L840_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L870_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L873_P 1.00 0.01 0.00 0.00 0.11 0.88 0.00 0.00 L873_SF 1.00 0.01 0.01 0.00 0.25 0.73 0.00 0.00 L875_SF 1.00 0.01 0.01 0.00 0.60 0.39 0.00 0.00 L876_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L880_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L884_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 L886_SF 1.00 0.02 0.00 0.00 0.96 0.02 0.00 0.00 L900_SF 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L908_SF 1.00 0.01 0.01 0.00 0.01 0.97 0.00 0.00 L910_P 1.00 0.02 0.00 0.00 0.63 0.35 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L914_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 L918_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L920_P 1.00 0.01 0.00 0.00 0.85 0.14 0.00 0.00 L920_SF 1.00 0.04 0.39 0.00 0.02 0.55 0.00 0.00 L925_SF 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 L930_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L931_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L932_P 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00 L932_SF 1.00 0.01 0.72 0.00 0.06 0.20 0.00 0.00 L940_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 L940_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L950_P 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00 L950_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L963_SF 1.00 0.73 0.27 0.00 0.00 0.00 0.00 0.00 L969_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L970_P 1.00 0.01 0.00 0.00 0.87 0.12 0.00 0.00 L970_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical SP-C-08storm 1.00 0.01 0.00 0.00 0.57 0.00 0.00 0.42 SP-C-07storm 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 SP-C-06storm 1.00 0.01 0.00 0.00 0.43 0.56 0.00 0.00 SP-C-05storm 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00 SP-C-04storm 1.00 0.02 0.00 0.00 0.00 0.01 0.00 0.97 SP-C-03storm 1.00 0.02 0.00 0.00 0.00 0.44 0.00 0.54 SP-C-02storm 1.00 0.02 0.00 0.00 0.01 0.98 0.00 0.00 SP-C-01Swale 1.00 0.01 0.01 0.00 0.95 0.03 0.00 0.00 SP-C-08Astorm 1.00 0.01 0.01 0.00 0.04 0.95 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Flow Classification Summary Normal Flow Inlet Conduit Limited Control J452_P 0.79 0.00 L100_SF 0.08 0.00 L300_SF 0.77 0.00 L310_SF 0.01 0.00 L316_SF 0.56 0.00 L320_SF 0.01 0.00 L324_P1 0.00 0.87 L324_P2 0.00 0.18 L324_SF 0.00 0.00 L326_SF 0.99 0.00 L340_SF 0.00 0.00 L346_SF 0.94 0.00 L350_SF 0.90 0.00 L360_SF 0.98 0.00 L361_SF 0.96 0.00 L362_P 0.00 0.98 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Normal Flow Inlet Conduit Limited Control L363_P 0.00 0.76 L363_SF 0.00 0.00 L363_SF3 0.00 0.00 L366_P 0.01 0.00 L366_SF 0.00 0.00 L366_SF2 0.93 0.00 L366_SF3 0.00 0.00 L367_SF 0.00 0.00 L373_SF 0.99 0.00 L374_P 0.33 0.00 L375_P 0.00 0.00 L380_SF 0.33 0.00 L382_P 0.59 0.00 L383_P 0.61 0.00 L386_P 0.00 0.00 L390_SF 0.96 0.00 L400_SF 0.49 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 10 Normal Flow Inlet Conduit Limited Control L401_SF 0.97 0.00 L410_P 0.00 0.96 L410_SF 0.00 0.00 L414_SF 0.56 0.00 L444_SF 0.04 0.00 L448_SF 0.00 0.00 L450_P 0.00 0.54 L450_SF 0.00 0.00 L451_SF 0.76 0.00 L453_P 0.98 0.00 L456_P 0.00 0.56 L456_SF 0.00 0.00 L456-TypeR-SF 0.95 0.00 L457_P 0.93 0.00 L457_SF 0.00 0.00 L458_SF 0.91 0.00 L460_SF 0.23 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 11 Normal Flow Inlet Conduit Limited Control L464_SF 0.00 0.00 L470_P 0.00 0.00 L482_P 0.04 0.00 L482_SF 0.01 0.00 L500_SF 0.00 0.00 L508_SF 0.00 0.00 L510_SF 0.97 0.00 L516_SF 0.00 0.00 L516_SF2 0.00 0.00 L525_P 0.00 0.00 L525_SF 0.01 0.00 L540_SF 0.08 0.00 L600_SF 0.94 0.00 L620_SF 0.00 0.00 L626_SF 0.00 0.00 L630_SF 0.00 0.00 L640_SF 0.98 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 12 Normal Flow Inlet Conduit Limited Control L648_SF 0.61 0.00 L651_SF 0.00 0.00 L670_P 0.80 0.00 L670_SF 0.93 0.00 L676_P 0.01 0.00 L710_SF 0.00 0.00 L730_SF 0.98 0.00 L736_SF 0.00 0.00 L740_P 0.82 0.00 L740_SF 0.00 0.00 L760_SF 0.00 0.00 L770_P 0.56 0.00 L770_SF 0.94 0.00 L780_SF 0.00 0.00 L782_P 0.02 0.00 L790_P 0.87 0.00 L790_SF 0.88 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 13 Normal Flow Inlet Conduit Limited Control L804_SF 0.96 0.00 L805_SF 0.96 0.00 L810_SF 0.00 0.00 L828_SF 0.00 0.00 L830_SF 0.83 0.00 L840_SF 0.16 0.00 L870_SF 0.00 0.00 L873_P 0.00 0.53 L873_SF 0.98 0.00 L875_SF 0.89 0.00 L876_P 0.00 0.67 L880_SF 0.50 0.00 L884_SF 0.98 0.00 L886_SF 0.96 0.00 L900_SF 0.02 0.00 L908_SF 0.03 0.00 L910_P 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 14 Normal Flow Inlet Conduit Limited Control L914_P 0.39 0.00 L918_P 0.00 0.00 L920_P 0.39 0.00 L920_SF 0.95 0.00 L925_SF 0.00 0.00 L930_SF 0.00 0.00 L931_SF 0.00 0.00 L932_P 0.07 0.00 L932_SF 0.84 0.00 L940_P 0.43 0.00 L940_SF 0.00 0.00 L950_P 0.68 0.00 L950_SF 0.00 0.00 L963_SF 0.00 0.00 L969_SF 0.00 0.00 L970_P 0.37 0.00 L970_SF 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 15 Normal Flow Inlet Conduit Limited Control SP-C-08storm 0.45 0.00 SP-C-07storm 0.56 0.00 SP-C-06storm 0.86 0.00 SP-C-05storm 0.86 0.00 SP-C-04storm 0.01 0.00 SP-C-03storm 0.42 0.00 SP-C-02storm 0.00 0.00 SP-C-01Swale 0.96 0.00 SP-C-08Astorm 0.04 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 16 APPENDIX F – Reference Material EPA SWMM Basin IDs Subcatchment Runoff Summary Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff B100 3.67 0.00 0.00 0.80 2.85 0.15 13.68 0.776 B110 3.67 0.00 0.00 0.80 2.85 0.67 63.70 0.777 B300 3.67 0.00 0.00 1.33 2.37 0.08 8.48 0.645 B310 3.67 0.00 0.00 0.78 2.87 1.58 161.71 0.783 B320 3.67 0.00 0.00 0.88 2.78 0.85 79.37 0.757 B330 3.67 0.00 0.00 0.87 2.79 3.00 286.45 0.759 B340 3.67 0.00 0.00 0.95 2.71 2.30 213.32 0.739 B350 3.67 0.00 0.00 0.79 2.86 1.70 166.45 0.779 B360 3.67 0.00 0.00 1.37 2.32 0.15 13.18 0.631 B370 3.67 0.00 0.00 1.54 2.14 1.76 92.54 0.584 B380 3.67 0.00 0.00 1.33 2.36 0.31 34.01 0.644 B390 3.67 0.00 0.00 1.44 2.25 0.63 43.91 0.612 B400 3.67 0.00 0.00 1.22 2.45 1.50 113.60 0.668 B410 3.67 0.00 0.00 0.80 2.85 0.63 60.07 0.777 B420 3.67 0.00 0.00 1.21 2.46 0.39 30.04 0.670 Selected Plan Sept 2018 SWMM 5.1 Page 1 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff B430 3.67 0.00 0.00 0.80 2.84 0.48 45.04 0.775 B440 3.67 0.00 0.00 0.80 2.84 0.74 69.11 0.775 B445 3.67 0.00 0.00 0.80 2.84 0.04 3.74 0.775 B450 3.67 0.00 0.00 0.79 2.86 0.25 24.75 0.781 B455 3.67 0.00 0.00 0.79 2.86 0.19 18.96 0.781 B460 3.67 0.00 0.00 1.04 2.63 0.18 15.78 0.715 B465 3.67 0.00 0.00 1.04 2.62 0.16 14.23 0.715 B470 3.67 0.00 0.00 0.13 3.47 0.37 39.02 0.946 B480 3.67 0.00 0.00 0.13 3.47 0.43 45.00 0.946 B490 3.67 0.00 0.00 0.13 3.47 0.20 21.15 0.946 B500 3.67 0.00 0.00 0.13 3.47 0.18 19.12 0.946 B510 3.67 0.00 0.00 0.13 3.47 0.09 9.17 0.946 B520 3.67 0.00 0.00 0.34 3.29 0.75 81.54 0.898 B530 3.67 0.00 0.00 0.34 3.28 0.17 19.04 0.895 B540 3.67 0.00 0.00 0.34 3.28 0.27 29.78 0.895 B600 3.67 0.00 0.00 1.52 2.15 0.73 36.56 0.585 B610 3.67 0.00 0.00 0.55 3.09 0.70 76.59 0.841 Selected Plan Sept 2018 SWMM 5.1 Page 2 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff B620 3.67 0.00 0.00 1.19 2.48 0.36 29.29 0.676 B630 3.67 0.00 0.00 0.88 2.77 0.65 59.52 0.755 B640 3.67 0.00 0.00 0.13 3.47 0.65 67.96 0.946 B650 3.67 0.00 0.00 1.58 2.09 0.54 25.19 0.569 B660 3.67 0.00 0.00 0.79 2.85 0.14 13.03 0.778 B670 3.67 0.00 0.00 0.81 2.84 0.06 5.90 0.775 B680 3.67 0.00 0.00 0.81 2.84 0.16 14.39 0.774 B690 3.67 0.00 0.00 0.62 3.01 1.64 141.91 0.821 B700 3.67 0.00 0.00 1.63 2.05 2.39 105.02 0.558 B710 3.67 0.00 0.00 0.72 2.92 0.99 95.72 0.796 B720 3.67 0.00 0.00 1.55 2.12 1.53 73.95 0.578 B730 3.67 0.00 0.00 0.78 2.87 0.33 32.67 0.781 B740 3.67 0.00 0.00 0.54 3.10 0.15 16.58 0.844 B750 3.67 0.00 0.00 0.79 2.86 0.42 41.52 0.780 B760 3.67 0.00 0.00 1.12 2.56 0.08 9.16 0.699 B770 3.67 0.00 0.00 0.72 2.93 0.38 37.03 0.798 B780 3.67 0.00 0.00 0.86 2.80 0.23 22.58 0.763 Selected Plan Sept 2018 SWMM 5.1 Page 3 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff B790 3.67 0.00 0.00 1.24 2.43 0.97 70.10 0.663 B800 3.67 0.00 0.00 1.24 2.43 1.69 121.07 0.661 B805 3.67 0.00 0.00 1.24 2.43 2.53 180.86 0.661 B810 3.67 0.00 0.00 0.64 3.00 1.87 190.25 0.818 B820 3.67 0.00 0.00 1.56 2.11 1.52 75.38 0.576 B830 3.67 0.00 0.00 0.84 2.81 0.57 48.41 0.765 B840 3.67 0.00 0.00 0.81 2.84 0.85 78.81 0.774 B850 3.67 0.00 0.00 1.43 2.25 1.03 62.87 0.613 B870 3.67 0.00 0.00 1.00 2.66 0.19 18.87 0.725 B874 3.67 0.00 0.00 0.70 2.94 0.43 44.94 0.802 B876 3.67 0.00 0.00 0.58 3.05 1.41 136.36 0.832 B880 3.67 0.00 0.00 0.66 2.98 1.27 119.53 0.812 B900 3.67 0.00 0.00 0.57 3.07 0.35 35.38 0.836 B910 3.67 0.00 0.00 1.29 2.38 1.35 88.29 0.648 B920 3.67 0.00 0.00 1.15 2.53 0.45 43.01 0.689 B930 3.67 0.00 0.00 0.91 2.73 0.52 44.00 0.745 B940 3.67 0.00 0.00 0.84 2.80 1.18 100.14 0.764 Selected Plan Sept 2018 SWMM 5.1 Page 4 Total Total Total Total Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in 10^6 gal CFS Coeff B950 3.67 0.00 0.00 0.77 2.88 0.20 21.10 0.786 B970 3.67 0.00 0.00 0.78 2.87 0.67 67.49 0.781 Selected Plan Sept 2018 SWMM 5.1 Page 5 Node Depth Summary Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J100 JUNCTION 0.08 0.76 4958.97 0 00:42 0.76 J300 JUNCTION 1.24 3.96 4888.48 0 01:11 3.96 J310 JUNCTION 1.46 4.64 4896.79 0 01:11 4.64 J316 JUNCTION 0.92 3.95 4896.92 0 01:11 3.95 J320 JUNCTION 2.46 6.82 4902.68 0 01:08 6.82 J330 JUNCTION 1.13 3.79 4907.34 0 01:07 3.79 J340 JUNCTION 0.16 1.22 4910.95 0 00:42 1.22 J346 JUNCTION 0.13 1.21 4920.48 0 00:40 1.20 J350 JUNCTION 0.07 0.66 4921.68 0 00:40 0.65 J360 JUNCTION 0.51 1.71 4925.05 0 00:57 1.71 J361 JUNCTION 0.22 1.09 4982.36 0 01:04 1.09 J362 JUNCTION 0.83 6.35 5003.22 0 01:04 6.35 J364 JUNCTION 0.00 0.00 5007.00 0 00:00 0.00 J373 JUNCTION 0.19 0.28 4994.47 0 02:38 0.28 J374 JUNCTION 3.89 7.54 5003.85 0 02:07 7.53 Selected Plan Sept 2018 SWMM 5.1 Page 1 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J380 JUNCTION 0.57 1.60 4932.49 0 00:47 1.60 J386 JUNCTION 0.57 2.12 4976.12 0 01:17 2.12 J390 JUNCTION 0.28 1.03 4933.34 0 00:49 1.03 J400 JUNCTION 0.28 0.99 4937.02 0 00:48 0.99 J410 JUNCTION 0.35 5.19 4947.44 0 00:40 5.19 J414 JUNCTION 0.44 1.95 4940.64 0 00:47 1.95 J444 JUNCTION 0.14 1.02 4962.16 0 00:44 1.02 J448 JUNCTION 0.03 0.51 4967.73 0 00:40 0.51 J450 JUNCTION 0.24 3.21 4970.54 0 00:40 3.21 J451 JUNCTION 0.20 1.53 4968.33 0 00:43 1.52 J452 JUNCTION 0.12 1.55 4969.75 0 00:43 1.54 J452-TypeR JUNCTION 0.03 0.33 4976.80 0 00:40 0.33 J456 JUNCTION 0.51 5.15 4974.75 0 00:43 5.13 J456-TypeR JUNCTION 0.18 4.07 4976.96 0 00:40 4.07 J457 JUNCTION 0.21 1.52 4979.02 0 00:43 1.52 J458 JUNCTION 0.16 1.33 4979.24 0 00:42 1.33 J462 JUNCTION 0.25 2.16 4980.20 0 00:41 2.16 Selected Plan Sept 2018 SWMM 5.1 Page 2 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J464 JUNCTION 0.22 2.64 4981.14 0 00:40 2.60 J470 JUNCTION 0.10 1.60 5000.11 0 00:40 1.59 J482 JUNCTION 1.09 9.17 5007.92 0 00:41 9.17 J500 JUNCTION 0.08 1.13 4991.33 0 00:40 1.13 J508 JUNCTION 0.04 0.31 4984.55 0 00:42 0.31 J510 JUNCTION 0.03 0.24 4991.80 0 00:40 0.24 J516 JUNCTION 0.00 0.00 5003.42 0 00:00 0.00 J525 JUNCTION 1.15 6.44 5009.60 0 00:40 6.44 J540 JUNCTION 0.04 0.45 5019.88 0 00:40 0.45 J600 JUNCTION 0.28 1.05 4936.36 0 00:42 1.05 J620 JUNCTION 0.03 0.22 4961.57 0 00:43 0.22 J626 JUNCTION 0.68 2.49 4941.44 0 00:42 2.49 J630 JUNCTION 0.08 0.86 4946.77 0 00:40 0.86 J640 JUNCTION 0.58 2.16 4945.48 0 01:12 2.16 J650 JUNCTION 0.54 1.91 4958.77 0 01:12 1.91 J651 JUNCTION 0.00 0.00 4976.23 0 00:00 0.00 J652 JUNCTION 0.31 0.87 4970.87 0 00:52 0.87 Selected Plan Sept 2018 SWMM 5.1 Page 3 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J676 JUNCTION 1.17 4.55 4977.55 0 00:52 4.55 J710 JUNCTION 0.26 1.08 4984.36 0 00:52 1.08 J730 JUNCTION 0.08 0.49 4990.49 0 00:44 0.49 J736 JUNCTION 0.29 2.25 4992.52 0 00:42 2.25 J740 JUNCTION 0.47 4.71 4996.17 0 00:42 4.71 J760 JUNCTION 0.02 0.20 5022.68 0 00:41 0.20 J770 JUNCTION 0.35 9.50 5021.18 0 00:42 9.49 J782 JUNCTION 0.17 4.16 5022.86 0 00:40 4.11 J790 JUNCTION 1.35 11.62 5040.30 0 00:40 11.61 J804 JUNCTION 0.25 1.33 4943.04 0 00:47 1.33 J805 JUNCTION 0.09 0.85 4949.12 0 00:42 0.85 J810 JUNCTION 0.53 1.48 4965.09 0 00:42 1.48 J828 JUNCTION 0.09 0.57 5062.23 0 00:44 0.57 J830 JUNCTION 0.09 0.93 5063.55 0 00:40 0.93 J840 JUNCTION 0.22 1.92 5064.83 0 00:42 1.92 J870 JUNCTION 0.12 0.51 5043.01 0 00:45 0.51 J872 JUNCTION 0.07 0.24 5045.91 0 00:53 0.24 Selected Plan Sept 2018 SWMM 5.1 Page 4 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J873 JUNCTION 0.92 3.66 5049.66 0 00:53 3.66 J875 JUNCTION 0.11 0.53 5050.89 0 00:44 0.53 J880 JUNCTION 0.31 1.07 4972.59 0 00:42 1.07 J884 JUNCTION 0.43 1.21 4970.14 0 01:00 1.21 J886 JUNCTION 0.32 0.70 4988.01 0 00:42 0.70 J900 JUNCTION 0.34 0.75 5013.78 0 00:40 0.75 J908 JUNCTION 0.54 0.95 5025.24 0 00:55 0.95 J909 JUNCTION 0.07 0.81 5027.31 0 00:54 0.81 J910 JUNCTION 1.04 1.92 5026.36 0 00:54 1.92 J918 JUNCTION 3.36 6.38 5040.07 0 00:22 5.83 J920 JUNCTION 2.60 4.65 5041.84 0 00:40 4.64 J925 JUNCTION 0.07 0.53 5035.53 0 00:42 0.53 J931 JUNCTION 0.11 0.26 5049.59 0 02:20 0.26 J932 JUNCTION 2.91 6.16 5068.87 0 02:16 6.16 J963 JUNCTION 0.00 0.00 5087.95 0 00:00 0.00 J969 JUNCTION 0.00 0.00 5090.64 0 00:00 0.00 SP-C-01MH JUNCTION 0.64 7.41 4958.03 0 00:46 7.37 Selected Plan Sept 2018 SWMM 5.1 Page 5 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet SP-C-02MH JUNCTION 0.34 3.23 4961.54 0 00:46 3.22 SP-C-03MH JUNCTION 0.34 2.42 4972.42 0 00:46 2.42 SP-C-04MH JUNCTION 0.44 2.53 4982.48 0 00:45 2.53 SP-C-05MH JUNCTION 0.37 2.80 4988.92 0 00:45 2.79 SP-C-07MH JUNCTION 0.38 11.12 5001.44 0 00:42 11.12 SP-C-06MH JUNCTION 0.38 2.82 4991.91 0 00:45 2.81 SP-C-01FES JUNCTION 0.27 1.96 4951.96 0 00:46 1.96 SP-C-07aMH JUNCTION 0.38 2.75 4996.39 0 00:45 2.75 O299 OUTFALL 1.24 3.96 4887.96 0 01:11 3.96 O099 OUTFALL 0.08 0.76 4948.64 0 00:42 0.76 P324 STORAGE 0.90 5.06 4944.25 0 00:58 5.06 P343 STORAGE 0.77 5.42 4989.02 0 00:44 5.42 P363 STORAGE 0.90 6.27 5005.24 0 01:04 6.27 P366 STORAGE 1.56 2.57 5027.76 0 00:54 2.56 P367 STORAGE 0.66 1.17 5028.03 0 00:58 1.17 P375 STORAGE 3.61 7.24 5003.86 0 02:08 7.24 P382 STORAGE 1.11 3.86 4978.62 0 01:16 3.86 Selected Plan Sept 2018 SWMM 5.1 Page 6 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet P383 STORAGE 0.93 4.18 4977.78 0 00:52 4.18 P384 STORAGE 0.17 1.95 4976.14 0 00:50 1.95 P385 STORAGE 0.03 1.02 4959.67 0 00:42 1.01 P386 STORAGE 0.62 3.33 4978.62 0 01:16 3.33 P400 STORAGE 2.49 3.06 4951.88 0 00:40 3.06 P874 STORAGE 0.93 3.51 5049.68 0 00:53 3.51 P876 STORAGE 0.72 2.78 5054.08 0 00:44 2.78 P930 STORAGE 0.80 2.47 5057.58 0 01:34 2.47 P940 STORAGE 3.22 8.24 5075.24 0 02:08 8.24 P950 STORAGE 1.16 4.47 5085.66 0 01:59 4.47 P970 STORAGE 0.90 4.33 5093.02 0 01:12 4.33 Selected Plan Sept 2018 SWMM 5.1 Page 7 Node Surcharge Summary Max Height Min Depth Above Below Hours Crown Rim Node Type Surcharged Feet Feet J362 JUNCTION 0.86 2.352 1.648 J374 JUNCTION 7.19 4.770 2.460 J676 JUNCTION 4.12 3.047 0.453 J790 JUNCTION 0.01 0.001 0.000 J918 JUNCTION 7.03 5.128 3.622 SP-C-01MH JUNCTION 0.14 2.806 0.914 Selected Plan Sept 2018 SWMM 5.1 Page 1 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P324 19.927 5 0 0 168.843 42 0 00:58 P343 3.768 7 0 0 37.944 68 0 00:44 P363 7.487 2 0 0 101.131 23 0 01:04 P366 61.845 36 0 0 125.185 73 0 00:54 P367 0.660 17 0 0 1.172 29 0 00:58 P375 36.189 14 0 0 102.695 40 0 02:08 P382 22.570 9 0 0 103.274 40 0 01:16 P383 0.723 5 0 0 6.036 44 0 00:52 P384 0.116 0 0 0 2.105 8 0 00:50 P385 0.019 0 0 0 1.048 6 0 00:42 P386 28.295 4 0 0 244.935 32 0 01:16 P400 2.495 62 0 0 3.064 77 0 00:40 P874 7.323 19 0 0 31.707 83 0 00:53 P876 12.098 17 0 0 63.872 88 0 00:44 P930 10.224 13 0 0 42.837 54 0 01:34 Selected Plan Sept 2018 SWMM 5.1 Page 1 Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P940 39.489 23 0 0 118.743 70 0 02:08 P950 3.808 12 0 0 16.868 52 0 01:59 P970 8.669 11 0 0 48.171 59 0 01:12 Selected Plan Sept 2018 SWMM 5.1 Page 2 Storage Volume Summary Maximum Storage Outflow Unit CFS P324 100.98 P343 41.93 P363 135.18 P366 97.69 P367 9.20 P375 5.74 P382 52.58 P383 4.91 P384 2.40 P385 10.08 P386 158.74 P400 179.97 P874 11.04 P876 82.83 P930 4.99 Selected Plan Sept 2018 SWMM 5.1 Page 3 Maximum Storage Outflow Unit CFS P940 15.83 P950 10.69 P970 8.50 Selected Plan Sept 2018 SWMM 5.1 Page 4 Outfall Loading Summary Flow Avg.Max.Total Freq.Flow Flow Volume Outfall Node Pcnt.CFS CFS 10^6 gal O299 97.96 166.88 1147.77 49.850 O099 85.70 3.40 64.63 0.815 Selected Plan Sept 2018 SWMM 5.1 Page 1 Link Flow Summary Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth J452_P CONDUIT 92.89 0 00:43 8.64 0.23 0.51 L100_SF CHANNEL 64.63 0 00:42 5.34 0.00 0.09 L300_SF CHANNEL 1147.77 0 01:11 13.34 0.27 0.56 L310_SF CHANNEL 1146.82 0 01:11 11.79 0.37 0.60 L316_SF CHANNEL 1148.33 0 01:10 36.50 0.39 0.97 L320_SF CHANNEL 1137.19 0 01:08 15.23 0.23 0.53 L324_P1 CONDUIT 47.47 0 00:57 10.63 1.44 0.89 L324_P2 CONDUIT 53.52 0 00:58 8.01 1.00 0.90 L324_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L326_SF CHANNEL 1125.22 0 01:07 4.40 0.27 0.78 L340_SF CHANNEL 333.62 0 00:42 3.89 0.18 0.50 L346_SF CHANNEL 372.66 0 00:40 8.79 0.43 0.75 L350_SF CHANNEL 163.84 0 00:40 8.05 0.12 0.46 L360_SF CHANNEL 1127.58 0 00:57 10.03 0.02 0.23 L361_SF CHANNEL 135.18 0 01:04 22.02 0.01 0.17 Selected Plan Sept 2018 SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L362_P CONDUIT 135.18 0 01:04 16.02 0.48 0.64 L363_P CONDUIT 135.18 0 01:04 10.76 0.68 1.00 L363_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L363_SF3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L366_P CONDUIT 19.31 0 00:54 7.72 0.81 0.74 L366_SF CONDUIT 76.64 0 00:54 7.16 0.68 0.81 L366_SF2 CHANNEL 1.65 0 00:54 0.22 0.00 0.24 L366_SF3 CHANNEL 78.39 0 00:54 2.54 0.61 0.54 L367_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L373_SF CHANNEL 5.00 0 01:07 3.42 0.00 0.12 L374_P CONDUIT 5.00 0 00:28 8.35 0.08 0.56 L375_P CONDUIT 5.74 0 00:33 3.79 0.28 1.00 L380_SF CHANNEL 1037.31 0 00:50 >50.00 0.01 0.10 L382_P CONDUIT 9.87 0 02:32 5.59 1.00 1.00 L383_P CONDUIT 4.91 0 00:53 2.90 0.43 1.00 L386_P CONDUIT 158.74 0 01:16 6.20 0.26 0.85 L390_SF CHANNEL 475.99 0 00:49 >50.00 0.03 0.24 Selected Plan Sept 2018 SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L400_SF CHANNEL 299.92 0 00:48 26.67 0.01 0.17 L401_SF CHANNEL 179.97 0 00:40 4.12 0.18 0.59 L410_P CONDUIT 31.17 0 00:47 12.63 0.91 0.75 L410_SF CONDUIT 28.58 0 00:40 5.13 0.03 0.19 L414_SF CHANNEL 274.03 0 00:47 5.35 0.05 0.32 L444_SF CHANNEL 107.33 0 00:45 4.97 0.01 0.13 L448_SF CONDUIT 23.86 0 00:40 6.31 0.06 0.25 L450_P CONDUIT 16.48 0 00:40 7.93 1.71 0.63 L450_SF CHANNEL 7.43 0 00:40 1.25 0.02 0.18 L451_SF CHANNEL 92.93 0 00:43 8.49 0.03 0.25 L453_P CONDUIT 3.73 0 00:40 8.16 0.23 0.66 L456_P CONDUIT 90.19 0 00:43 12.15 0.51 0.72 L456_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L456-TypeR-SF CONDUIT 9.21 0 00:40 1.63 0.01 0.54 L457_P CONDUIT 5.00 0 00:33 8.22 0.34 1.00 L457_SF CONDUIT 67.26 0 00:43 3.30 0.09 0.31 L458_SF CONDUIT 70.35 0 00:41 3.00 0.09 0.36 Selected Plan Sept 2018 SWMM 5.1 Page 3 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L460_SF CONDUIT 70.52 0 00:41 14.77 0.70 0.50 L464_SF CONDUIT 40.19 0 00:40 7.26 0.62 0.78 L470_P CONDUIT 38.25 0 00:40 15.68 0.76 0.73 L482_P CONDUIT 2.00 0 00:31 1.16 0.05 1.00 L482_SF CHANNEL 41.69 0 00:41 5.87 0.01 0.21 L500_SF CONDUIT 18.90 0 00:40 3.49 0.05 0.25 L508_SF CHANNEL 21.42 0 00:42 4.24 0.00 0.10 L510_SF CHANNEL 8.49 0 00:40 3.81 0.03 0.36 L516_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L516_SF2 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L525_P CONDUIT 2.00 0 00:15 7.26 0.04 0.57 L525_SF CHANNEL 44.33 0 00:40 5.29 0.00 0.15 L540_SF CHANNEL 28.47 0 00:40 4.61 0.00 0.13 L600_SF CHANNEL 349.98 0 00:44 >50.00 0.02 0.25 L620_SF CHANNEL 23.45 0 00:43 >50.00 0.00 0.04 L626_SF CHANNEL 209.33 0 00:42 9.07 0.03 0.19 L630_SF CHANNEL 56.81 0 00:40 3.82 0.01 0.15 Selected Plan Sept 2018 SWMM 5.1 Page 4 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L640_SF CHANNEL 191.88 0 01:12 5.82 0.07 0.36 L648_SF CHANNEL 185.25 0 01:12 6.09 0.07 0.37 L651_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.17 L670_P CONDUIT 14.12 0 00:52 9.98 0.39 0.69 L670_SF CHANNEL 158.72 0 01:16 8.54 0.29 0.65 L676_P CONDUIT 11.73 0 00:52 7.82 1.33 0.79 L710_SF CHANNEL 174.97 0 00:52 1.94 0.02 0.18 L730_SF CHANNEL 126.05 0 00:44 1.11 0.04 0.32 L736_SF CHANNEL 110.74 0 00:42 10.50 0.57 0.45 L740_P CONDUIT 32.65 0 00:32 10.37 1.16 1.00 L740_SF CHANNEL 72.01 0 00:42 4.27 0.08 0.35 L760_SF CHANNEL 7.87 0 00:41 5.31 0.01 0.19 L770_P CONDUIT 46.25 0 00:42 14.72 1.07 1.00 L770_SF CHANNEL 10.86 0 00:42 1.41 0.00 0.17 L780_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.08 L782_P CONDUIT 14.32 0 00:49 9.40 0.41 1.00 L790_P CONDUIT 10.00 0 00:29 10.56 0.08 1.00 Selected Plan Sept 2018 SWMM 5.1 Page 5 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L790_SF CHANNEL 58.90 0 00:40 5.29 0.92 0.91 L804_SF CONDUIT 467.75 0 00:47 4.96 0.22 0.49 L805_SF CHANNEL 164.10 0 00:42 2.11 0.01 0.14 L810_SF CHANNEL 253.56 0 00:44 5.04 0.05 0.32 L828_SF CHANNEL 91.88 0 00:44 4.05 0.03 0.27 L830_SF CHANNEL 48.44 0 00:40 10.75 0.13 0.33 L840_SF CHANNEL 60.95 0 00:43 2.16 0.05 0.25 L870_SF CHANNEL 97.21 0 00:46 9.46 0.03 0.22 L873_P CONDUIT 6.05 0 00:53 7.97 1.12 0.59 L873_SF CHANNEL 11.03 0 00:53 3.62 0.00 0.12 L875_SF CHANNEL 82.94 0 00:44 6.57 0.03 0.19 L876_P CONDUIT 11.47 0 00:44 9.02 0.77 0.68 L880_SF CHANNEL 103.69 0 00:42 4.07 0.04 0.38 L884_SF CHANNEL 169.93 0 01:00 3.44 0.21 0.59 L886_SF CHANNEL 40.40 0 00:42 3.29 0.01 0.23 L900_SF CHANNEL 43.40 0 00:40 6.23 0.00 0.08 L908_SF CHANNEL 29.69 0 00:55 14.38 0.06 0.20 Selected Plan Sept 2018 SWMM 5.1 Page 6 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L910_P CONDUIT 28.14 0 00:55 6.06 0.37 0.29 L914_P CONDUIT 9.20 0 00:43 6.45 0.84 0.89 L918_P CONDUIT 8.96 0 00:40 7.39 1.84 0.96 L920_P CONDUIT 8.96 0 00:40 7.30 0.73 1.00 L920_SF CHANNEL 42.54 0 00:40 6.28 0.01 0.09 L925_SF CHANNEL 92.24 0 00:42 6.89 0.02 0.11 L930_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L931_SF CHANNEL 8.31 0 02:20 1.97 0.04 0.37 L932_P CONDUIT 10.13 0 02:21 8.25 1.00 1.00 L932_SF CHANNEL 3.54 0 02:16 3.23 0.00 0.08 L940_P CONDUIT 15.83 0 00:54 12.90 1.28 1.00 L940_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L950_P CONDUIT 10.69 0 00:33 8.84 0.97 1.00 L950_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L963_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.04 L969_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L970_P CONDUIT 8.50 0 00:33 7.23 0.99 1.00 Selected Plan Sept 2018 SWMM 5.1 Page 7 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L970_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 SP-C-08storm CONDUIT 96.01 0 00:42 13.65 2.14 0.98 SP-C-07storm CONDUIT 190.42 0 00:45 18.36 0.68 0.62 SP-C-06storm CONDUIT 190.53 0 00:45 19.58 0.69 0.59 SP-C-05storm CONDUIT 190.68 0 00:45 21.88 0.56 0.54 SP-C-04storm CONDUIT 190.57 0 00:46 20.55 0.56 0.61 SP-C-03storm CONDUIT 190.27 0 00:46 13.14 0.56 0.86 SP-C-02storm CONDUIT 190.27 0 00:46 15.57 0.97 0.72 SP-C-01Swale CONDUIT 190.04 0 00:46 7.59 0.12 0.39 SP-C-08Astorm CONDUIT 97.37 0 00:46 12.99 0.68 0.79 L874_P ORIFICE 2.63 0 02:43 1.00 L874_P2 ORIFICE 5.62 0 00:53 0.33 P343-Orfice ORIFICE 14.02 0 00:44 1.00 P930-OrficeRow1 ORIFICE 2.80 0 01:34 1.00 P930-OrficeRow2 ORIFICE 2.19 0 01:34 1.00 L384_P ORIFICE 2.40 0 00:50 1.00 L382_SF WEIR 45.69 0 00:51 0.36 Selected Plan Sept 2018 SWMM 5.1 Page 8 Maximum Day of Hour of Maximum Max /Max / |Flow|Maximum Maximum |Velocity|Full Full Link Type CFS Flow Flow ft/sec Flow Depth L383_SF1 WEIR 0.00 0 00:00 0.00 L383_SF2 WEIR 0.57 0 01:16 0.12 L384_SF WEIR 0.00 0 00:00 0.00 L874_P3 WEIR 4.98 0 00:53 0.11 L876_SF WEIR 71.35 0 00:44 0.39 P343-TypeDInlet WEIR 27.91 0 00:44 0.44 P343-Weir WEIR 0.00 0 00:00 0.00 L385_P DUMMY 10.08 0 00:42 Selected Plan Sept 2018 SWMM 5.1 Page 9 Flow Classification Summary Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical J452_P 1.00 0.01 0.00 0.00 0.81 0.19 0.00 0.00 L100_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L300_SF 1.42 0.01 0.00 0.00 0.10 0.89 0.00 0.00 L310_SF 1.00 0.01 0.01 0.00 0.68 0.31 0.00 0.00 L316_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L320_SF 1.00 0.01 0.00 0.00 0.03 0.97 0.00 0.00 L324_P1 1.00 0.01 0.00 0.00 0.86 0.13 0.00 0.00 L324_P2 1.00 0.74 0.00 0.00 0.00 0.00 0.00 0.26 L324_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L326_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L340_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L346_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L350_SF 1.00 0.01 0.00 0.00 0.91 0.09 0.00 0.00 L360_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 L361_SF 1.00 0.02 0.00 0.00 0.82 0.16 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 1 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L362_P 1.00 0.02 0.00 0.00 0.73 0.26 0.00 0.00 L363_P 1.00 0.02 0.00 0.00 0.98 0.01 0.00 0.00 L363_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L363_SF3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L366_P 1.00 0.03 0.03 0.00 0.10 0.48 0.00 0.37 L366_SF 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 L366_SF2 1.00 0.02 0.96 0.00 0.02 0.00 0.00 0.00 L366_SF3 1.00 0.64 0.01 0.00 0.00 0.00 0.35 0.00 L367_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L373_SF 1.00 0.01 0.01 0.00 0.51 0.47 0.00 0.00 L374_P 1.00 0.01 0.17 0.00 0.78 0.04 0.00 0.00 L375_P 1.00 0.01 0.00 0.00 0.79 0.00 0.00 0.20 L380_SF 1.00 0.01 0.00 0.00 0.78 0.22 0.00 0.00 L382_P 1.00 0.01 0.00 0.00 0.93 0.06 0.00 0.00 L383_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 L386_P 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 L390_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 2 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L400_SF 1.00 0.01 0.00 0.00 0.77 0.22 0.00 0.00 L401_SF 1.00 0.02 0.00 0.00 0.96 0.01 0.00 0.00 L410_P 1.00 0.01 0.00 0.00 0.92 0.08 0.00 0.00 L410_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L414_SF 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00 L444_SF 1.00 0.01 0.00 0.00 0.04 0.00 0.00 0.95 L448_SF 1.00 0.23 0.00 0.00 0.00 0.00 0.00 0.77 L450_P 1.00 0.01 0.00 0.00 0.79 0.21 0.00 0.00 L450_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L451_SF 1.00 0.01 0.00 0.00 0.75 0.24 0.00 0.00 L453_P 1.00 0.01 0.00 0.00 0.93 0.06 0.00 0.00 L456_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L456_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L456-TypeR-SF 2.42 0.01 0.96 0.00 0.03 0.00 0.00 0.00 L457_P 1.00 0.01 0.10 0.00 0.84 0.05 0.00 0.00 L457_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L458_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 3 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L460_SF 1.62 0.01 0.00 0.00 0.52 0.47 0.00 0.00 L464_SF 1.00 0.01 0.00 0.00 0.18 0.04 0.00 0.77 L470_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L482_P 1.00 0.02 0.02 0.00 0.19 0.00 0.00 0.76 L482_SF 1.00 0.91 0.00 0.00 0.01 0.00 0.00 0.08 L500_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L508_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L510_SF 1.00 0.01 0.00 0.00 0.35 0.64 0.00 0.00 L516_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L516_SF2 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L525_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L525_SF 1.00 0.85 0.00 0.00 0.00 0.01 0.00 0.14 L540_SF 1.00 0.01 0.00 0.00 0.00 0.10 0.00 0.89 L600_SF 1.00 0.01 0.00 0.00 0.96 0.03 0.00 0.00 L620_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L626_SF 1.00 0.01 0.01 0.00 0.61 0.38 0.00 0.00 L630_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 Selected Plan Sept 2018 SWMM 5.1 Page 4 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L640_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 L648_SF 1.00 0.01 0.00 0.00 0.77 0.23 0.00 0.00 L651_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L670_P 1.00 0.01 0.00 0.00 0.69 0.30 0.00 0.00 L670_SF 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00 L676_P 1.00 0.01 0.00 0.00 0.29 0.71 0.00 0.00 L710_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L730_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L736_SF 1.00 0.01 0.00 0.00 0.82 0.17 0.00 0.00 L740_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00 L740_SF 1.00 0.95 0.00 0.00 0.00 0.00 0.00 0.05 L760_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L770_P 1.00 0.01 0.00 0.00 0.08 0.92 0.00 0.00 L770_SF 1.00 0.95 0.04 0.00 0.01 0.00 0.00 0.00 L780_SF 1.00 0.99 0.01 0.00 0.00 0.00 0.00 0.00 L782_P 1.00 0.01 0.00 0.00 0.03 0.03 0.00 0.93 L790_P 1.00 0.01 0.10 0.00 0.74 0.16 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 5 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L790_SF 1.00 0.04 0.85 0.00 0.01 0.09 0.00 0.00 L804_SF 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 L805_SF 1.00 0.01 0.02 0.00 0.98 0.00 0.00 0.00 L810_SF 1.00 0.01 0.00 0.00 0.01 0.99 0.00 0.00 L828_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L830_SF 1.00 0.01 0.00 0.00 0.81 0.19 0.00 0.00 L840_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L870_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L873_P 1.00 0.01 0.00 0.00 0.11 0.88 0.00 0.00 L873_SF 1.00 0.01 0.01 0.00 0.25 0.73 0.00 0.00 L875_SF 1.00 0.01 0.01 0.00 0.60 0.39 0.00 0.00 L876_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L880_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L884_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 L886_SF 1.00 0.02 0.00 0.00 0.93 0.06 0.00 0.00 L900_SF 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L908_SF 1.00 0.01 0.01 0.00 0.01 0.97 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 6 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L910_P 1.00 0.02 0.00 0.00 0.59 0.40 0.00 0.00 L914_P 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00 L918_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L920_P 1.00 0.01 0.00 0.00 0.85 0.14 0.00 0.00 L920_SF 1.00 0.04 0.39 0.00 0.02 0.55 0.00 0.00 L925_SF 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 L930_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L931_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L932_P 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00 L932_SF 1.00 0.01 0.72 0.00 0.06 0.20 0.00 0.00 L940_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 L940_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L950_P 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00 L950_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L963_SF 1.00 0.73 0.27 0.00 0.00 0.00 0.00 0.00 L969_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L970_P 1.00 0.01 0.00 0.00 0.87 0.12 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 7 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L970_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 SP-C-08storm 1.00 0.01 0.00 0.00 0.57 0.00 0.00 0.42 SP-C-07storm 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 SP-C-06storm 1.00 0.01 0.00 0.00 0.43 0.56 0.00 0.00 SP-C-05storm 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00 SP-C-04storm 1.00 0.02 0.00 0.00 0.00 0.01 0.00 0.97 SP-C-03storm 1.00 0.02 0.00 0.00 0.00 0.45 0.00 0.54 SP-C-02storm 1.00 0.02 0.00 0.00 0.01 0.98 0.00 0.00 SP-C-01Swale 1.00 0.01 0.01 0.00 0.95 0.03 0.00 0.00 SP-C-08Astorm 1.00 0.01 0.01 0.00 0.04 0.95 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 8 Flow Classification Summary Normal Flow Inlet Conduit Limited Control J452_P 0.79 0.00 L100_SF 0.08 0.00 L300_SF 0.69 0.00 L310_SF 0.01 0.00 L316_SF 0.61 0.00 L320_SF 0.01 0.00 L324_P1 0.00 0.87 L324_P2 0.00 0.18 L324_SF 0.00 0.00 L326_SF 0.99 0.00 L340_SF 0.00 0.00 L346_SF 0.94 0.00 L350_SF 0.90 0.00 L360_SF 0.98 0.00 L361_SF 0.96 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 9 Normal Flow Inlet Conduit Limited Control L362_P 0.00 0.98 L363_P 0.00 0.76 L363_SF 0.00 0.00 L363_SF3 0.00 0.00 L366_P 0.05 0.00 L366_SF 0.00 0.00 L366_SF2 0.93 0.00 L366_SF3 0.00 0.00 L367_SF 0.00 0.00 L373_SF 0.99 0.00 L374_P 0.33 0.00 L375_P 0.00 0.00 L380_SF 0.22 0.00 L382_P 0.59 0.00 L383_P 0.61 0.00 L386_P 0.00 0.99 L390_SF 0.96 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 10 Normal Flow Inlet Conduit Limited Control L400_SF 0.49 0.00 L401_SF 0.97 0.00 L410_P 0.00 0.96 L410_SF 0.00 0.00 L414_SF 0.56 0.00 L444_SF 0.04 0.00 L448_SF 0.00 0.00 L450_P 0.00 0.54 L450_SF 0.00 0.00 L451_SF 0.76 0.00 L453_P 0.98 0.00 L456_P 0.00 0.56 L456_SF 0.00 0.00 L456-TypeR-SF 0.95 0.00 L457_P 0.93 0.00 L457_SF 0.00 0.00 L458_SF 0.91 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 11 Normal Flow Inlet Conduit Limited Control L460_SF 0.23 0.00 L464_SF 0.00 0.00 L470_P 0.00 0.00 L482_P 0.04 0.00 L482_SF 0.01 0.00 L500_SF 0.00 0.00 L508_SF 0.00 0.00 L510_SF 0.97 0.00 L516_SF 0.00 0.00 L516_SF2 0.00 0.00 L525_P 0.00 0.00 L525_SF 0.01 0.00 L540_SF 0.08 0.00 L600_SF 0.94 0.00 L620_SF 0.00 0.00 L626_SF 0.21 0.00 L630_SF 0.00 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 12 Normal Flow Inlet Conduit Limited Control L640_SF 0.97 0.00 L648_SF 0.41 0.00 L651_SF 0.00 0.00 L670_P 0.80 0.00 L670_SF 0.22 0.00 L676_P 0.00 0.00 L710_SF 0.00 0.00 L730_SF 0.98 0.00 L736_SF 0.00 0.00 L740_P 0.82 0.00 L740_SF 0.00 0.00 L760_SF 0.00 0.00 L770_P 0.55 0.00 L770_SF 0.94 0.00 L780_SF 0.00 0.00 L782_P 0.02 0.00 L790_P 0.87 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 13 Normal Flow Inlet Conduit Limited Control L790_SF 0.88 0.00 L804_SF 0.97 0.00 L805_SF 0.96 0.00 L810_SF 0.00 0.00 L828_SF 0.00 0.00 L830_SF 0.83 0.00 L840_SF 0.16 0.00 L870_SF 0.00 0.00 L873_P 0.00 0.53 L873_SF 0.98 0.00 L875_SF 0.89 0.00 L876_P 0.00 0.67 L880_SF 0.50 0.00 L884_SF 0.98 0.00 L886_SF 0.96 0.00 L900_SF 0.02 0.00 L908_SF 0.02 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 14 Normal Flow Inlet Conduit Limited Control L910_P 0.00 0.00 L914_P 0.38 0.00 L918_P 0.00 0.00 L920_P 0.39 0.00 L920_SF 0.95 0.00 L925_SF 0.00 0.00 L930_SF 0.00 0.00 L931_SF 0.00 0.00 L932_P 0.07 0.00 L932_SF 0.84 0.00 L940_P 0.43 0.00 L940_SF 0.00 0.00 L950_P 0.68 0.00 L950_SF 0.00 0.00 L963_SF 0.00 0.00 L969_SF 0.00 0.00 L970_P 0.37 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 15 Normal Flow Inlet Conduit Limited Control L970_SF 0.00 0.00 SP-C-08storm 0.45 0.00 SP-C-07storm 0.56 0.00 SP-C-06storm 0.86 0.00 SP-C-05storm 0.86 0.00 SP-C-04storm 0.01 0.00 SP-C-03storm 0.42 0.00 SP-C-02storm 0.00 0.00 SP-C-01Swale 0.96 0.00 SP-C-08Astorm 0.04 0.00 Selected Plan Sept 2018 SWMM 5.1 Page 16 Conduit Surcharge Summary Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L316_SF 0.01 0.01 0.55 0.01 0.01 L324_P1 0.01 1.65 0.01 1.22 0.01 L324_P2 0.01 0.78 0.01 0.06 0.01 L326_SF 0.01 0.01 0.25 0.01 0.01 L362_P 0.01 0.86 0.01 0.01 0.01 L363_P 0.85 0.85 0.86 0.01 0.01 L374_P 0.01 7.19 0.01 0.01 0.01 L375_P 7.19 7.19 7.19 0.01 0.01 L382_P 3.86 3.86 4.12 0.29 1.93 L383_P 3.48 3.48 4.12 0.01 0.01 L386_P 0.01 0.98 0.01 0.01 0.01 L410_P 0.01 0.45 0.01 0.01 0.01 L450_P 0.01 0.34 0.01 0.27 0.01 L453_P 0.01 0.01 0.29 0.01 0.01 L456_P 0.01 0.26 0.01 0.01 0.01 Selected Plan Sept 2018 SWMM 5.1 Page 1 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L456-TypeR-SF 0.01 0.01 11.42 0.01 0.01 L457_P 0.37 0.37 2.24 0.01 0.17 L482_P 1.46 1.46 1.70 0.01 1.43 L525_P 0.01 2.21 0.01 0.01 0.01 L676_P 0.01 4.12 0.01 3.92 0.01 L740_P 0.45 1.23 0.45 0.60 0.45 L770_P 0.28 0.28 0.93 0.19 0.22 L782_P 0.14 0.14 0.27 0.01 0.01 L790_P 0.13 1.29 0.13 0.01 0.13 L790_SF 0.01 0.01 0.01 0.01 0.01 L873_P 0.01 3.12 0.01 0.24 0.01 L876_P 0.01 2.37 0.01 0.01 0.01 L914_P 0.01 0.01 3.22 0.01 0.01 L918_P 0.01 7.03 0.01 7.03 0.01 L920_P 6.95 6.95 7.03 0.01 0.01 L932_P 6.60 6.60 6.95 3.25 5.06 L940_P 5.99 6.16 6.60 3.52 3.90 Selected Plan Sept 2018 SWMM 5.1 Page 2 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L950_P 3.38 3.38 6.16 0.01 0.01 L970_P 2.85 2.85 3.38 0.01 0.57 SP-C-08storm 0.01 0.24 0.01 0.22 0.01 SP-C-03storm 0.01 0.01 0.14 0.01 0.01 SP-C-02storm 0.01 0.15 0.01 0.01 0.01 Selected Plan Sept 2018 SWMM 5.1 Page 3 APPENDIX G – Drainage Maps 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 1 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 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 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 63 64 65 66 67 68 69 70 71 72 73 74 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 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 39 40 41 42 43 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 444546 47 48 49 50 51 52 53 54 55 59 60 61 192 193 194 195 196197 198 199 200 201 56 57 58 62 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 9899 100 101102103 104105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 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 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 969798 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 D 15" RCP (NW) INV=5022.17 15" RCP (SE) 2" WALL THICKNESS CROWN=5023.59 INV(CALCULATED)=5022.17 (FROZEN AT TIME OF SURVEY) 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