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Home My WebLink AboutSUN COMMUNITIES - THE FOOTHILLS - PDP210001 - SUBMITTAL DOCUMENTS - ROUND 3 - 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: Rick Weed, PE Atwell Project Number 19002763 May 2021 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: ______________________________________________________________ Rick Weed, PE Date Registered Professional Engineer State of Colorado No. 22076 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 ............................................................................................................................................. 8 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 Fort Collins MH Project (The Foothills), (Site) 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. The site is approximately 52.65 acres. 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 Ave. and 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 205 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 wetland are that travels to the east, the City’s storm drainage information map indicates that the pipe is a 24-inch pipe. The outfall currently drains to an inadvertent storage area within the site, flows from this outfall pipe will be required to be conveyed through the Site as part of development. The inadvertent storage area 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 inadvertent storage area 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 to the culvert replacement channel improvements from the Crown Ridge Lane to Trilby Road are required as well 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 Rd and Portner Rd 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, located at the east end of this site, with the purpose of removing the existing flow spill to the east. This crossing improvement has been preliminarily sized by the master drainage plan as a 10 ft x 3 ft concrete box culvert. The development of this site will be required to remove the easterly flow spill at this location. 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 Page 4 increase capacity. There is a City recognized existing ‘inadvertent detention storage area’ 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, and any other areas draining to 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% to provide the infiltration and time for settlement to settle and to slow runoff. 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. 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. Page 5 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 80th percentile rain event is used to analyze the project’s water quality features. In addition to the 80th 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. 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 was located in subbasins 650, 700, and 720. The subbasins drain to the inadvertent wetland, Pond 386. The Page 6 SWMM model was updated to reflect the site imperviousness, the stage-storage of pond 386, and the addition of the water quality 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, 72% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 3.4 cfs bypasses this inlet and is collected in the inlet located in Basin A4. Basin A2 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 2 prior to entering the proposed inlet, 76% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 2.6 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, 59% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 8.6 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 10-ft Type R inlet. Flows from this basin are quantified at Design Point 4 prior to entering the proposed inlet, 40% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 13.1 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, 42% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 23.2 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Basin A6 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 6 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 3.8 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 Page 7 proposed inlet, 64% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 6.0 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, 34% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 38.4 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 10-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, 68% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 24.6 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 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 water quality pond located near the intersection of Portner Drive and Trilby Road. Basin A16 –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 16 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and is ultimately released into the water quality pond near the intersection of Portner Drive and Trilby Road. Basin A17 –This basin includes residential development, and the outfall channel from Pond 386 through Trilby Road. The swale was designed for the emergency overflow runoff from Pond 386 with 1-ft of freeboard. Flows from this basin are quantified at Design Point 17 prior to entering the proposed channel. Page 8 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 to maintain the required site release rate. It should be mentioned that a small water quality treatment pond will be located in the northeast corner of the property that will not detain the 100-year runoff, therefore Pond 386 will over-detain the 100-year runoff in order to meet the release rate specified above. Since the undetained runoff from the water quality treatment pond is approximately 32.8 cfs the outlet of Pond 386 shall not exceed 40.7 cfs. A total detention volume of 12.163 acre-feet with a release rate of 40.7 cfs has been calculated for Pond 386 in Basin A13. This release rate accounts for Basins A14, A15, and A16 releasing from the site undetained as described above. 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 3-ft concrete box culverts. Analysis of this culvert can be found in Appendix E. In addition to the improvements at Crown Ridge Lane the existing drainage channel at the east end of the site, between Crown Ridge Lane and Trilby Road, has been regraded and improved to increase the capacity of the channel to safely discharged runoff from the site, calculations can be found in Appendix E. Two other drainage swales have been proposed on the site as well to accept and pass offsite stormwater flows from Rick Drive to the west of the site and an undeveloped parcel immediately south of the site. Both of these proposed swales will be routed to Pond 386 before leaving the site. Design calculations for these swales is also found in Appendix E. Variance Requests No variances are requested for the stormwater facilities. Erosion Control A comprehensive Erosion and Sediment Control Plan (along with associated details) has been provided by separate document. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. Page 9 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 no 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) Urban Storm Drainage Criteria Manual, Volumes 1, 2, &3, Urban Drainage and Flood Control District, Volumes 1 & 2 – Originally Published September 1969, Updated January 2016; Volume 3 – Originally Published September 1992, Updated November 2010. 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:D70% Impervious2 yr = 0.705 yr = 0.7010 yr = 0.70100 yr = 0.88100% Impervious2 yr = 1.005 yr = 1.0010 yr = 1.00100 yr = 1.00190% Impervious2 yr = 0.905 yr = 0.9010 yr = 0.90100 yr = 1.002% Impervious2 yr = 0.025 yr = 0.0210 yr = 0.02100 yr = 0.0320% Impervious2 yr = 0.205 yr = 0.2010 yr = 0.20100 yr = 0.25BASINAtotalMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionAtotalPercentID(ft²)(ft²)(ft²)(ft²)(ft²)(ft²)(Ac)2 yr5 yr10 yr100 yrImperviousH1472634014832500020103241079108.500.360.360.360.5636% Subtotals:4,726,3401,483,250002,0103,241,07936%Drainage Area= 108.50COMPOSITE C CALCULATIONEXISTING DRAINAGE AREANRCS Hydrologic Soil Group:COMPOSITE CSun Communities - Fort Collins19002763Fort Collins, COMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionK:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT MANE:PROJECT NO:LOCATION:D70% Impervious2 yr = 0.705 yr = 0.7010 yr = 0.70100 yr = 0.88100% Impervious2 yr = 1.005 yr = 1.0010 yr = 1.00100 yr = 1.00190% Impervious2 yr = 0.905 yr = 0.9010 yr = 0.90100 yr = 1.002% Impervious2 yr = 0.025 yr = 0.0210 yr = 0.02100 yr = 0.0320% Impervious2 yr = 0.205 yr = 0.2010 yr = 0.20100 yr = 0.25COMPOSITE C CALCULATIONNRCS Hydrologic Soil Group:Sun Communities - Fort Collins19002763Fort Collins, COMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionBASINAtotalMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionAtotalCOMPOSITE C PercentID(ft²)(ft²)(ft²)(ft²)(ft²)(ft²)(Ac)2 yr5 yr10 yr100 yrImperviousA11623130235902465069223448503.730.350.350.350.4735%A21284980137001246014338880002.950.330.330.330.4733%A3178184037750578008263404.090.510.510.510.6851%A4103456031055281704423102.380.550.550.550.7355%A5108633042455259004027802.490.610.610.610.8061%A693496026475222004482102.150.510.510.510.6751%A7121050041250216005820002.780.510.510.510.6651%A8183062034568664508204404.200.520.520.520.7052%A980361020650148004491101.840.430.430.430.5743%A101953550166504116084445531004.480.340.340.340.4734%A117202502945074003517501.650.510.510.510.6551%A126374903382592502067401.460.670.670.670.8567%A1341927407460306402511741300009.630.160.160.160.2316%A14170092047750400258231703.900.500.500.500.6650%A15187430115002400484300.430.730.730.730.9473%A1668714051001230025314260001.580.320.320.320.4532%OS1225702051502772129698705.180.540.540.540.7354%OS22724710701101070009536206.260.620.620.620.8262%OS3165016041254660075775603.790.620.620.620.8262%OS4224498056125897997857405.150.620.620.620.8262%OS552706642496804200060098012.100.640.640.640.9964%OS618356518356500004.210.700.700.701.0970%OS7719906000072212316.530.200.200.200.3120% PROPOSED DRAINAGE AREAK:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT MANE:PROJECT NO:LOCATION:D70% Impervious2 yr = 0.705 yr = 0.7010 yr = 0.70100 yr = 0.88100% Impervious2 yr = 1.005 yr = 1.0010 yr = 1.00100 yr = 1.00190% Impervious2 yr = 0.905 yr = 0.9010 yr = 0.90100 yr = 1.002% Impervious2 yr = 0.025 yr = 0.0210 yr = 0.02100 yr = 0.0320% Impervious2 yr = 0.205 yr = 0.2010 yr = 0.20100 yr = 0.25COMPOSITE C CALCULATIONNRCS Hydrologic Soil Group:Sun Communities - Fort Collins19002763Fort Collins, COMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionBASINAtotalMedium DensityAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionAtotalCOMPOSITE C PercentID(ft²)(ft²)(ft²)(ft²)(ft²)(ft²)(Ac)2 yr5 yr10 yr100 yrImpervious Pond 3864,227,680 608,533 577,869 744,497 1,260,925 #######97.050.450.450.450.6345.08%Pond 386A257,549 - 64,350 54,725 112,474 26,000 5.910.470.470.470.6247.00%Total4,485,229608,533642,219799,2221,373,3991,064,073102.970.450.450.450.6345.19%Total Contributing Drainage Area=102.97PROPOSED DRAINAGE AREA (CONTINUED)K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:1.9E+07LOCATION:Fort Collins, COFINALREMARKStcSLOPEtiLENGTH(%)(min)V(min)(ft)(min)(min)H1H10.36108.505004.7518.58...500.0012.7812.78Urbanized Tc TIME OF CONCENTRATION (Rational Method)tc CHECK(URBANIZED BASINS)INITIAL TIME(ti)SUB-BASIN DATATRAVEL TIME(tt)TRAVEL LENGTH (ft)ttSLOPE (%)LENGTH (ft)Tc RegBASIN IDC2 AREADESIGN POINTK:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:1.9E+07LOCATION:Fort Collins, COFINALREMARKStcSLOPEtiLENGTH(%)(min)V(min)(ft)(min)(min)TIME OF CONCENTRATION (Rational Method)tc CHECK(URBANIZED BASINS)INITIAL TIME(ti)SUB-BASIN DATATRAVEL TIME(tt)TRAVEL LENGTH (ft)ttSLOPE (%)LENGTH (ft)Tc RegBASIN IDC2 AREADESIGN POINTA1A10.353.732003.5013.195502.508.651.06550.0013.0613.06Urbanized TcA2A20.332.95502.008.078602.508.651.66860.0014.789.73 A3A30.514.09952.008.5114752.508.652.841475.0018.1911.35 A4A40.552.38402.005.147502.508.651.45750.0014.176.58 A5A50.612.49402.004.587252.007.731.56725.0014.036.15 A6A60.512.15402.005.585502.508.651.06550.0013.066.64 A7A70.512.78402.005.545402.508.651.04540.0013.006.58 A8A80.524.20402.005.4112152.508.652.341215.0016.757.76 A9 A9 0.43 1.84 200 2.00 14.01 275 2.00 7.73 0.59 275.00 11.53 11.53 Urbanized TcA10A100.344.481502.0013.896252.007.731.35625.0013.4713.47Urbanized TcA11A110.511.65402.005.546252.007.731.35625.0013.476.89 A12A120.671.461252.007.194502.508.650.87450.0012.508.06 A13A130.169.631252.0015.684602.007.730.99460.0012.5612.56Urbanized TcA14A140.503.90402.005.625852.007.731.26585.0013.256.89 A15A150.730.43402.003.443852.007.730.83385.0012.145.00MinimumA16A160.321.58602.009.01 60.0010.339.01 OS1OS10.545.181352.009.607751.506.701.93775.0014.3111.53 OS2OS20.626.261352.008.348751.506.702.18875.0014.8610.51 OS3OS30.623.791352.008.356501.506.701.62650.0013.619.97 OS4OS40.625.151352.008.357251.506.701.80725.0014.0310.15 OS5OS50.6412.102003.508.0710451.757.232.411045.0015.8110.48 OS6OS60.704.212001.259.835401.256.111.47540.0013.0011.30 OS7OS70.2016.535005.0022.137854.0010.941.20785.0014.3614.36Urbanized Tc K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:2E+07LOCATION:Fort Collins, COBASINDESIGNAREAtcIDPOINTAc2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yr(min)2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yrH1H1108.500.360.360.360.5638.7238.7238.7260.5012.782.082.743.447.0880.48105.92133.34428.51 RUNOFF COMPUTATIONS(RATIONAL METHOD)COMPOSITE C A*C INTENSITY (in/hr) Q (cfs)0K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:2E+07LOCATION:Fort Collins, COBASINDESIGNAREAtcIDPOINTAc2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yr(min)2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yrRUNOFF COMPUTATIONS(RATIONAL METHOD)COMPOSITE C A*C INTENSITY (in/hr) Q (cfs)0A1A13.730.350.350.350.471.291.291.291.7613.062.062.713.417.022.653.494.4012.32A2A22.950.330.330.330.470.980.980.981.399.732.333.063.867.932.293.013.7911.04A3A34.090.510.510.510.682.102.102.102.8011.352.192.883.627.454.596.047.6020.87A4A42.380.550.550.550.731.321.321.321.736.582.673.514.429.093.514.625.8115.74A5A52.490.610.610.610.801.531.531.531.996.152.723.594.519.284.165.486.9018.48A6A62.150.510.510.510.671.091.091.091.436.642.663.504.419.062.893.814.7912.95A7A72.780.510.510.510.661.421.421.421.856.582.673.514.429.093.794.996.2816.77A8A84.200.520.520.520.702.202.202.202.967.762.533.334.198.615.577.339.2325.48A9A91.840.430.430.430.570.800.800.801.0511.532.172.863.607.401.742.292.887.77A10 A10 4.48 0.34 0.34 0.34 0.47 1.52 1.52 1.52 2.10 13.47 2.032.67 3.36 6.92 3.08 4.05 5.10 14.53A11A111.650.510.510.510.650.850.850.851.086.892.633.464.368.962.222.923.689.70A12A121.460.670.670.670.850.980.980.981.258.062.493.284.138.502.443.214.0410.63A13A139.630.160.160.160.231.521.521.522.2112.562.092.763.477.143.184.185.2615.75A14A143.900.500.500.500.661.961.961.962.586.892.633.464.368.965.166.798.5423.10A15A150.430.730.730.730.940.320.320.320.405.002.893.804.789.840.911.201.513.96A16A161.580.320.320.320.450.500.500.500.709.012.403.153.978.171.201.581.995.75OS1OS15.180.540.540.540.732.822.822.823.7611.532.172.863.607.406.138.0710.1627.87OS2OS26.260.620.620.620.823.863.863.865.1510.512.262.973.747.698.7211.4814.4539.61OS3OS33.790.620.620.620.822.342.342.343.129.972.313.033.827.865.397.098.9324.51OS4OS45.150.620.620.620.823.183.183.184.2410.152.293.013.797.807.289.5812.0633.10OS5OS512.100.640.640.640.997.727.727.7211.9210.482.262.973.747.7017.4522.9728.9291.78OS6OS64.210.700.700.701.092.952.952.954.6111.302.192.883.637.476.468.5110.7134.42OS7OS716.530.200.200.200.313.313.313.315.1614.361.972.593.276.726.528.5810.8034.70 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet CapacityDesigner: JMP Date: 5/11/2021, 2:53 PM PROJECT NAME:Sun Communities - Fort Collins PROJECT NO:## LOCATION:Fort Collins, CO 2 year 5 year 10 year 100 year Time Intensity Time Intensity Time Intensity Time Intensity (min.)P1 (in/hr)(min.)P1 (in/hr)(min.)P1 (in/hr)(min.)P1 (in/hr) 60 0.85 60 1.12 60 1.41 60 2.90 ONE HOUR RAINFALL DEPTH TABLE K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity 10 of 12 Designer: AJD Date: 3/17/2021, 11:33 AM APPENDIX E – Hydraulic Computations Version 4.05 Released March 2017Worksheet ProtectedINLET NAMEDP-1DP-2DP-3DP-4DP-5URBANURBANURBANURBANURBANSTREETSTREETSTREETSTREETSTREETOn GradeOn GradeOn GradeOn GradeOn GradeCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningUSER-DEFINED INPUTUser-Defined Design Flows2.72.34.63.54.212.311.020.915.718.5No Bypass Flow ReceivedNo Bypass Flow ReceivedNo Bypass Flow ReceivedUser-DefinedUser-Defined0.00.00.00.00.40.00.00.06.021.7Watershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUT2.72.34.63.54.512.311.020.921.740.20.00.00.00.40.03.42.68.613.123.2Minor Storm (Calculated) Analysis of Flow TimeN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AMajor Storm (Calculated) Analysis of Flow TimeN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor 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 ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from Upstream Version 4.05 Released March 2017Worksheet ProtectedINLET NAMEUSER-DEFINED INPUTUser-Defined Design FlowsWatershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUTMinor Storm (Calculated) Analysis of Flow TimeMajor Storm (Calculated) Analysis of Flow TimeSite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor 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 ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from UpstreamDP-6DP-7DP-8DP-9DP-10URBANURBANURBANURBANURBANSTREETSTREETSTREETSTREETSTREETOn GradeOn GradeOn GradeIn SumpOn GradeCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb Opening2.93.85.61.73.113.016.825.57.814.5No Bypass Flow ReceivedNo Bypass Flow ReceivedUser-DefinedDP-8No Bypass Flow Received0.00.00.00.20.00.00.033.038.40.02.93.85.62.03.113.016.858.546.214.50.00.00.2N/A0.03.86.038.4N/A4.6N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A Version 4.05 Released March 2017Worksheet ProtectedINLET NAMEUSER-DEFINED INPUTUser-Defined Design FlowsWatershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUTMinor Storm (Calculated) Analysis of Flow TimeMajor Storm (Calculated) Analysis of Flow TimeSite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor 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 ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from UpstreamDP-11DP-14DP-15DP-17 (OS-2)SP-18 (OS 1 &3)URBANURBANURBANURBANURBANSTREETSTREETSTREETSTREETSTREETIn SumpIn SumpIn SumpOn GradeOn GradeCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb OpeningCDOT Type R Curb Opening2.25.20.98.711.49.723.14.039.641.5DP-10No Bypass Flow ReceivedNo Bypass Flow ReceivedNo Bypass Flow ReceivedDP-17 (OS-2)0.00.00.00.02.44.60.00.00.027.22.25.20.98.713.814.323.14.039.668.7N/AN/AN/A2.43.0N/AN/AN/A27.246.0N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A Version 4.05 Released March 2017Worksheet ProtectedINLET NAMEUSER-DEFINED INPUTUser-Defined Design FlowsWatershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUTMinor Storm (Calculated) Analysis of Flow TimeMajor Storm (Calculated) Analysis of Flow TimeSite Type (Urban or Rural)Calculated Local Peak Flow, QpOverland Flow Velocity, ViChannel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcCalculated Local Peak Flow, QpCRecommended TcTc selected by UserDesign Rainfall Intensity, IC5Minor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)CC5Overland Flow Velocity, ViRecommended TcTc selected by UserDesign Rainfall Intensity, IMinor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)Channel Flow Velocity, VtOverland Flow Time, TiChannel Travel Time, TtCalculated Time of Concentration, TcRegional TcChannel Slope (ft/ft)Channel Length (ft)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Design Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)Overland Length (ft)INLET MANAGEMENTInlet Application (Street or Area)Hydraulic ConditionMinor 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 ImperviousNRCS Soil TypeOverland Slope (ft/ft)Inlet TypeBypass (Carry-Over) Flow from UpstreamDP-19 (OS-4)User-DefinedURBANSTREETIn SumpCDOT Type R Curb Opening7.833.1SP-18 (OS 1 &3)3.046.010.879.1N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/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 5/13/2021, 12:52 PM 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 = 2.6 8.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.4 cfs Capture Percentage = Qa/Qo =C% = 100 72 % 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 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 = 2.3 8.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.6 cfs Capture Percentage = Qa/Qo =C% = 100 76 % 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 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 4.6 12.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 8.6 cfs Capture Percentage = Qa/Qo =C% = 99 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-3 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 =10.00 10.00 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 = 3.2 8.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.4 13.1 cfs Capture Percentage = Qa/Qo =C% = 90 40 % 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 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 17.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 23.2 cfs Capture Percentage = Qa/Qo =C% = 100 42 % 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 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 = 2.9 9.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.8 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-6 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 = 3.8 10.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 6.0 cfs Capture Percentage = Qa/Qo =C% = 100 64 % 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 5/13/2021, 12:52 PM 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' 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-8 UD-Inlet_v4.05, DP-8 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 5.3 20.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.2 38.4 cfs Capture Percentage = Qa/Qo =C% = 96 34 % 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 5/13/2021, 12:52 PM 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-9 UD-Inlet_v4.05, DP-9 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 2 2 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 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 =2.0 46.2 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 W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-9 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM 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 9.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 4.6 cfs Capture Percentage = Qa/Qo =C% = 100 68 % 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 5/13/2021, 12:52 PM 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-11 UD-Inlet_v4.05, DP-11 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 2 2 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 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 =2.2 14.3 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 W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-11 5/13/2021, 12:52 PM 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-14 UD-Inlet_v4.05, DP-14 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 2 2 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 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 =5.2 23.1 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 W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-14 5/13/2021, 12:52 PM 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 5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 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 4.0 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 W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-15 5/13/2021, 12:52 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.015 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 =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 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 =20.8 169.0 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-17 (OS-2) UD-Inlet_v4.05, DP-17 (OS-2)5/13/2021, 12:52 PM 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 =10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 6.3 12.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =2.4 27.2 cfs Capture Percentage = Qa/Qo =C% = 72 31 % 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-17 (OS-2)5/13/2021, 12:52 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.010 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 =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 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 =17.0 138.0 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) SP-18 (OS 1 &3) UD-Inlet_v4.05, SP-18 (OS 1 &3)5/13/2021, 12:52 PM 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 = 10.8 22.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =3.0 46.0 cfs Capture Percentage = Qa/Qo =C% = 78 33 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05, SP-18 (OS 1 &3)5/13/2021, 12:52 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Sun Communities - MH Project (The Foothills) DP-19 (OS-4) UD-Inlet_v4.05, DP-19 (OS-4)5/13/2021, 12:52 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 3 3 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 12.0 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 =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.83 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.79 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 =21.8 79.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =10.8 79.1 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 W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05, DP-19 (OS-4)5/13/2021, 12:52 PM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, May 20 2021 Rick Drive Outfall Channel User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 194.12 (Sta, El, n)-(Sta, El, n)... ( 0.00, 104.00)-(12.00, 100.00, 0.035)-(17.00, 100.00, 0.035)-(33.00, 104.00, 0.035) Highlighted Depth (ft) = 2.85 Q (cfs) = 194.12 Area (sqft) = 46.74 Velocity (ft/s) = 4.15 Wetted Perim (ft) = 28.50 Crit Depth, Yc (ft) = 2.18 Top Width (ft) = 27.80 EGL (ft) = 3.12 -5 0 5 10 15 20 25 30 35 40 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 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, May 20 2021 Pond Outfall Channel Trapezoidal Bottom Width (ft) = 8.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 5.00 Invert Elev (ft) = 100.00 Slope (%) = 2.60 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 474.70 Highlighted Depth (ft) = 2.66 Q (cfs) = 474.70 Area (sqft) = 49.58 Velocity (ft/s) = 9.57 Wetted Perim (ft) = 29.93 Crit Depth, Yc (ft) = 3.03 Top Width (ft) = 29.28 EGL (ft) = 4.09 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 5.00 106.00 6.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, May 20 2021 COLLEGE AVE SWALE Trapezoidal Bottom Width (ft) = 1.33 Side Slopes (z:1) = 0.75, 0.75 Total Depth (ft) = 1.33 Invert Elev (ft) = 100.00 Slope (%) = 2.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 12.10 Highlighted Depth (ft) = 0.67 Q (cfs) = 12.10 Area (sqft) = 1.23 Velocity (ft/s) = 9.86 Wetted Perim (ft) = 3.00 Crit Depth, Yc (ft) = 1.11 Top Width (ft) = 2.34 EGL (ft) = 2.18 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 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) = 192.08 Highlighted Depth (ft) = 2.84 Q (cfs) = 192.08 Area (sqft) = 46.46 Velocity (ft/s) = 4.13 Wetted Perim (ft) = 28.42 Crit Depth, Yc (ft) = 2.16 Top Width (ft) = 27.72 EGL (ft) = 3.11 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.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.Thursday, May 20 2021 SWALE 2 Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 5.00, 10.00 Total Depth (ft) = 5.10 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 108.50 Highlighted Depth (ft) = 1.85 Q (cfs) = 108.50 Area (sqft) = 34.92 Velocity (ft/s) = 3.11 Wetted Perim (ft) = 33.03 Crit Depth, Yc (ft) = 1.38 Top Width (ft) = 32.75 EGL (ft) = 2.00 0 10 20 30 40 50 60 70 80 90 100 110 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.Thursday, May 20 2021 SWALE 2 Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 5.00, 10.00 Total Depth (ft) = 5.10 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 25.87 Highlighted Depth (ft) = 0.98 Q (cfs) = 25.87 Area (sqft) = 12.10 Velocity (ft/s) = 2.14 Wetted Perim (ft) = 19.85 Crit Depth, Yc (ft) = 0.68 Top Width (ft) = 19.70 EGL (ft) = 1.05 0 10 20 30 40 50 60 70 80 90 100 110 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) Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, May 17 2021 DP 12 Curb Cut Rectangular Weir Crest = Sharp Bottom Length (ft) = 10.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 10.63 Highlighted Depth (ft) = 0.47 Q (cfs) = 10.63 Area (sqft) = 4.67 Velocity (ft/s) = 2.28 Top Width (ft) = 10.00 0 1 2 3 4 5 6 7 8 9 10 11 12 Depth (ft)Depth (ft)DP 12 Curb Cut -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. Worksheet for Trilby Ex Box Culvert Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient ft/ft0.007Channel Slope in36.0Normal Depth ft3.0Height ft8.00Bottom Width cfs243.22Discharge Results ft²24.0Flow Area ft22.0Wetted Perimeter in13.1Hydraulic Radius ft8.00Top Width in36.0Critical Depth %100.0Percent Full ft/ft0.007Critical Slope ft/s10.13Velocity ft1.60Velocity Head ft4.60Specific Energy 1.032Froude Number cfs243.22Discharge Full ft/ft0.007Slope Full CriticalFlow 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 in36.0Normal Depth in36.0Critical Depth ft/ft0.007Channel Slope ft/ft0.007Critical 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 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 PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) =97.05 100-YR Runoff Coefficient =0.64 Max Release Rate (Qout) =40.7 (min)0.61 (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 - 12,210 (12,210) (0.280) 10 7.720 62.11 287,703 24,420 263,283 6.044 15 6.520 62.11 364,473 36,630 327,843 7.526 20 5.600 62.11 417,393 48,840 368,553 8.461 25 4.980 62.11 463,977 61,050 402,927 9.250 30 4.520 62.11 505,343 73,260 432,083 9.919 35 4.050 62.11 528,263 85,470 442,793 10.165 40 3.740 62.11 557,517 97,680 459,837 10.556 45 3.460 62.11 580,250 109,890 470,360 10.798 50 3.230 62.11 601,865 122,100 479,765 11.014 55 3.030 62.11 621,058 134,310 486,748 11.174 60 2.860 62.11 639,505 146,520 492,985 11.317 65 2.710 62.11 656,462 158,730 497,732 11.426 70 2.590 62.11 675,654 170,940 504,714 11.587 75 2.480 62.11 693,170 183,150 510,020 11.708 80 2.380 62.11 709,567 195,360 514,207 11.805 85 2.290 62.11 725,406 207,570 517,836 11.888 90 2.210 62.11 741,245 219,780 521,465 11.971 95 2.130 62.11 754,102 231,990 522,112 11.986 100 2.060 62.11 767,704 244,200 523,504 12.018 105 2.000 62.11 782,611 256,410 526,201 12.080 110 1.940 62.11 795,282 268,620 526,662 12.090 115 1.880 62.11 805,717 280,830 524,887 12.050 120 1.840 62.11 822,860 293,040 529,820 12.163 Water Quality Capture Volume 64779.91 (ft3) Water Quality Capture Volume 1.49 ac-ft 100-YR Detention Volume 529,820 (ft3) Total Volume 529,820 (ft3) Total Volume 12.163 ac-ft MODIFIED FFA METHOD - DETENTION VOLUME Required Detention Volume 100-YR Required Detention Volume Time 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: 5/20/2021, 1:59 PM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO POND ELEV AREA VOLUME VOLUMEsum METHOD ID (ft2)(ft3)(ft3) 4972 0 0 0 4973 196632 65,544 65,544 4974 208932 202,751 268,295 4975 221399 215,135 483,430 4976 234334 227,836 711,266 4977 247735 241,003 952,270 4978 261603 254,638 1,206,907 VWQCV(ft3)=64779.91 ElevWQCV(ft)=4972.99 V100(ft3)=529819.78 Elev100(ft)=4975.20 VTOTAL(ft3)=1206907.18 ElevTOTAL(ft)=4978.00 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: 5/20/2021, 1:59 PM PROJECT NAME:PROJECT NO:LOCATION:97.05OULET AREA (FT2)=250DRAIN TIME (hrs)=40QUANTITY DETENTIONORIFICEOUTLET GRAVITATIONALEFFECTIVEFLOW RATEORIFICE PLATECOEFFICIENTAREACONSTANTHEAD(ASSUME CLOGGED)ID(FT2)(ft/sec2)(ft)(cfs)Pond 3860.6125032.200.004440.70.6125032.200.60474.0WATER QUALITYWQCVDEPTH OFRECTANGLAR HOLE ORIFICE PLATEWQCVHEIGHT (in)=2ID(acre-ft)(ft)WIDTH (in) =Pond 3861.490.993.2EXTENDED DETENTION OUTLET STRUCTURE DESIGNThe Foothills - Pond 38619002763Fort Collins, COAREA PER ROWOF ORICIES (4" CENTERS)(in2)6.38K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 3864 of 4Designer: AJD Date: 5/20/2021, 1:59 PM PROJECT NAME:PROJECT NO:LOCATION:CBCW2.7SPILLWAYDISCHARGELENGTH OF100-YRSPILLWAYHEAD ABOVESPILLWAY FLOWTOP OF PONDFREEBOARDIDWEIRWSELELEVATION WEIR CRESTDEPTH ELEV.ELEVATIONPROVIDED(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(ft)Pond 386474.701754975.204976.001.04977.004978.001.00The Foothills - Pond 38619002763Fort Collins, COSPILLWAY DESIGNK:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 3863 of 4Designer: AJD Date: 5/20/2021, 1:59 PM PROJECT NAME:The Foothills - Pond 386A PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) =5.91 100-YR Runoff Coefficient (C) =0.62 Max Release Rate (Qout) =32.8 (min)(in/hr)(acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 3.66 10,938 9,840 1,098 0.025 10 7.720 3.66 16,973 19,680 (2,707) (0.062) 15 6.520 3.66 21,502 29,520 (8,018) (0.184) 20 5.600 3.66 24,623 39,360 (14,737) (0.338) 25 4.980 3.66 27,372 49,200 (21,828) (0.501) 30 4.520 3.66 29,812 59,040 (29,228) (0.671) 35 4.050 3.66 31,164 68,880 (37,716) (0.866) 40 3.740 3.66 32,890 78,720 (45,830) (1.052) 45 3.460 3.66 34,231 88,560 (54,329) (1.247) 50 3.230 3.66 35,506 98,400 (62,894) (1.444) 55 3.030 3.66 36,638 108,240 (71,602) (1.644) 60 2.860 3.66 37,727 118,080 (80,353) (1.845) 65 2.710 3.66 38,727 127,920 (89,193) (2.048) 70 2.590 3.66 39,859 137,760 (97,901) (2.247) 75 2.480 3.66 40,892 147,600 (106,708) (2.450) 80 2.380 3.66 41,860 157,440 (115,580) (2.653) 85 2.290 3.66 42,794 167,280 (124,486) (2.858) 90 2.210 3.66 43,729 177,120 (133,391) (3.062) 95 2.130 3.66 44,487 186,960 (142,473) (3.271) 100 2.060 3.66 45,290 196,800 (151,510) (3.478) 105 2.000 3.66 46,169 206,640 (160,471) (3.684) 110 1.940 3.66 46,916 216,480 (169,564) (3.893) 115 1.880 3.66 47,532 226,320 (178,788) (4.104) 120 1.840 3.66 48,543 236,160 (187,617) (4.307) Water Quality Capture Volume 4,082 (ft3) Water Quality Capture Volume 0.09 ac-ft 100-YR Detention Volume (ft3) Total Volume (ft3) Total Volume 0.094 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: 5/21/2021, 7:24 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 0.00 0 0 4960 4892.00 1,631 1,631 4961 5263.00 5,076 6,707 4962 5634.00 5,447 12,154 4963 6006.00 5,819 17,973 VWQCV(ft3)=4082.13 ElevWQCV(ft)=4960.48 V100(ft3)=Elev100(ft)=N/A VTOTAL(ft3)=ElevTOTAL(ft)=N/A 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: 5/21/2021, 7:24 AM PROJECT NAME:PROJECT NO:LOCATION:CBCW=2.7SPILLWAYDISCHARGELENGTH OFWQCVSPILLWAYHEAD ABOVESPILLWAY FLOWTOP OF PONDFREEBOARDIDWEIRWSELELEVATIONWEIR CRESTDEPTH ELEV.ELEVATIONPROVIDED(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(ft)Pond A32.8050.004960.484960.480.394960.874963.002.13The Foothills - Pond 386A19002763Fort Collins, COSPILLWAY DESIGNK:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A3 of 4Designer: AJD Date: 5/21/2021, 7:24 AM PROJECT NAME:PROJECT NO:LOCATION:OULET PIPE DIA. (in)=18DRAIN TIME (hrs)=40QUANTITY DETENTIONDISCHARGEORIFICEGRAVITATIONALEFFECTIVECROSS-SECTORIFICE PLATECOEFFICIENTCONSTANTHEADAREAID(cfs)(ft/sec2)(ft)(ft2)Pond A0.000.6132.201.77WATER QUALITYWQCVDWQHOLE DIA.ORIFICE PLATEID(acre-ft)(ft)(in)Pond A0.091.480.7011/16Fort Collins, COAREA PER ROWOF ORICIES (4" CENTERS)(in2)0.39EXTENDED DETENTION OUTLET STRUCTURE DESIGNThe Foothills - Pond 386A19002763K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A4 of 4Designer: AJD Date: 5/21/2021, 7:24 AM Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff RunoffSubcatchment 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 0.15B110 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.67B300 3.67 0.00 0.00 1.33 0.18 2.19 2.37 0.08B310 3.67 0.00 0.00 0.78 1.62 1.26 2.87 1.58B320 3.67 0.00 0.00 0.88 1.44 1.34 2.78 0.85B330 3.67 0.00 0.00 0.87 1.44 1.35 2.79 3.00B340 3.67 0.00 0.00 0.95 1.26 1.45 2.71 2.30B350 3.67 0.00 0.00 0.79 1.62 1.24 2.86 1.70B360 3.67 0.00 0.00 1.37 0.18 2.14 2.32 0.15B370 3.67 0.00 0.00 1.54 0.18 1.96 2.14 1.76B380 3.67 0.00 0.00 1.33 0.18 2.18 2.36 0.31B390 3.67 0.00 0.00 1.44 0.18 2.07 2.25 0.63B400 3.67 0.00 0.00 1.22 0.72 1.73 2.45 1.50B410 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.63B420 3.67 0.00 0.00 1.21 0.72 1.74 2.46 0.39B430 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.48Selected Plan March 2021SWMM 5.1Page 1 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff RunoffSubcatchment 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 0.74B445 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.04B450 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.25B455 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.19B460 3.67 0.00 0.00 1.04 1.08 1.55 2.63 0.18B465 3.67 0.00 0.00 1.04 1.08 1.55 2.62 0.16B470 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.37B480 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.43B490 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.20B500 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.18B510 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.09B520 3.67 0.00 0.00 0.34 2.71 0.59 3.29 0.75B530 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.17B540 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.27B600 3.67 0.00 0.00 1.52 0.36 1.79 2.15 0.73B610 3.67 0.00 0.00 0.55 2.16 0.93 3.09 0.70B620 3.67 0.00 0.00 1.19 0.72 1.76 2.48 0.36Selected Plan March 2021SWMM 5.1Page 2 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff RunoffSubcatchment 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 0.65B640 3.67 0.00 0.00 0.13 3.24 0.24 3.47 0.65B650 3.67 0.00 0.00 0.96 1.62 1.07 2.69 0.70B660 3.67 0.00 0.00 0.79 1.62 1.24 2.85 0.14B670 3.67 0.00 0.00 0.81 1.62 1.23 2.84 0.06B680 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.16B690 3.67 0.00 0.00 0.62 2.16 0.86 3.01 1.64B700 3.67 0.00 0.00 1.48 0.65 1.54 2.18 2.54B710 3.67 0.00 0.00 0.72 1.80 1.12 2.92 0.99B720 3.67 0.00 0.00 0.96 1.62 1.07 2.69 1.93B730 3.67 0.00 0.00 0.78 1.62 1.25 2.87 0.33B740 3.67 0.00 0.00 0.54 2.16 0.94 3.10 0.15B750 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.42B760 3.67 0.00 0.00 1.12 0.72 1.84 2.56 0.08B770 3.67 0.00 0.00 0.72 1.80 1.13 2.93 0.38B780 3.67 0.00 0.00 0.86 1.44 1.36 2.80 0.23B790 3.67 0.00 0.00 1.24 0.72 1.71 2.43 0.97Selected Plan March 2021SWMM 5.1Page 3 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff RunoffSubcatchment 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 1.69B805 3.67 0.00 0.00 1.24 0.72 1.71 2.43 2.53B810 3.67 0.00 0.00 0.64 1.98 1.03 3.00 1.87B820 3.67 0.00 0.00 1.56 0.18 1.93 2.11 1.52B830 3.67 0.00 0.00 0.84 1.62 1.19 2.81 0.57B840 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.85B850 3.67 0.00 0.00 1.43 0.36 1.89 2.25 1.03B870 3.67 0.00 0.00 1.00 1.08 1.58 2.66 0.19B874 3.67 0.00 0.00 0.70 1.80 1.15 2.94 0.43B876 3.67 0.00 0.00 0.58 2.16 0.90 3.05 1.41B880 3.67 0.00 0.00 0.66 1.98 1.00 2.98 1.27B900 3.67 0.00 0.00 0.57 2.16 0.91 3.07 0.35B910 3.67 0.00 0.00 1.29 0.72 1.66 2.38 1.35B920 3.67 0.00 0.00 1.15 0.72 1.81 2.53 0.45B930 3.67 0.00 0.00 0.91 1.44 1.30 2.73 0.52B940 3.67 0.00 0.00 0.84 1.62 1.19 2.80 1.18B950 3.67 0.00 0.00 0.77 1.62 1.26 2.88 0.20Selected Plan March 2021SWMM 5.1Page 4 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff RunoffSubcatchment 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 0.67Selected Plan March 2021SWMM 5.1Page 5 Subcatchment Runoff Summary Peak Runoff RunoffSubcatchment CFS CoeffB100 13.68 0.776B110 63.70 0.777B300 8.48 0.645B310 161.71 0.783B320 79.37 0.757B330 286.45 0.759B340 213.32 0.739B350 166.45 0.779B360 13.18 0.631B370 92.54 0.584B380 34.01 0.644B390 43.91 0.612B400 113.60 0.668B410 60.07 0.777B420 30.04 0.670B430 45.04 0.775Selected Plan March 2021SWMM 5.1Page 6 Peak Runoff RunoffSubcatchment CFS CoeffB440 69.11 0.775B445 3.74 0.775B450 24.75 0.781B455 18.96 0.781B460 15.78 0.715B465 14.23 0.715B470 39.02 0.946B480 45.00 0.946B490 21.15 0.946B500 19.12 0.946B510 9.17 0.946B520 81.54 0.898B530 19.04 0.895B540 29.78 0.895B600 36.56 0.585B610 76.59 0.841B620 29.29 0.676Selected Plan March 2021SWMM 5.1Page 7 Peak Runoff RunoffSubcatchment CFS CoeffB630 59.52 0.755B640 67.96 0.946B650 50.54 0.732B660 13.03 0.778B670 5.90 0.775B680 14.39 0.774B690 141.91 0.821B700 133.32 0.595B710 95.72 0.796B720 139.72 0.732B730 32.67 0.781B740 16.58 0.844B750 41.52 0.780B760 9.16 0.699B770 37.03 0.798B780 22.58 0.763B790 70.10 0.663Selected Plan March 2021SWMM 5.1Page 8 Peak Runoff RunoffSubcatchment CFS CoeffB800 121.07 0.661B805 180.86 0.661B810 190.25 0.818B820 75.38 0.576B830 48.41 0.765B840 78.81 0.774B850 62.87 0.613B870 18.87 0.725B874 44.94 0.802B876 136.36 0.832B880 119.53 0.812B900 35.38 0.836B910 88.29 0.648B920 43.01 0.689B930 44.00 0.745B940 100.14 0.764B950 21.10 0.786Selected Plan March 2021SWMM 5.1Page 9 Peak Runoff RunoffSubcatchment CFS CoeffB970 67.49 0.781Selected Plan March 2021SWMM 5.1Page 10 Node Depth Summary Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetJ100 JUNCTION 0.08 0.76 4958.97 0 00:42 0.76J300 JUNCTION 1.35 3.84 4888.36 0 01:10 3.84J310 JUNCTION 1.59 4.50 4896.65 0 01:10 4.50J316 JUNCTION 0.97 3.79 4896.76 0 01:09 3.79J320 JUNCTION 2.71 6.66 4902.52 0 01:07 6.66J330 JUNCTION 1.25 3.68 4907.23 0 01:06 3.68J340 JUNCTION 0.16 1.22 4910.95 0 00:42 1.22J346 JUNCTION 0.13 1.21 4920.48 0 00:40 1.20J350 JUNCTION 0.07 0.66 4921.68 0 00:40 0.65J360 JUNCTION 0.56 1.66 4925.00 0 00:56 1.66J361 JUNCTION 0.25 1.10 4982.37 0 01:06 1.10J362 JUNCTION 0.97 6.45 5003.32 0 01:06 6.45J364 JUNCTION 0.00 0.00 5007.00 0 00:00 0.00J373 JUNCTION 0.19 0.28 4994.47 0 02:47 0.28J374 JUNCTION 3.88 7.53 5003.84 0 02:08 7.53J380 JUNCTION 0.53 1.61 4932.50 0 00:47 1.61Selected Plan March 2021SWMM 5.1Page 1 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetJ386 JUNCTION 0.44 0.70 4974.70 0 02:09 0.70J390 JUNCTION 0.28 1.03 4933.34 0 00:49 1.03J400 JUNCTION 0.28 0.99 4937.02 0 00:48 0.99J410 JUNCTION 0.35 5.19 4947.44 0 00:40 5.19J414 JUNCTION 0.43 1.95 4940.64 0 00:47 1.95J444 JUNCTION 0.14 1.02 4962.16 0 00:44 1.02J448 JUNCTION 0.03 0.51 4967.73 0 00:40 0.51J450 JUNCTION 0.24 3.21 4970.54 0 00:40 3.21J451 JUNCTION 0.20 1.53 4968.33 0 00:43 1.52J452 JUNCTION 0.12 1.55 4969.75 0 00:43 1.54J452-TypeR JUNCTION 0.03 0.33 4976.80 0 00:40 0.33J456 JUNCTION 0.50 5.15 4974.75 0 00:43 5.13J456-TypeR JUNCTION 0.18 4.07 4976.96 0 00:40 4.07J457 JUNCTION 0.21 1.52 4979.02 0 00:43 1.52J458 JUNCTION 0.16 1.33 4979.24 0 00:42 1.33J462 JUNCTION 0.25 2.16 4980.20 0 00:41 2.16J464 JUNCTION 0.21 2.64 4981.14 0 00:40 2.60Selected Plan March 2021SWMM 5.1Page 2 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetJ470 JUNCTION 0.10 1.60 5000.11 0 00:40 1.59J482 JUNCTION 1.08 9.17 5007.92 0 00:41 9.17J500 JUNCTION 0.08 1.13 4991.33 0 00:40 1.13J508 JUNCTION 0.04 0.31 4984.55 0 00:42 0.31J510 JUNCTION 0.03 0.24 4991.80 0 00:40 0.24J516 JUNCTION 0.00 0.00 5003.42 0 00:00 0.00J525 JUNCTION 1.13 6.44 5009.60 0 00:40 6.44J540 JUNCTION 0.04 0.45 5019.88 0 00:40 0.45J600 JUNCTION 0.39 1.03 4936.34 0 00:42 1.03J620 JUNCTION 0.03 0.22 4961.57 0 00:43 0.22J626 JUNCTION 0.97 2.38 4941.33 0 00:42 2.38J630 JUNCTION 0.08 0.86 4946.77 0 00:40 0.86J640 JUNCTION 0.82 1.83 4945.15 0 00:41 1.83J650 JUNCTION 0.73 1.30 4961.30 0 00:43 1.30J651 JUNCTION 0.00 0.00 4976.23 0 00:00 0.00J652 JUNCTION 0.61 1.50 4971.50 0 00:21 1.48J676 JUNCTION 2.28 5.00 4978.00 0 01:13 5.00Selected Plan March 2021SWMM 5.1Page 3 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetJ710 JUNCTION 0.26 1.15 4984.43 0 00:49 1.15J730 JUNCTION 0.08 0.49 4990.49 0 00:44 0.49J736 JUNCTION 0.29 2.25 4992.52 0 00:42 2.25J740 JUNCTION 0.46 4.71 4996.17 0 00:42 4.71J760 JUNCTION 0.02 0.20 5022.68 0 00:41 0.20J770 JUNCTION 0.35 9.50 5021.18 0 00:42 9.49J782 JUNCTION 0.17 4.17 5022.87 0 00:40 4.11J790 JUNCTION 1.33 11.62 5040.30 0 00:40 11.61J804 JUNCTION 0.25 1.33 4943.04 0 00:47 1.33J805 JUNCTION 0.09 0.85 4949.12 0 00:42 0.85J810 JUNCTION 0.54 1.48 4965.09 0 00:42 1.48J828 JUNCTION 0.09 0.57 5062.23 0 00:44 0.57J830 JUNCTION 0.09 0.93 5063.55 0 00:40 0.93J840 JUNCTION 0.22 1.92 5064.83 0 00:42 1.92J870 JUNCTION 0.12 0.51 5043.01 0 00:45 0.51J872 JUNCTION 0.07 0.24 5045.91 0 00:53 0.24J873 JUNCTION 0.91 3.66 5049.66 0 00:53 3.66Selected Plan March 2021SWMM 5.1Page 4 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetJ875 JUNCTION 0.10 0.53 5050.89 0 00:44 0.53J880 JUNCTION 0.31 1.07 4972.59 0 00:42 1.07J884 JUNCTION 0.44 1.18 4970.11 0 01:01 1.18J886 JUNCTION 0.31 0.69 4988.00 0 00:42 0.69J900 JUNCTION 0.33 0.75 5013.78 0 00:40 0.74J908 JUNCTION 0.52 0.80 5025.09 0 00:55 0.80J909 JUNCTION 0.10 0.86 5027.36 0 00:55 0.86J910 JUNCTION 1.83 3.19 5027.63 0 00:56 3.19J918 JUNCTION 3.35 6.36 5040.05 0 00:22 5.83J920 JUNCTION 2.59 4.65 5041.84 0 00:40 4.64J925 JUNCTION 0.07 0.53 5035.53 0 00:42 0.53J931 JUNCTION 0.11 0.26 5049.59 0 02:20 0.26J932 JUNCTION 2.90 6.16 5068.87 0 02:16 6.16J963 JUNCTION 0.00 0.00 5087.95 0 00:00 0.00J969 JUNCTION 0.00 0.00 5090.64 0 00:00 0.00SP-C-01MH JUNCTION 0.64 7.41 4958.03 0 00:46 7.37SP-C-02MH JUNCTION 0.34 3.23 4961.54 0 00:46 3.22Selected Plan March 2021SWMM 5.1Page 5 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetSP-C-03MH JUNCTION 0.34 2.42 4972.42 0 00:46 2.42SP-C-04MH JUNCTION 0.43 2.53 4982.48 0 00:45 2.53SP-C-05MH JUNCTION 0.37 2.80 4988.92 0 00:45 2.79SP-C-07MH JUNCTION 0.38 11.12 5001.44 0 00:42 11.12SP-C-06MH JUNCTION 0.37 2.82 4991.91 0 00:45 2.81SP-C-01FES JUNCTION 0.27 1.96 4951.96 0 00:46 1.96SP-C-07aMH JUNCTION 0.38 2.75 4996.39 0 00:45 2.75O299 OUTFALL 1.34 3.84 4887.84 0 01:10 3.84O099 OUTFALL 0.08 0.76 4948.64 0 00:42 0.76P324 STORAGE 0.89 5.06 4944.25 0 00:58 5.06P343 STORAGE 0.76 5.42 4989.02 0 00:44 5.42P363 STORAGE 1.04 6.42 5005.39 0 01:06 6.42P366 STORAGE 1.66 2.60 5027.79 0 00:54 2.60P367 STORAGE 1.24 2.52 5029.38 0 01:09 2.52P375 STORAGE 3.60 7.24 5003.86 0 02:08 7.24P382 STORAGE 2.12 4.80 4979.56 0 02:08 4.80P383 STORAGE 2.16 5.59 4979.19 0 01:27 5.59Selected Plan March 2021SWMM 5.1Page 6 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum DepthNode Type Feet Feet Feet Depth Depth FeetP384 STORAGE 1.59 5.37 4979.56 0 02:08 5.37P385 STORAGE 2.04 2.65 4961.30 0 00:43 2.65P386 STORAGE 2.27 4.27 4979.56 0 02:08 4.27P400 STORAGE 2.49 3.06 4951.88 0 00:40 3.06P874 STORAGE 0.92 3.51 5049.68 0 00:53 3.51P876 STORAGE 0.72 2.78 5054.08 0 00:44 2.78P930 STORAGE 0.79 2.47 5057.58 0 01:34 2.47P940 STORAGE 3.20 8.25 5075.25 0 02:08 8.24P950 STORAGE 1.15 4.47 5085.66 0 01:59 4.47P970 STORAGE 0.89 4.33 5093.02 0 01:12 4.33P386A STORAGE 1.03 1.80 4962.80 0 00:40 1.80Selected Plan March 2021SWMM 5.1Page 7 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum MaximumUnit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume VolumeP324 19.677 5 0 0 168.863 42 0 00:58P343 3.722 7 0 0 37.945 68 0 00:44P363 8.526 2 0 0 108.170 24 0 01:06P366 67.557 40 0 0 127.594 75 0 00:54P367 1.236 31 0 0 2.524 63 0 01:09P375 36.031 14 0 0 102.697 40 0 02:08P382 56.317 22 0 0 166.948 65 0 02:08P383 3.677 27 0 0 13.609 100 0 01:27P384 5.871 22 0 0 25.376 94 0 02:08P385 3.986 23 0 0 6.219 35 0 00:43P386 212.416 27 0 0 597.691 76 0 02:08P400 2.494 62 0 0 3.064 77 0 00:40P874 7.260 19 0 0 31.708 83 0 00:53P876 12.010 17 0 0 63.872 88 0 00:44P930 10.133 13 0 0 42.837 54 0 01:34P940 39.291 23 0 0 118.746 70 0 02:08Selected Plan March 2021SWMM 5.1Page 1 Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum MaximumUnit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume VolumeP950 3.773 12 0 0 16.869 52 0 01:59P970 8.563 10 0 0 48.172 59 0 01:12P386A 2.625 21 0 0 5.652 46 0 00:40Selected Plan March 2021SWMM 5.1Page 2 Storage Volume Summary Maximum Storage OutflowUnit CFSP324 100.98P343 41.93P363 137.03P366 96.92P367 8.95P375 5.73P382 52.54P383 11.19P384 18.19P385 11.41P386 97.81P400 179.97P874 11.04P876 82.83P930 4.99P940 15.83Selected Plan March 2021SWMM 5.1Page 3 Maximum Storage OutflowUnit CFSP950 10.69P970 8.50P386A 47.73Selected Plan March 2021SWMM 5.1Page 4 Outfall Loading Summary Flow Avg. Max. Total Freq. Flow Flow VolumeOutfall Node Pcnt. CFS CFS 10^6 galO299 97.96 163.53 1070.21 49.667O099 85.65 3.38 64.63 0.815Selected Plan March 2021SWMM 5.1Page 1 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthJ452_P CONDUIT 92.89 0 00:43 8.64 0.23 0.51L100_SF CHANNEL 64.63 0 00:42 5.34 0.00 0.09L300_SF CHANNEL 1070.21 0 01:10 13.05 0.25 0.54L310_SF CHANNEL 1069.25 0 01:10 11.51 0.35 0.59L316_SF CHANNEL 1071.49 0 01:08 10.12 0.36 0.95L320_SF CHANNEL 1067.43 0 01:07 15.09 0.22 0.51L324_P1 CONDUIT 47.47 0 00:57 10.63 1.44 0.89L324_P2 CONDUIT 53.52 0 00:58 8.02 1.00 0.90L324_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50L326_SF CHANNEL 1047.92 0 01:06 4.20 0.25 0.78L340_SF CHANNEL 333.62 0 00:42 3.89 0.18 0.50L346_SF CHANNEL 372.66 0 00:40 8.79 0.43 0.75L350_SF CHANNEL 163.85 0 00:40 8.01 0.12 0.46L360_SF CHANNEL 1061.98 0 00:56 >50.00 0.02 0.22L361_SF CHANNEL 137.02 0 01:06 20.12 0.01 0.17L362_P CONDUIT 137.03 0 01:06 16.22 0.49 0.64Selected Plan March 2021SWMM 5.1Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL363_P CONDUIT 137.03 0 01:06 10.90 0.69 1.00L363_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L363_SF3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00L366_P CONDUIT 8.17 0 00:52 5.08 0.34 0.90L366_SF CONDUIT 84.90 0 00:55 7.39 0.75 0.86L366_SF2 CHANNEL 3.82 0 00:55 0.63 0.00 0.21L366_SF3 CHANNEL 88.80 0 00:54 2.63 0.69 0.56L367_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L373_SF CHANNEL 5.00 0 01:07 3.42 0.00 0.12L374_P CONDUIT 5.00 0 00:28 8.35 0.08 0.56L375_P CONDUIT 5.73 0 00:33 3.79 0.28 1.00L380_SF CHANNEL 1032.78 0 00:51 49.05 0.01 0.10L382_P CONDUIT 10.23 0 04:58 5.79 1.04 1.00L383_P CONDUIT 11.19 0 01:39 6.33 0.97 1.00L386_P CONDUIT 35.42 0 02:08 10.66 0.54 0.64L390_SF CHANNEL 476.04 0 00:49 >50.00 0.03 0.24L400_SF CHANNEL 299.96 0 00:48 37.25 0.01 0.17Selected Plan March 2021SWMM 5.1Page 2 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL401_SF CHANNEL 179.97 0 00:40 4.12 0.18 0.59L410_P CONDUIT 31.17 0 00:47 12.63 0.91 0.75L410_SF CONDUIT 28.58 0 00:40 5.13 0.03 0.19L414_SF CHANNEL 274.07 0 00:47 5.35 0.05 0.32L444_SF CHANNEL 107.34 0 00:45 4.97 0.01 0.13L448_SF CONDUIT 23.86 0 00:40 6.31 0.06 0.25L450_P CONDUIT 16.48 0 00:40 7.93 1.71 0.63L450_SF CHANNEL 7.42 0 00:40 1.25 0.02 0.18L451_SF CHANNEL 92.94 0 00:43 8.49 0.03 0.25L453_P CONDUIT 3.73 0 00:40 8.16 0.23 0.66L456_P CONDUIT 90.19 0 00:43 12.15 0.51 0.72L456_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L456-TypeR-SF CONDUIT 9.21 0 00:40 1.63 0.01 0.54L457_P CONDUIT 5.00 0 00:33 8.21 0.34 1.00L457_SF CONDUIT 67.26 0 00:43 3.30 0.09 0.31L458_SF CONDUIT 70.35 0 00:41 3.00 0.09 0.36L460_SF CONDUIT 70.52 0 00:41 14.77 0.70 0.50Selected Plan March 2021SWMM 5.1Page 3 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL464_SF CONDUIT 40.20 0 00:40 7.26 0.62 0.78L470_P CONDUIT 38.25 0 00:40 15.68 0.76 0.73L482_P CONDUIT 2.00 0 00:31 1.16 0.05 1.00L482_SF CHANNEL 41.69 0 00:41 5.87 0.01 0.21L500_SF CONDUIT 18.90 0 00:40 3.49 0.05 0.25L508_SF CHANNEL 21.42 0 00:42 4.24 0.00 0.10L510_SF CHANNEL 8.49 0 00:40 3.81 0.03 0.36L516_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L516_SF2 CHANNEL 0.00 0 00:00 0.00 0.00 0.07L525_P CONDUIT 2.00 0 00:15 7.26 0.04 0.57L525_SF CHANNEL 44.33 0 00:40 5.29 0.00 0.15L540_SF CHANNEL 28.47 0 00:40 4.61 0.00 0.13L600_SF CHANNEL 328.15 0 00:44 45.29 0.02 0.23L620_SF CHANNEL 23.46 0 00:43 >50.00 0.00 0.04L626_SF CHANNEL 189.84 0 00:42 8.38 0.03 0.19L630_SF CHANNEL 56.81 0 00:40 3.82 0.01 0.15L640_SF CHANNEL 136.44 0 00:41 4.78 0.05 0.33Selected Plan March 2021SWMM 5.1Page 4 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL648_SF CHANNEL 84.01 0 00:43 4.73 0.03 0.28L651_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.17L670_P CONDUIT 16.66 0 02:05 11.23 0.53 0.56L670_SF CONDUIT 35.42 0 02:09 3.44 0.03 0.23L676_P CONDUIT 12.43 0 02:38 7.64 1.41 0.87L710_SF CHANNEL 206.50 0 00:49 2.06 0.03 0.19L730_SF CHANNEL 125.93 0 00:44 0.98 0.04 0.34L736_SF CHANNEL 110.94 0 00:42 10.51 0.57 0.45L740_P CONDUIT 32.65 0 00:32 10.37 1.16 1.00L740_SF CHANNEL 72.21 0 00:42 4.28 0.09 0.35L760_SF CHANNEL 7.87 0 00:41 5.31 0.01 0.19L770_P CONDUIT 46.25 0 00:42 14.72 1.07 1.00L770_SF CHANNEL 11.00 0 00:42 1.42 0.00 0.17L780_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.08L782_P CONDUIT 14.31 0 00:49 9.40 0.41 1.00L790_P CONDUIT 10.00 0 00:29 10.56 0.08 1.00L790_SF CHANNEL 58.89 0 00:40 5.29 0.92 0.91Selected Plan March 2021SWMM 5.1Page 5 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL804_SF CONDUIT 467.28 0 00:47 4.95 0.22 0.49L805_SF CHANNEL 164.10 0 00:42 2.11 0.01 0.14L810_SF CHANNEL 253.26 0 00:44 5.03 0.05 0.32L828_SF CHANNEL 91.89 0 00:44 4.05 0.03 0.27L830_SF CHANNEL 48.44 0 00:40 10.75 0.13 0.33L840_SF CHANNEL 60.95 0 00:43 2.16 0.05 0.25L870_SF CHANNEL 97.21 0 00:46 9.46 0.03 0.22L873_P CONDUIT 6.05 0 00:53 7.97 1.12 0.59L873_SF CHANNEL 11.03 0 00:53 3.62 0.00 0.12L875_SF CHANNEL 82.94 0 00:44 6.57 0.03 0.19L876_P CONDUIT 11.47 0 00:44 9.02 0.77 0.68L880_SF CHANNEL 103.69 0 00:42 4.07 0.04 0.38L884_SF CHANNEL 161.02 0 01:01 3.38 0.20 0.59L886_SF CHANNEL 39.89 0 00:42 3.29 0.01 0.22L900_SF CHANNEL 43.03 0 00:40 6.22 0.00 0.08L908_SF CHANNEL 19.90 0 00:55 12.72 0.04 0.17L910_P CONDUIT 16.19 0 00:56 6.92 2.47 0.70Selected Plan March 2021SWMM 5.1Page 6 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL914_P CONDUIT 8.95 0 01:21 5.42 0.82 1.00L918_P CONDUIT 8.96 0 00:40 7.39 1.84 0.96L920_P CONDUIT 8.96 0 00:40 7.30 0.73 1.00L920_SF CHANNEL 42.54 0 00:40 6.29 0.01 0.09L925_SF CHANNEL 92.24 0 00:42 6.89 0.02 0.11L930_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.07L931_SF CHANNEL 8.31 0 02:20 1.97 0.04 0.37L932_P CONDUIT 10.13 0 02:21 8.25 1.00 1.00L932_SF CHANNEL 3.54 0 02:16 3.23 0.00 0.08L940_P CONDUIT 15.83 0 00:54 12.90 1.28 1.00L940_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50L950_P CONDUIT 10.69 0 00:33 8.84 0.97 1.00L950_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L963_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.04L969_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00L970_P CONDUIT 8.50 0 00:33 7.23 0.99 1.00L970_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00Selected Plan March 2021SWMM 5.1Page 7 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthSP-C-08storm CONDUIT 96.01 0 00:42 13.65 2.14 0.98SP-C-07storm CONDUIT 190.42 0 00:45 18.36 0.68 0.62SP-C-06storm CONDUIT 190.53 0 00:45 19.58 0.69 0.59SP-C-05storm CONDUIT 190.69 0 00:45 21.88 0.56 0.54SP-C-04storm CONDUIT 190.58 0 00:46 20.55 0.56 0.61SP-C-03storm CONDUIT 190.28 0 00:46 13.14 0.56 0.86SP-C-02storm CONDUIT 190.28 0 00:46 15.57 0.97 0.72SP-C-01Swale CONDUIT 190.05 0 00:46 7.59 0.12 0.39SP-C-08Astorm CONDUIT 97.37 0 00:46 12.99 0.68 0.79L874_P ORIFICE 2.63 0 02:43 1.00L874_P2 ORIFICE 5.62 0 00:53 0.33P343-Orfice ORIFICE 14.02 0 00:44 1.00P930-OrficeRow1 ORIFICE 2.80 0 01:34 1.00P930-OrficeRow2 ORIFICE 2.19 0 01:34 1.00L384_P ORIFICE 4.24 0 02:08 1.00L382_SF WEIR 45.59 0 00:51 1.00L383_SF1 WEIR 14.15 0 01:15 1.00Selected Plan March 2021SWMM 5.1Page 8 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full FullLink Type CFS Flow Flow ft/sec Flow DepthL383_SF2 WEIR 11.15 0 02:08 1.00L384_SF WEIR 56.88 0 01:13 0.77L874_P3 WEIR 4.98 0 00:53 0.11L876_SF WEIR 71.35 0 00:44 0.39P343-TypeDInlet WEIR 27.91 0 00:44 0.44P343-Weir WEIR 0.00 0 00:00 0.00L386A-Weir WEIR 47.73 0 00:40 0.80L385_P DUMMY 11.41 0 00:43Selected Plan March 2021SWMM 5.1Page 9 Flow Classification Summary Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalJ452_P 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00L100_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00L300_SF 1.42 0.01 0.00 0.00 0.02 0.97 0.00 0.00L310_SF 1.00 0.01 0.01 0.00 0.61 0.38 0.00 0.00L316_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L320_SF 1.00 0.01 0.00 0.00 0.03 0.97 0.00 0.00L324_P1 1.00 0.01 0.00 0.00 0.87 0.13 0.00 0.00L324_P2 1.00 0.74 0.00 0.00 0.00 0.00 0.00 0.26L324_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00L326_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L340_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L346_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00L350_SF 1.00 0.01 0.00 0.00 0.91 0.09 0.00 0.00L360_SF 1.00 0.01 0.01 0.00 0.99 0.00 0.00 0.00L361_SF 1.00 0.02 0.00 0.00 0.80 0.19 0.00 0.00L362_P 1.00 0.02 0.00 0.00 0.74 0.24 0.00 0.00Selected Plan March 2021SWMM 5.1Page 1 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL363_P 1.00 0.02 0.00 0.00 0.98 0.01 0.00 0.00L363_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L363_SF3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L366_P 1.00 0.03 0.03 0.00 0.58 0.01 0.00 0.35L366_SF 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94L366_SF2 1.00 0.02 0.95 0.00 0.03 0.00 0.00 0.00L366_SF3 1.00 0.55 0.00 0.00 0.00 0.00 0.44 0.00L367_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L373_SF 1.00 0.01 0.01 0.00 0.51 0.47 0.00 0.00L374_P 1.00 0.01 0.17 0.00 0.77 0.05 0.00 0.00L375_P 1.00 0.01 0.00 0.00 0.79 0.00 0.00 0.21L380_SF 1.00 0.01 0.00 0.00 0.84 0.15 0.00 0.00L382_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00L383_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00L386_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00L390_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L400_SF 1.00 0.01 0.00 0.00 0.76 0.23 0.00 0.00Selected Plan March 2021SWMM 5.1Page 2 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL401_SF 1.00 0.02 0.00 0.00 0.96 0.01 0.00 0.00L410_P 1.00 0.01 0.00 0.00 0.92 0.08 0.00 0.00L410_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02L414_SF 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00L444_SF 1.00 0.01 0.00 0.00 0.04 0.00 0.00 0.95L448_SF 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.80L450_P 1.00 0.01 0.00 0.00 0.79 0.20 0.00 0.00L450_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02L451_SF 1.00 0.01 0.00 0.00 0.75 0.24 0.00 0.00L453_P 1.00 0.01 0.00 0.00 0.93 0.06 0.00 0.00L456_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00L456_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L456-TypeR-SF 2.42 0.01 0.96 0.00 0.03 0.00 0.00 0.00L457_P 1.00 0.01 0.10 0.00 0.84 0.05 0.00 0.00L457_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L458_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L460_SF 1.62 0.01 0.00 0.00 0.53 0.47 0.00 0.00Selected Plan March 2021SWMM 5.1Page 3 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL464_SF 1.00 0.01 0.00 0.00 0.18 0.04 0.00 0.77L470_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L482_P 1.00 0.02 0.02 0.00 0.19 0.00 0.00 0.77L482_SF 1.00 0.91 0.00 0.00 0.01 0.00 0.00 0.08L500_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L508_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L510_SF 1.00 0.01 0.00 0.00 0.35 0.64 0.00 0.00L516_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L516_SF2 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00L525_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L525_SF 1.00 0.85 0.00 0.00 0.00 0.01 0.00 0.14L540_SF 1.00 0.01 0.00 0.00 0.00 0.10 0.00 0.89L600_SF 1.00 0.01 0.00 0.00 0.96 0.03 0.00 0.00L620_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L626_SF 1.00 0.01 0.01 0.00 0.24 0.74 0.00 0.00L630_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L640_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00Selected Plan March 2021SWMM 5.1Page 4 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL648_SF 1.00 0.01 0.01 0.00 0.74 0.25 0.00 0.00L651_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00L670_P 1.00 0.01 0.00 0.00 0.37 0.62 0.00 0.00L670_SF 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00L676_P 1.00 0.01 0.00 0.00 0.31 0.68 0.00 0.00L710_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L730_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L736_SF 1.00 0.01 0.00 0.00 0.82 0.17 0.00 0.00L740_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00L740_SF 1.00 0.95 0.00 0.00 0.00 0.00 0.00 0.05L760_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L770_P 1.00 0.01 0.00 0.00 0.08 0.91 0.00 0.00L770_SF 1.00 0.95 0.04 0.00 0.01 0.00 0.00 0.00L780_SF 1.00 0.99 0.01 0.00 0.00 0.00 0.00 0.00L782_P 1.00 0.01 0.00 0.00 0.03 0.03 0.00 0.93L790_P 1.00 0.01 0.10 0.00 0.74 0.16 0.00 0.00L790_SF 1.00 0.04 0.85 0.00 0.01 0.09 0.00 0.00Selected Plan March 2021SWMM 5.1Page 5 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL804_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00L805_SF 1.00 0.01 0.02 0.00 0.98 0.00 0.00 0.00L810_SF 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00L828_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L830_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00L840_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00L870_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L873_P 1.00 0.01 0.00 0.00 0.11 0.88 0.00 0.00L873_SF 1.00 0.01 0.01 0.00 0.25 0.73 0.00 0.00L875_SF 1.00 0.01 0.01 0.00 0.60 0.39 0.00 0.00L876_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00L880_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00L884_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00L886_SF 1.00 0.02 0.00 0.00 0.96 0.02 0.00 0.00L900_SF 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00L908_SF 1.00 0.01 0.01 0.00 0.01 0.97 0.00 0.00L910_P 1.00 0.02 0.00 0.00 0.63 0.35 0.00 0.00Selected Plan March 2021SWMM 5.1Page 6 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalL914_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00L918_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L920_P 1.00 0.01 0.00 0.00 0.85 0.14 0.00 0.00L920_SF 1.00 0.04 0.39 0.00 0.02 0.55 0.00 0.00L925_SF 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96L930_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00L931_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99L932_P 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00L932_SF 1.00 0.01 0.72 0.00 0.06 0.20 0.00 0.00L940_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00L940_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00L950_P 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00L950_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L963_SF 1.00 0.73 0.27 0.00 0.00 0.00 0.00 0.00L969_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00L970_P 1.00 0.01 0.00 0.00 0.87 0.12 0.00 0.00L970_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00Selected Plan March 2021SWMM 5.1Page 7 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm DnstrmConduit Length Dry Dry Dry Critical Critical Critical CriticalSP-C-08storm 1.00 0.01 0.00 0.00 0.57 0.00 0.00 0.42SP-C-07storm 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00SP-C-06storm 1.00 0.01 0.00 0.00 0.43 0.56 0.00 0.00SP-C-05storm 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00SP-C-04storm 1.00 0.02 0.00 0.00 0.00 0.01 0.00 0.97SP-C-03storm 1.00 0.02 0.00 0.00 0.00 0.44 0.00 0.54SP-C-02storm 1.00 0.02 0.00 0.00 0.01 0.98 0.00 0.00SP-C-01Swale 1.00 0.01 0.01 0.00 0.95 0.03 0.00 0.00SP-C-08Astorm 1.00 0.01 0.01 0.00 0.04 0.95 0.00 0.00Selected Plan March 2021SWMM 5.1Page 8 Flow Classification Summary Normal Flow InletConduit Limited ControlJ452_P 0.79 0.00L100_SF 0.08 0.00L300_SF 0.77 0.00L310_SF 0.01 0.00L316_SF 0.40 0.00L320_SF 0.01 0.00L324_P1 0.00 0.87L324_P2 0.00 0.18L324_SF 0.00 0.00L326_SF 0.99 0.00L340_SF 0.00 0.00L346_SF 0.94 0.00L350_SF 0.90 0.00L360_SF 0.98 0.00L361_SF 0.96 0.00L362_P 0.00 0.98Selected Plan March 2021SWMM 5.1Page 9 Normal Flow InletConduit Limited ControlL363_P 0.00 0.76L363_SF 0.00 0.00L363_SF3 0.00 0.00L366_P 0.01 0.00L366_SF 0.00 0.00L366_SF2 0.93 0.00L366_SF3 0.00 0.00L367_SF 0.00 0.00L373_SF 0.99 0.00L374_P 0.33 0.00L375_P 0.00 0.00L380_SF 0.76 0.00L382_P 0.37 0.00L383_P 0.38 0.00L386_P 0.00 0.71L390_SF 0.96 0.00L400_SF 0.48 0.00Selected Plan March 2021SWMM 5.1Page 10 Normal Flow InletConduit Limited ControlL401_SF 0.97 0.00L410_P 0.00 0.96L410_SF 0.00 0.00L414_SF 0.56 0.00L444_SF 0.04 0.00L448_SF 0.00 0.00L450_P 0.00 0.54L450_SF 0.00 0.00L451_SF 0.76 0.00L453_P 0.98 0.00L456_P 0.00 0.56L456_SF 0.00 0.00L456-TypeR-SF 0.95 0.00L457_P 0.93 0.00L457_SF 0.00 0.00L458_SF 0.91 0.00L460_SF 0.23 0.00Selected Plan March 2021SWMM 5.1Page 11 Normal Flow InletConduit Limited ControlL464_SF 0.00 0.00L470_P 0.00 0.00L482_P 0.04 0.00L482_SF 0.01 0.00L500_SF 0.00 0.00L508_SF 0.00 0.00L510_SF 0.97 0.00L516_SF 0.00 0.00L516_SF2 0.00 0.00L525_P 0.00 0.00L525_SF 0.01 0.00L540_SF 0.08 0.00L600_SF 0.94 0.00L620_SF 0.00 0.00L626_SF 0.00 0.00L630_SF 0.00 0.00L640_SF 0.98 0.00Selected Plan March 2021SWMM 5.1Page 12 Normal Flow InletConduit Limited ControlL648_SF 0.81 0.00L651_SF 0.00 0.00L670_P 0.39 0.00L670_SF 0.97 0.00L676_P 0.01 0.00L710_SF 0.00 0.00L730_SF 0.98 0.00L736_SF 0.00 0.00L740_P 0.82 0.00L740_SF 0.00 0.00L760_SF 0.00 0.00L770_P 0.55 0.00L770_SF 0.94 0.00L780_SF 0.00 0.00L782_P 0.02 0.00L790_P 0.87 0.00L790_SF 0.88 0.00Selected Plan March 2021SWMM 5.1Page 13 Normal Flow InletConduit Limited ControlL804_SF 0.96 0.00L805_SF 0.96 0.00L810_SF 0.00 0.00L828_SF 0.00 0.00L830_SF 0.83 0.00L840_SF 0.16 0.00L870_SF 0.00 0.00L873_P 0.00 0.53L873_SF 0.98 0.00L875_SF 0.89 0.00L876_P 0.00 0.67L880_SF 0.50 0.00L884_SF 0.98 0.00L886_SF 0.96 0.00L900_SF 0.02 0.00L908_SF 0.03 0.00L910_P 0.00 0.00Selected Plan March 2021SWMM 5.1Page 14 Normal Flow InletConduit Limited ControlL914_P 0.39 0.00L918_P 0.00 0.00L920_P 0.39 0.00L920_SF 0.95 0.00L925_SF 0.00 0.00L930_SF 0.00 0.00L931_SF 0.00 0.00L932_P 0.07 0.00L932_SF 0.84 0.00L940_P 0.43 0.00L940_SF 0.00 0.00L950_P 0.68 0.00L950_SF 0.00 0.00L963_SF 0.00 0.00L969_SF 0.00 0.00L970_P 0.37 0.00L970_SF 0.00 0.00Selected Plan March 2021SWMM 5.1Page 15 Normal Flow InletConduit Limited ControlSP-C-08storm 0.45 0.00SP-C-07storm 0.56 0.00SP-C-06storm 0.86 0.00SP-C-05storm 0.86 0.00SP-C-04storm 0.01 0.00SP-C-03storm 0.42 0.00SP-C-02storm 0.00 0.00SP-C-01Swale 0.96 0.00SP-C-08Astorm 0.04 0.00Selected Plan March 2021SWMM 5.1Page 16 Conduit Surcharge Summary Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal CapacityConduit Full Full Full Flow LimitedL316_SF 0.01 0.01 0.40 0.01 0.01L324_P1 0.01 1.65 0.01 1.22 0.01L324_P2 0.01 0.78 0.01 0.06 0.01L362_P 0.01 0.94 0.01 0.01 0.01L363_P 0.93 0.93 0.94 0.01 0.01L366_P 0.01 0.01 5.35 0.01 0.01L374_P 0.01 7.19 0.01 0.01 0.01L375_P 7.19 7.19 7.19 0.01 0.01L382_P 6.57 6.57 6.83 0.98 2.15L383_P 6.18 6.18 6.83 0.01 2.57L386_P 0.01 5.60 0.01 0.01 0.01L410_P 0.01 0.45 0.01 0.01 0.01L450_P 0.01 0.34 0.01 0.27 0.01L453_P 0.01 0.01 0.29 0.01 0.01L456_P 0.01 0.26 0.01 0.01 0.01L456-TypeR-SF 0.01 0.01 11.42 0.01 0.01Selected Plan March 2021SWMM 5.1Page 1 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal CapacityConduit Full Full Full Flow LimitedL457_P 0.37 0.37 2.24 0.01 0.17L482_P 1.46 1.46 1.70 0.01 1.43L525_P 0.01 2.20 0.01 0.01 0.01L676_P 0.01 6.83 0.01 6.66 0.01L740_P 0.45 1.23 0.45 0.60 0.45L770_P 0.28 0.28 0.93 0.19 0.22L782_P 0.14 0.14 0.27 0.01 0.01L790_P 0.13 1.29 0.13 0.01 0.13L790_SF 0.01 0.01 0.01 0.01 0.01L873_P 0.01 3.12 0.01 0.24 0.01L876_P 0.01 2.37 0.01 0.01 0.01L910_P 0.01 6.79 0.01 7.06 0.01L914_P 6.62 6.62 7.00 0.01 0.01L918_P 0.01 7.03 0.01 7.03 0.01L920_P 6.95 6.95 7.03 0.01 0.01L932_P 6.60 6.60 6.95 3.25 5.06L940_P 5.99 6.16 6.60 3.52 3.90Selected Plan March 2021SWMM 5.1Page 2 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal CapacityConduit Full Full Full Flow LimitedL950_P 3.38 3.38 6.16 0.01 0.01L970_P 2.85 2.85 3.38 0.01 0.57SP-C-08storm 0.01 0.24 0.01 0.22 0.01SP-C-03storm 0.01 0.01 0.14 0.01 0.01SP-C-02storm 0.01 0.15 0.01 0.01 0.01Selected Plan March 2021SWMM 5.1Page 3 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 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 R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE 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             R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE 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              R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE 9899 100 101102103 104105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 D D D R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE 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R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE