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HomeMy WebLinkAboutSUN COMMUNITIES - THE FOOTHILLS - PDP210001 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT Fort Collins MH Project (The Foothills) Final Drainage Report Owner/Developer Sun Communities 27777 Franklin Road, Suite 220 Southfield, MI 48034 (248) 208-2543 Contact: Anastasiya Short Engineer Atwell, LLC 143 Union Blvd., Suite 700 Lakewood, CO 80228 303-825-7100 Contact: Rick Weed, PE Atwell Project Number 19002763 December 2020 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 .............................................................................................................................. 5 General Concept........................................................................................................................................ 5 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 volume 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). The site consists of wetland areas and an inadvertent detention storage area that will be preserved through the development of the site, there is a small portion in the northeast corner of the property that consists of Type B soils that will be preserved in order to promote infiltration. The site includes the design of MDCIA that includes vegetated buffers to slow runoff and reducing the effects of impervious areas. Step 2. Implement BMPs That Provide a WQCV with Slow Release Runoff has been designed be treated with subsurface water quality treatment and detention while utilizing the existing inadvertent detention storage area on the site. Step 3. Stabilize Streams There is a natural drainageway located along the eastern property line of the site that we will be improving and providing channel stabilization measures to as part of the improvements of the channel. By providing stream stabilization improvements it is likely that natural stream characteristics can be maintained to accommodate the site development. Step 4. Implement Site Specific and Other Source Control BMPs Site specific needs such as material storage or other site operations were considered to targeted source control BMPs. The neighborhood park is centrally located to the site and is located in an area away from the detention basin in an effort to keep dog waste in areas away from the detention basin. In addition, material storage during construction will be located in areas away from storm drainage facilities. Page 5 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 and/or the Mile-High Flood District (MHFD) Urban Strom Drainage Criteria Manual. Street capacities for major and minor storms were determined using the UD-Inlet v4.05 spreadsheet by MHFD. Interception and carry-over flow for on-grade inlets are included in the UD-Inlet v4.05 spreadsheet, as required for final design of on-grade inlets. Capacities of inlets in sump locations based on available or allowable ponding depth per Chapter 9, Tables 2.1-1, 2.1-2 and 2.1-3 of the FCSCM. All inlet computations use the recommended and/or default weir and orifice coefficients and clogging factors provided by MHFD. See Appendix D for the UD-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. Headloss computations in inlets and manholes use the standard method for bends and generic method for lateral junctions, which are consistent with USDCM equations 7-56 and 7-58, respectively. Loss coefficients used within the StormCAD software are provided by MHFD in a technical memorandum titled ‘Modeling Hydraulic and Energy Gradients in Storm Sewers: A Comparison of Computational Methods’, dated October 6, 2009. Releases from the detention pond and 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 from the restrictor plate. 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. 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 Page 6 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 5-ft Type R inlet. Flows from this basin are quantified at Design Point 1 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 301. Basin A2 – 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 1 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 301. 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, 80% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 2.0 cfs bypasses this inlet and is collected in the inlet located in Basin A6. Basin A4 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 4 prior to entering the proposed inlet, 81% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 1.7 cfs bypasses this inlet and is collected in the inlet located in Basin A6. 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, 63% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 6.7 cfs bypasses this inlet and is collected in the inlet located in Basin A7. 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, 45% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 9.3 cfs bypasses this inlet and is collected in the inlet located in Basin A7. Basin A7 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 7 prior to entering the proposed inlet, 54% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 11.4 cfs bypasses this inlet and is collected in the inlet located in Basin A10. 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, 76% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 2.6 cfs bypasses this inlet and is collected in the inlet located in Basin A10. Basin A9 – This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 9 prior to entering the proposed inlet, 70% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 4.2 cfs bypasses this inlet and is collected in the inlet located in Basin A10. Page 7 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, 50% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 14.4 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 301. Basin A12 –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 12 prior to entering the proposed inlet, 76% of the 100-year flow is captured within the inlet and routed to Pond 301 while the remaining 2.8 cfs bypasses this inlet and is collected in the inlet located in Basin A13. Basin A13 –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 13 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 301. Basin A14 –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 14 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 301. Basin A15 –This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 15 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and routed to Pond 301. Basin A16 –This basin includes a small portion of residential development, open space, and Pond 301. This basin drains to directly into Pond 301 for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 16 prior to entering the proposed pond. Basin A17 –This basin includes 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 17 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 A18 –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 18 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 A19 –This basin includes residential development, and the outfall channel from Pond 301 through Trilby Road. The swale was designed for the emergency overflow runoff from Pond 301 with 1-ft of freeboard. Flows from this basin are quantified at Design Point 19 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 301), the development would 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 301 within Basin A16 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 301 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 27.0 cfs the outlet of Pond 301 shall not exceed 46.5 cfs. A total detention volume of 7.822 acre-feet with a release rate of 43.6 cfs has been calculated for Pond 301 in Basin A16. This release rate accounts for Basins A17, A18, and A19 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 in order to pass the runoff through the site in the event that that the emergency overflow is utilized in a major storm event. 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 301 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 Volume 3, Chapter 7 – Construction BMPs 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: D 70% Impervious 2 yr = 0.70 5 yr = 0.70 10 yr = 0.70 100 yr = 0.88 100% Impervious 2 yr = 1.00 5 yr = 1.00 10 yr = 1.00 100 yr = 1.00 90% Impervious 2 yr = 0.90 5 yr = 0.90 10 yr = 0.90 100 yr = 1.00 2% Impervious 2 yr = 0.02 5 yr = 0.02 10 yr = 0.02 100 yr = 0.03 20% Impervious 2 yr = 0.20 5 yr = 0.20 10 yr = 0.20 100 yr = 0.25 *Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2017) COMPOSITE C CALCULATION NRCS Hydrologic Soil Group: Sun Communities - Fort Collins 19002763 Fort Collins, CO Medium Density Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion BASIN Atotal Medium Density Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion Atotal COMPOSITE C Percent ID (ft²) (ft²) (ft²) (ft²) (ft²) (ft²) (Ac) 2 yr 5 yr 10 yr 100 yr Impervious A1 61772 0 10520 11640 39612 0 1.42 0.35 0.35 0.35 0.37 35% A2 4972 0 3235 0 1737 0 0.11 0.66 0.66 0.66 0.66 66% A3 162313 0 23590 24650 69223 44850 3.73 0.35 0.35 0.35 0.38 35% A4 128498 0 13700 12460 14338 88000 2.95 0.33 0.33 0.33 0.38 33% A5 178184 0 37750 57800 82634 0 4.09 0.51 0.51 0.51 0.55 51% A6 103456 0 31055 28170 44231 0 2.38 0.55 0.55 0.55 0.58 55% A7 108633 0 42455 25900 40278 0 2.49 0.61 0.61 0.61 0.64 61% A8 93496 0 26475 22200 44821 0 2.15 0.51 0.51 0.51 0.53 51% A9 121050 0 41250 21600 58200 0 2.78 0.51 0.51 0.51 0.53 51% A10 183062 0 34568 66450 82044 0 4.20 0.52 0.52 0.52 0.56 52% A11 80361 0 20650 14800 44911 0 1.84 0.43 0.43 0.43 0.46 43% A12 195355 0 16650 41160 84445 53100 4.48 0.34 0.34 0.34 0.37 34% A13 72025 0 29450 7400 35175 0 1.65 0.51 0.51 0.51 0.52 51% A14 49599 0 16575 9250 23774 0 1.14 0.51 0.51 0.51 0.53 51% A15 31400 0 17250 0 14150 0 0.72 0.56 0.56 0.56 0.56 56% A16 419274 0 7460 30640 251174 130000 9.63 0.16 0.16 0.16 0.18 16% A17 170092 0 47750 40025 82317 0 3.90 0.50 0.50 0.50 0.53 50% A18 18743 0 11500 2400 4843 0 0.43 0.73 0.73 0.73 0.75 73% A19 68714 0 5100 12300 25314 26000 1.58 0.32 0.32 0.32 0.36 32% OS1 163930 0 40982 65572 57375 0 3.76 0.62 0.62 0.62 0.66 62% OS2 267499 0 66875 107000 93625 0 6.14 0.62 0.62 0.62 0.66 62% OS3 165016 0 41254 66007 57756 0 3.79 0.62 0.62 0.62 0.66 62% OS4 224498 0 56125 89799 78574 0 5.15 0.62 0.62 0.62 0.66 62% OS5 527066 424968 0 42000 60098 0 12.10 0.64 0.64 0.64 0.79 64% OS6 183565 183565 0 0 0 0 4.21 0.70 0.70 0.70 0.88 70% OS7 719906 0 0 0 0 722123 16.53 0.20 0.20 0.20 0.25 20% PROPOSED DRAINAGE AREA K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity.xlsx Designer: JMP Date: 12/14/2020, 3:04 PM PROJECT MANE: PROJECT NO: LOCATION: D 70% Impervious 2 yr = 0.70 5 yr = 0.70 10 yr = 0.70 100 yr = 0.88 100% Impervious 2 yr = 1.00 5 yr = 1.00 10 yr = 1.00 100 yr = 1.00 90% Impervious 2 yr = 0.90 5 yr = 0.90 10 yr = 0.90 100 yr = 1.00 2% Impervious 2 yr = 0.02 5 yr = 0.02 10 yr = 0.02 100 yr = 0.03 20% Impervious 2 yr = 0.20 5 yr = 0.20 10 yr = 0.20 100 yr = 0.25 *Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2017) COMPOSITE C CALCULATION NRCS Hydrologic Soil Group: Sun Communities - Fort Collins 19002763 Fort Collins, CO Medium Density Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion BASIN Atotal Medium Density Asphalt, Concrete Rooftop Lawns, Sandy Soil, Avg Slope 2-7% Open Lands, Transistion Atotal COMPOSITE C Percent ID (ft²) (ft²) (ft²) (ft²) (ft²) (ft²) (Ac) 2 yr 5 yr 10 yr 100 yr Impervious Pond 301 4,244,930 608,533 577,869 744,498 1,278,175 ####### 97.45 0.45 0.45 0.45 0.51 44.90% Rain Garden 257,549 - 64,350 54,725 112,474 26,000 5.91 0.47 0.47 0.47 0.50 47.00% Total 4,502,479 608,533 642,219 799,223 1,390,649 1,064,073 103.36 0.45 0.45 0.45 0.50 45.02% Total Contributing Drainage Area= 103.36 PROPOSED DRAINAGE AREA (CONTINUED) K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity.xlsx Designer: JMP Date: 12/14/2020, 3:04 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:1.9E+07LOCATION:Fort Collins, COFINAL REMARKStcSLOPEtiLENGTH (%) (min)Cv(min)(ft)(min)(min)BASIN IDC5AREADESIGN POINTTIME OF CONCENTRATION (Rational Method)tc CHECK(URBANIZED BASINS)INITIAL TIME(ti)SUB-BASIN DATATRAVEL TIME(tt)*Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2017)TRAVEL LENGTH (ft)ttSLOPE (%)LENGTH (ft)Tc RegA1 A1 0.35 1.42 200 5.00 11.62 150 2.00 20.00 0.09 150.00 20.13 11.71 A2 A2 0.66 0.11 95 2.00 6.41 960 2.50 20.00 0.51 960.00 15.38 6.92 A3 A3 0.35 3.73 200 3.50 13.19 550 2.50 20.00 0.29 550.00 20.54 13.48 A4 A4 0.33 2.95 50 2.00 8.07 860 2.50 20.00 0.45 860.00 21.00 8.52 A5 A5 0.51 4.09 95 2.00 8.51 1475 2.50 20.00 0.78 1475.00 18.24 9.29 A6 A6 0.55 2.38 40 2.00 5.14 750 2.50 20.00 0.40 750.00 17.06 5.53 A7 A7 0.61 2.49 40 2.00 4.58 725 2.00 20.00 0.43 725.00 16.07 5.01 A8 A8 0.51 2.15 40 2.00 5.58 550 2.50 20.00 0.29 550.00 17.75 5.87 A9 A9 0.51 2.78 40 2.00 5.54 540 2.50 20.00 0.28 540.00 17.67 5.83 A10 A10 0.52 4.20 40 2.00 5.41 1215 2.50 20.00 0.64 1215.00 17.87 6.06 A11 A11 0.43 1.84 200 2.00 14.01 275 2.00 15.00 0.22 275.00 18.84 14.23 A12 A12 0.34 4.48 150 2.00 13.89 625 2.00 20.00 0.37 625.00 20.79 14.25 A13 A13 0.51 1.65 40 2.00 5.54 625 2.00 20.00 0.37 625.00 17.77 5.91 A14 A14 0.51 1.14 125 3.00 8.56 610 2.50 20.00 0.32 610.00 17.70 8.88 A15 A15 0.56 0.72 125 2.00 9.01 450 2.50 20.00 0.24 450.00 16.79 9.25 A16 A16 0.16 9.63 125 2.00 15.68 460 2.00 20.00 0.27 460.00 23.81 15.95 A17 A17 0.50 3.90 40 2.00 5.62 585 2.00 20.00 0.34 585.00 17.89 5.97 A18 A18 0.73 0.43 40 2.00 3.44 385 2.00 20.00 0.23 385.00 13.76 5.00 MinimumA19 A19 0.32 1.58 60 2.00 9.01 9.01 OS1 OS1 0.62 3.76 135 2.00 8.35 775 1.50 20.00 0.53 775.00 16.11 8.88 OS2 OS2 0.62 6.14 135 2.00 8.35 875 1.50 20.00 0.60 875.00 16.19 8.94 OS3 OS3 0.62 3.79 135 2.00 8.35 650 1.50 20.00 0.44 650.00 16.01 8.79 OS4 OS4 0.62 5.15 135 2.00 8.35 725 1.50 20.00 0.49 725.00 16.07 8.84 OS5 OS5 0.64 12.10 200 3.50 8.07 1045 1.75 15.00 0.88 1045.00 15.88 8.95 OS6 OS6 0.70 4.21 200 1.25 9.83 540 1.25 15.00 0.54 540.00 14.53 10.36 OS7 OS7 0.20 16.53 500 5.00 22.13 785 4.00 10.00 0.65 785.00 23.15 22.78 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity.xlsxDesigner: JMP Date: 12/14/2020, 3:04 PM PROJECT NAME:Sun Communities - Fort CollinsPROJECT NO:2E+07LOCATION:Fort Collins, COBASIN DESIGN AREAtcID POINT Ac 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr (min) 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yrRUNOFF COMPUTATIONS(RATIONAL METHOD)COMPOSITE C A*C INTENSITY (in/hr) Q (cfs)*Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2017)A1 A1 1.42 0.35 0.35 0.35 0.37 0.50 0.50 0.50 0.53 11.71 2.16 2.84 3.58 7.36 1.08 1.42 1.79 3.91A2 A2 0.11 0.66 0.66 0.66 0.66 0.08 0.08 0.08 0.08 6.92 2.63 3.46 4.35 8.95 0.20 0.26 0.33 0.67A3 A3 3.73 0.35 0.35 0.35 0.38 1.29 1.29 1.29 1.40 13.48 2.03 2.67 3.36 6.92 2.62 3.44 4.33 9.71A4 A4 2.95 0.33 0.33 0.33 0.38 0.98 0.98 0.98 1.11 8.52 2.45 3.22 4.05 8.33 2.40 3.16 3.98 9.28A5 A5 4.09 0.51 0.51 0.51 0.55 2.10 2.10 2.10 2.24 9.29 2.37 3.12 3.92 8.07 4.97 6.54 8.24 18.09A6 A6 2.38 0.55 0.55 0.55 0.58 1.32 1.32 1.32 1.39 5.53 2.81 3.70 4.65 9.57 3.69 4.86 6.12 13.25A7 A7 2.49 0.61 0.61 0.61 0.64 1.53 1.53 1.53 1.59 5.01 2.88 3.80 4.78 9.83 4.41 5.80 7.30 15.65A8 A8 2.15 0.51 0.51 0.51 0.53 1.09 1.09 1.09 1.14 5.87 2.76 3.63 4.57 9.41 3.00 3.95 4.97 10.75A9 A9 2.78 0.51 0.51 0.51 0.53 1.42 1.42 1.42 1.48 5.83 2.77 3.64 4.59 9.43 3.93 5.17 6.51 13.92A10 A10 4.20 0.52 0.52 0.52 0.56 2.20 2.20 2.20 2.37 6.06 2.74 3.60 4.53 9.32 6.03 7.94 9.99 22.06A11 A11 1.84 0.43 0.43 0.43 0.46 0.80 0.80 0.80 0.84 14.23 1.982.61 3.28 6.75 1.58 2.09 2.63 5.67A12 A12 4.48 0.34 0.34 0.34 0.37 1.52 1.52 1.52 1.68 14.25 1.982.60 3.28 6.74 3.00 3.95 4.97 11.33A13 A13 1.65 0.51 0.51 0.51 0.52 0.85 0.85 0.85 0.87 5.91 2.76 3.63 4.57 9.39 2.33 3.07 3.86 8.13A14 A14 1.14 0.51 0.51 0.51 0.53 0.58 0.58 0.58 0.61 8.88 2.41 3.17 3.99 8.21 1.40 1.85 2.32 4.98A15 A15 0.72 0.56 0.56 0.56 0.56 0.40 0.40 0.40 0.40 9.25 2.37 3.12 3.93 8.09 0.96 1.26 1.58 3.27A16 A16 9.63 0.16 0.16 0.16 0.18 1.52 1.52 1.52 1.76 15.95 1.882.47 3.11 6.39 2.85 3.74 4.71 11.29A17 A17 3.90 0.50 0.50 0.50 0.53 1.96 1.96 1.96 2.06 5.97 2.75 3.62 4.55 9.36 5.39 7.09 8.93 19.31A18 A18 0.43 0.73 0.73 0.73 0.75 0.32 0.32 0.32 0.32 5.00 2.89 3.80 4.78 9.84 0.91 1.20 1.51 3.17A19 A19 1.58 0.32 0.32 0.32 0.36 0.50 0.50 0.50 0.56 9.01 2.40 3.15 3.97 8.17 1.20 1.58 1.99 4.60OS1 OS1 3.76 0.62 0.62 0.62 0.66 2.32 2.32 2.32 2.48 8.88 2.41 3.17 3.99 8.21 5.59 7.36 9.27 20.35OS2 OS2 6.14 0.62 0.62 0.62 0.66 3.79 3.79 3.79 4.05 8.94 2.40 3.16 3.98 8.19 9.10 11.98 15.08 33.12OS3 OS3 3.79 0.62 0.62 0.62 0.66 2.34 2.34 2.34 2.50 8.79 2.42 3.18 4.01 8.24 5.65 7.44 9.36 20.56OS4 OS4 5.15 0.62 0.62 0.62 0.66 3.18 3.18 3.18 3.40 8.84 2.41 3.18 4.00 8.22 7.67 10.10 12.71 27.92OS5 OS5 12.10 0.64 0.64 0.64 0.79 7.72 7.72 7.72 9.54 8.95 2.403.16 3.98 8.18 18.55 24.42 30.74 78.04OS6 OS6 4.21 0.70 0.70 0.70 0.88 2.95 2.95 2.95 3.69 10.36 2.272.99 3.76 7.74 6.70 8.81 11.09 28.52OS7 OS7 16.53 0.20 0.20 0.20 0.25 3.31 3.31 3.31 4.13 22.78 1.56 2.05 2.59 5.32 5.16 6.79 8.55 21.98 K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity.xlsxDesigner: JMP Date: 12/14/2020, 3:04 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 *Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2017) K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity.xlsx 10 of 10 Designer: AJD Date: 12/14/2020, 3:04 PM APPENDIX E – Hydraulic Computations Version 4.05 Released March 2017Worksheet ProtectedINLET NAMEDP-1DP-2DP-3DP-4DP-5DP-6URBAN URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREET STREETIn Sump In Sump On Grade On Grade On Grade On GradeCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb OpeningUSER-DEFINED INPUTUser-Defined Design Flows1.40.33.43.26.54.93.90.79.79.318.113.3No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received User-Defined0.00.00.00.00.00.00.00.00.00.00.03.7Watershed CharacteristicsWatershed ProfileMinor Storm Rainfall InputMajor Storm Rainfall InputCALCULATED OUTPUT1.40.33.43.26.54.93.90.79.79.318.117.0N/AN/A0.00.00.51.0N/AN/A2.01.76.79.3Minor 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/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/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-7DP-8DP-9DP-10DP-11DP-12URBAN URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREET STREETOn Grade On Grade On Grade On Grade In Sump On GradeCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening5.84.05.27.92.14.015.710.813.922.15.711.3DP-6 No Bypass Flow Received No Bypass Flow Received User-Defined DP-10 No Bypass Flow Received1.00.00.00.11.10.09.30.00.06.814.40.06.84.05.28.13.24.025.010.813.928.820.111.30.60.00.11.1N/A0.011.42.64.214.4N/A2.8N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/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-13DP-14DP-15DP-17DP-18DP-20 (OS-1)URBAN URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREET STREETIn Sump In Sump In Sump In Sump In Sump On GradeCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening3.11.91.37.11.27.48.15.03.319.33.220.4DP-12 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.02.80.00.00.00.00.03.11.91.37.11.27.410.95.03.319.33.220.4N/AN/AN/AN/AN/A1.6N/AN/AN/AN/AN/A10.9N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/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-21 (OS-2)DP-22 (OS-3)DP-23 (OS-4)User-DefinedURBAN URBAN URBANSTREET STREET STREETOn Grade On Grade In SumpCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening12.07.410.133.120.627.9DP-20 (OS-1) No Bypass Flow Received User-Defined1.60.04.610.90.036.313.67.414.744.120.664.22.91.7N/A25.211.1N/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/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/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 =0.000 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-1 UD-Inlet_v4.05.xlsm, DP-1 12/14/2020, 2:48 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 =1.4 3.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-1 12/14/2020, 2:48 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 =0.000 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-2 UD-Inlet_v4.05.xlsm, DP-2 12/14/2020, 2:48 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 =0.3 0.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-2 12/14/2020, 2:48 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 =0.031 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-3 UD-Inlet_v4.05.xlsm, DP-3 12/14/2020, 2:48 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 = 3.4 7.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.0 cfs Capture Percentage = Qa/Qo =C% = 100 80 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-3 12/14/2020, 2:48 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-4 UD-Inlet_v4.05.xlsm, DP-4 12/14/2020, 2:48 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 = 3.2 7.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 1.7 cfs Capture Percentage = Qa/Qo =C% = 100 81 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-4 12/14/2020, 2:48 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-5 UD-Inlet_v4.05.xlsm, DP-5 12/14/2020, 2:48 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 = 6.0 11.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.5 6.7 cfs Capture Percentage = Qa/Qo =C% = 92 63 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-5 12/14/2020, 2:48 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-6 UD-Inlet_v4.05.xlsm, DP-6 12/14/2020, 2:48 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 = 3.9 7.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =1.0 9.3 cfs Capture Percentage = Qa/Qo =C% = 80 45 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-6 12/14/2020, 2:48 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-7 UD-Inlet_v4.05.xlsm, DP-7 12/14/2020, 2:48 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 = 6.2 13.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.6 11.4 cfs Capture Percentage = Qa/Qo =C% = 91 54 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-7 12/14/2020, 2:48 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-8 UD-Inlet_v4.05.xlsm, DP-8 12/14/2020, 2:48 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 = 3.9 8.2 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.xlsm, DP-8 12/14/2020, 2:48 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-9 UD-Inlet_v4.05.xlsm, DP-9 12/14/2020, 2:48 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 = 5.0 9.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 4.2 cfs Capture Percentage = Qa/Qo =C% = 97 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.xlsm, DP-9 12/14/2020, 2:48 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-10 UD-Inlet_v4.05.xlsm, DP-10 12/14/2020, 2:48 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 = 6.9 14.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =1.1 14.4 cfs Capture Percentage = Qa/Qo =C% = 86 50 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-10 12/14/2020, 2:48 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.xlsm, DP-11 12/14/2020, 2:48 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) =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 =0.93 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 =12.5 22.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =3.2 20.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-11 12/14/2020, 2:48 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-12 UD-Inlet_v4.05.xlsm, DP-12 12/14/2020, 2:48 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 = 3.9 8.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.8 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.xlsm, DP-12 12/14/2020, 2:48 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-13 UD-Inlet_v4.05.xlsm, DP-13 12/14/2020, 2:48 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 =3.1 10.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-13 12/14/2020, 2:48 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.xlsm, DP-14 12/14/2020, 2:48 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 =1.9 5.0 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 WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-14 12/14/2020, 2:48 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =9.0 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.xlsm, DP-15 12/14/2020, 2:48 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 =1.3 3.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-15 12/14/2020, 2:48 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-17 UD-Inlet_v4.05.xlsm, DP-17 12/14/2020, 2:48 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) =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 =0.93 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 =12.5 22.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =7.1 19.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-17 12/14/2020, 2:48 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-18 UD-Inlet_v4.05.xlsm, DP-18 12/14/2020, 2:48 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 =1.2 3.2 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 WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-18 12/14/2020, 2:48 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 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-20 (OS-1) 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' UD-Inlet_v4.05.xlsm, DP-20 (OS-1)12/14/2020, 3:09 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 = 5.7 9.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =1.6 10.9 cfs Capture Percentage = Qa/Qo =C% = 78 46 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-20 (OS-1)12/14/2020, 3:09 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 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-21 (OS-2) 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' UD-Inlet_v4.05.xlsm, DP-21 (OS-2)12/14/2020, 3:09 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 = 11.4 20.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =3.9 34.5 cfs Capture Percentage = Qa/Qo =C% = 75 38 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-21 (OS-2)12/14/2020, 3:09 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 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-22 (OS-3) 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' UD-Inlet_v4.05.xlsm, DP-22 (OS-3)12/14/2020, 3:09 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 = 5.8 9.5 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =1.7 11.1 cfs Capture Percentage = Qa/Qo =C% = 78 46 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb OpeningCDOT Type R Curb Opening UD-Inlet_v4.05.xlsm, DP-22 (OS-3)12/14/2020, 3:09 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-23 (OS-4) UD-Inlet_v4.05.xlsm, DP-23 (OS-4)12/14/2020, 3:09 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 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 =0.93 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 =8.3 25.5 cfs WARNING: Inlet Capacity less than Q Peak for Minor and Major Storms Q PEAK REQUIRED =14.0 62.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, DP-23 (OS-4)12/14/2020, 3:09 PM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 14 2020 Rick Drive Outfall Channel Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 180.00 Highlighted Depth (ft) = 2.01 Q (cfs) = 180.00 Area (sqft) = 26.21 Velocity (ft/s) = 6.87 Wetted Perim (ft) = 21.57 Crit Depth, Yc (ft) = 2.10 Top Width (ft) = 21.08 EGL (ft) = 2.74 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 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 14 2020 Pond Outfall Channel Trapezoidal Bottom Width (ft) = 8.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 4.00 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 372.95 Highlighted Depth (ft) = 2.97 Q (cfs) = 372.95 Area (sqft) = 59.04 Velocity (ft/s) = 6.32 Wetted Perim (ft) = 32.49 Crit Depth, Yc (ft) = 2.69 Top Width (ft) = 31.76 EGL (ft) = 3.59 0 5 10 15 20 25 30 35 40 45 50 Elev (ft)Depth (ft)Section 99.00 -1.00 100.00 0.00 101.00 1.00 102.00 2.00 103.00 3.00 104.00 4.00 105.00 5.00 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 14 2020 Crown Ridge Drive Culvert Invert Elev Dn (ft) = 4972.00 Pipe Length (ft) = 70.00 Slope (%) = 0.86 Invert Elev Up (ft) = 4972.60 Rise (in) = 36.0 Shape = Box Span (in) = 96.0 No. Barrels = 2 n-Value = 0.012 Culvert Type = Flared Wingwalls Culvert Entrance = 30D to 75D wingwall flares Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 Embankment Top Elevation (ft) = 4977.25 Top Width (ft) = 30.00 Crest Width (ft) = 250.00 Calculations Qmin (cfs) = 372.95 Qmax (cfs) = 372.95 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 372.95 Qpipe (cfs) = 372.95 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 8.38 Veloc Up (ft/s) = 9.09 HGL Dn (ft) = 4974.78 HGL Up (ft) = 4975.16 Hw Elev (ft) = 4977.11 Hw/D (ft) = 1.50 Flow Regime = Inlet Control Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Dec 16 2020 Street I Culvert - (OS-7 Swale Crossing) Invert Elev Dn (ft) = 4976.90 Pipe Length (ft) = 60.00 Slope (%) = 0.75 Invert Elev Up (ft) = 4977.35 Rise (in) = 48.0 Shape = Circular Span (in) = 48.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 4987.52 Top Width (ft) = 28.00 Crest Width (ft) = 150.00 Calculations Qmin (cfs) = 92.00 Qmax (cfs) = 92.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 92.00 Qpipe (cfs) = 92.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 7.98 Veloc Up (ft/s) = 9.41 HGL Dn (ft) = 4980.35 HGL Up (ft) = 4980.26 Hw Elev (ft) = 4982.15 Hw/D (ft) = 1.20 Flow Regime = Inlet Control Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 14 2020 OS-6 Swale Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.75 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 28.52 Highlighted Depth (ft) = 1.31 Q (cfs) = 28.52 Area (sqft) = 9.48 Velocity (ft/s) = 3.01 Wetted Perim (ft) = 12.80 Crit Depth, Yc (ft) = 1.04 Top Width (ft) = 12.48 EGL (ft) = 1.45 0 2 4 6 8 10 12 14 16 18 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.Wednesday, Dec 16 2020 OS7 - Swale Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 3.20 Invert Elev (ft) = 100.00 Slope (%) = 0.75 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 92.27 Highlighted Depth (ft) = 2.16 Q (cfs) = 92.27 Area (sqft) = 22.98 Velocity (ft/s) = 4.01 Wetted Perim (ft) = 19.81 Crit Depth, Yc (ft) = 1.79 Top Width (ft) = 19.28 EGL (ft) = 2.41 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 Reach (ft) 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 1 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 D R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 67 68 69 70 71 72 73 74 75 76 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 D D R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN 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 4445464748 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 195 196 197 198 199200 201 202 203 204 R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE 101102 103 104105106 107108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 D D R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99100101 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 D R Callbefore you dig. below.Know what's A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN 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 DRIVECROWN R I D G E LANE A WLDEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE