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HomeMy WebLinkAboutReports - Drainage - 01/29/2025 1-1 | Page Project Development Plan (PDP) Final Drainage Report For Montava Subdivision Phase D JANUARY 29, 2025 submitted to: City of Fort Collins, Colorado 748 Whalers Way January 29, 2025 Mr. Wes Lamarque City of Fort Collins Development Review Engineer 700 Wood Street Fort Collins, CO 80521 Re: Montava Subdivision Phase D Final Design Drainage Report Project No. 1230.0005.00 Dear Mr. Lamarque: TST, Inc. Consulting Engineers (TST) is pleased to submit this Final Design Drainage Report for the Montava Subdivision Phase D project to the City of Fort Collins (City) for review and approval. The purpose of this drainage report is to evaluate the drainage conditions of the above-referenced proposed Montava Subdivision Phase D project site. The Fort Collins Stormwater Criteria Manual (referred to as FCSCM). Please review the attached report and provide any questions or comments at your earliest convenience. We appreciate the opportunity to be of continued service to the city and look forward to receiving your comments and moving forward on this important project. Sincerely, TST, INC. CONSULTING ENGINEERS Bryston Anthony M. Gartner, P.E. Derek A. Patterson, P.E. BAMG DAP I hereby attest that this report for the preliminary drainage design for the Montava Subdivision Phase D 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. ___________________ Derek A. Patterson Registered Professional Engineer State of Colorado No. 48898 748 Whalers Way Suite 200 Fort Collins, CO 80525 970.226.0557 main 970.226.0204 fax ideas@tstinc.com www.tstinc.com Table of Contents Final Drainage Report Montava Subdivision Phase D Page i 1.0 - GENERAL LOCATION AND DESCRIPTION ......................................................... 1 1.1 Project Location and Description ................................................................... 1 1.2 Description of Property ................................................................................... 2 2.0 - DRAINAGE BASINS AND SUB-BASINS .............................................................. 4 2.1 Major Basin Description .................................................................................. 4 2.2 Existing Conditions ......................................................................................... 4 2.3 Proposed Conditions ...................................................................................... 4 3.0 - DRAINAGE DESIGN CRITERIA ............................................................................ 9 3.1 Hydrological and Hydraulic Criteria ............................................................... 9 4.0 - CONCLUSIONS .................................................................................................... 12 5.0 - REFERENCES ...................................................................................................... 13 6.0 - APPENDICES ....................................................................................................... 14 List of Figures 1.1 Vicinity Map ..................................................................................................................... 2 Montava Subdivision Phase D Final Drainage Report Page 1 1.0 - General Location and Description The purpose of this Final Drainage Report is to present the drainage design for the Montava Subdivision Phase D (Hereinafter referred to as the “Phase D”) project site to the City of Fort Collins (hereinafter referred to as the “City”) for review and approval. The design objectives for this drainage report are to present:  Hydrologic analysis of the proposed improvements and surrounding off-site areas to determine the location and magnitude of the site’s storm runoff.  Hydrologic data used to design storm runoff collection and conveyance facilities.  Hydraulic analysis of proposed on-site and existing downstream storm infrastructure to ensure sufficient conveyance of stormwater runoff to the proposed detention areas.  Detention analysis and design of the proposed stormwater detention areas.  Best Management Practices (BMPs) are used to prevent erosion and sedimentation before, during, and after construction of the stormwater infrastructure.  Overall storm drainage plan that meets previously approved drainage plans and the FCSCM. The drainage system was designed using the Fort Collins Stormwater Criteria Manual (collectively referred to as FCSCM). 1.1 Project Location and Description The Phase D project site is located in Section 32, Township 8 North, Range 68 West of the 6th Principal Meridian, within the City of Fort Collins, Larimer County, Colorado. The proposed site is bounded on the north by farmland, future Montava Subdivision phases, and Richards Lake Road. On the east by farmland, N. Giddings Road, and future Montava Subdivision phases. On the south by farmland, future Montava Subdivision phases, and Mountain Vista Drive. On the west by farmland, the Number 8 Outlet Ditch, Future Montava Subdivision phases, Maple Hill subdivision, and Storybook Subdivision. A vicinity map illustrating the project location is provided in Figure 1.1. Montava Subdivision Phase D Final Drainage Report Page 2 Figure 1.1: Vicinity Map 1.2 Description of Property The Phase D project site contains approximately 58 acres and consists of Single-Family development and Open Space. Phase D is currently zoned as Mixed Density Neighborhood. According to Flood Insurance Rate Map (FIRM) #08069C0982F eff. 12/19/2006 prepared by the Federal Emergency Management Agency (FEMA), Phase D is located in unshaded Zone X. Zone X indicates areas determined to be outside of 500-year or 0.2% annual chance floodplain, meaning it is not designated as a special flood hazard zone. Copies of the FEMA maps that apply to Phase D are included in Appendix C. The types of soils found on the Montava Subdivision Phase D site consist of:  Aquepts, loamy (5).  Caruso clay loam (22) – 0 to 1 percent slopes.  Fort Collins loam (35) – 0 to 3 percent slopes.  Fort Collins loam (36) – 3 to 5 percent slopes.  Satanta loam (95) – 1 to 3 percent slopes.  Satanta Variant clay loam (98) – 0 to 3 percent slopes.  Stoneham loam (101) – 1 to 3 percent slopes. Montava Subdivision Phase D Final Drainage Report Page 3 The characteristics of the soil found on the project site include:  Slow to very slow infiltration rate when thoroughly wet.  Slow to very slow rate of water transmission.  Majority of the site has a wind erodibility rating of 5 and 6 (8 being the least susceptible) These soils consist of the following hydrologic soil groups as defined in the United States Department of Agriculture (USDA), Web Soil Survey:  Group B – 1.00%.  Group C – 37.00%.  Group D – 62.00%. The USDA web soil survey report is included in Appendix D. The following reports were utilized in the drainage analysis and design of Phase D.  Montava Master Drainage Study Fort Collins, Colorado, prepared by Martin/Martin, Inc., dated January 23, 2019. Hydrologic and hydraulic information was referenced from this report to analyze off-site areas and conveyance links downstream from Phase D and site. Refer to Appendix K for reference / applicable documentation from this report. Montava Subdivision Phase D Final Drainage Report Page 4 2.0 - Drainage Basins and Sub-Basins 2.1 Major Basin Description According to the FCSCM, Phase D is located within the Upper Cooper Slough Basin. The Upper Cooper Slough Basin stormwater generally flows from north to south which is ultimately being captured by in the Cooper Slough. According to the Montava Master Drainage Study, Phase D is primarily located in Basin C2, Basin D, Basin F, and Basin G1, which drain from the northwest to the southeast and eventually end up in the Cooper Slough. 2.2 Existing Conditions The Phase D site is located in an undeveloped plot of land west of the Anheuser Busch property. The current land is undeveloped and used for agricultural purposes. The land currently consists of native grasses, bare ground, and crops. Phase D sheet flows southeast into an inadvertent detention area which overtops Mountain Vista Drive and eventually into the Larimer and Weld Canal through various existing drainage infrastructure. The existing site does not have any existing ponds or drainage facilities. The site has an inadvertent detention area near Giddings Road and Mountain Vista Drive. The receiving historical major drainage way for Phase D is the Cooper Slough. 2.3 Proposed Conditions The proposed Phase D development has been designed to maintain historic drainage patterns and reduce the runoff rate down to the 2-year historic. In addition, this site has been designed to meet the intent of the 1986 AB Agreement. Phase D is located in four basins, outlined in the Montava Master Drainage Plan, see Appendix K for master drainage map. Phase D is located in Basin C2, Basin D, Basin F, and Basin G1. The portion of Phase D located in Basin C2 will flow south into an Interim Swale Pond. The portion of Phase D located in Basin D will flow west into Pond D. The portion of Phase D located in Basin F will flow south into Interim Pond 427. The portion of Phase D located in Basin G1 will flow south into Interim Pond 427. Interim Swale Pond and Interim Pond 427 are being constructed to help phase Montava drainage and will be removed with later phases. When both ponds are removed the portion of Phase D in Basin F will be detained in Pond F, constructed with Phase E. The remaining flows that were captured by Interim Swale Pond and Interim Pond 427 will be routed east along Mountain Vista Drive and south into Pond 426 and Pond 425 which ultimately outfall into the Cooper Slough. The following basins were delineated for the Montava Subdivision Phase D site plan, using the Montava Master Drainage Basins (MP): Montava Subdivision Phase D Final Drainage Report Page 5 MP Basin C2 is made up of a street that connects the site to N. Giddings Road, which is approximately 1.15 acres with a composite imperviousness of approximately 81.25%. MP Basin C2 was subdivided into 2 subbasins, C2-1 – C2-2, that have their own drainage patterns. The subbasins sheet flow into curb and gutter and discharges directly into the Interim Swale Pond. Neither of the basins are being treated in an LID but are accounted for in the LID calculations. MP Basin D is made up of mixed density single family lots, streets, and open space, which is approximately 12.80 acres with a composite imperviousness of approximately 76.86%. MP Basin D was subdivided into 18 subbasins, D-1 – D-18, that have their own drainage patterns. The subbasins runoff starts from the single-family development and drains into street or alleys and into storm lines via curb inlets or area inlets and into Pond D. Water quality will be treated in LID #1(underground infiltration) located in the west portion of site and LID#2 (underground infiltration) in the center of the basin. Every storm greater than the minor event will bypass the LIDs and go directly into Pond D. MP Basin F is made of mixed density single family lots, streets, future apartments, and open space, which is approximately 24.86 acres with a composite imperviousness of approximately 77.83%. MP Basin F was subdivided into 33 subbasins, F-1 – F-33, that have their own drainage patterns. The subbasins runoff starts in the single-family lots and sheet flows into the street or alleys and into proposed storm lines via curb inlets or area inlets that discharge into the interim swale that borders the southwest portion of the site. The subbasins drains into Interim Pond 427, in the master drainage plan this portion of Phase D will be detained in Pond F. In the future Pond F will be constructed with Montava Phase E and these subbasins will be directed into Pond F. Basin F will be treated in one rain garden and three underground infiltration chambers. LID#3 (rain garden) is located in the northwest portion of the site, LID#4 (underground infiltration) located in the center portion of the site, LID#5 (underground infiltration) located in the center portion of the site, and LID#6 (underground infiltration) is located in the southern portion of the site. The water quality that is treated in LID#3, LID#4, LID#5, and LID#6 drains to Interim Pond 427 but will end up in Pond F, when constructed. Every storm greater than the minor event will bypass all the LIDs and go directly into the Interim Pond 427 and in the future will drain into Pond F, when constructed. MP Basin G is made of mixed density single family lots, streets, future apartments, and open spaces, which is approximately 13.45 acres with a composite imperviousness of approximately 80.58%. MP Basin G was subdivided into 18 subbasins, G1-1 – G1-18, that have their own drainage patterns. The subdivision runoff starts in the single-family lots and sheet flows into the streets or alleys and into proposed storm line via curb inlet or area inlets that discharges into the interim swale that borders the southwest portion of the site and into Interim Pond 427. In the Master Drainage Plan, Interim Pond 427 will be turned into a conveyance channel to Pond 426. None of the basins are being treated in an LID but are accounted for in the LID calculations. Future Basin are approximately 24.73 acres with a composite imperviousness of approximately 68.40%. Future Basins were subdivided into 5 subbasins, Future-1 – Future-5, that have their Montava Subdivision Phase D Final Drainage Report Page 6 own drainage patterns. Basin Future-1 and Future-3 will have future street, proposed single- family lots, and a proposed drainage channel. Basin Future-2, Future-4, and Future-5 will have future streets, future single-family lots. All Future basins will have to have their own LID treatment and was not included with the LID calculations. In the interim conditions Future-1 – Future-3 will be detained and in the Interim Swale Pond. Future-4 and Future-5 will be detained in Interim Pond 427. Basin School is approximately 18.26 acres with a composite imperviousness is approximately 55.72%. Basin School is for the future school site and future amenities. Basin School drains from the northwest of the basin to the southeast portion of the site where it is collected by a proposed storm sewer of Phase D and routed to Pond D. Basin School will have to provide their own LID treatment and was not included with the LID calculations. Pond D Basin is approximately 7.49 acres with a composite imperviousness of 8.54%. Pond D Basin consists of proposed amenities and the entirety of Pond D. All runoff generated within Pond D Basin will sheet flow into the Pond. Pond D Basin is not treated by a LID but is accounted for in the LID calculations. Pond 427 Basin is approximately 10.23 acres with a composite imperviousness of 3.05%. Pond 427 Basin consists of an interim drainage channel and an interim Pond. All runoff in this basin will flow directly into the drainage channel or the pond. Interim Pond 427 Basin is not treated by a LID but is accounted for in the LID calculations. Off-Site Basins Offsite 1- Offsite 1 Basin is approximately 103.58 acres and will not have any improvements within it. Offsite 1 contains all the undeveloped land that is north of Phase D between Giddings Road, The Number 8 Ditch, and Richards Lake Road. All calculations that involve Offsite 1 will be done with the interim undeveloped condition. In the future when this basin is developed each separate phase will have a drainage report and ponds that will more closely match the master drainage plan. The proposed condition will capture all the runoff from the north into the Interim Swale Pond and Interim Pond 427. Runoff from this basin will be captured and detained in the interim swale pond, where it will be released into a swale running along the west side of Giddings’ Road and ultimately into Pond 427. Offsite 2- Offsite 2 Basin is approximately 75.61 acres and will not have any improvements within it. Offsite 2 contains all the undeveloped land that is south of Phase D between Interim Pond 427, Number 8 Ditch and Mountain Vista Drive. No calculations were made using runoff from Offsite 2. Offsite 2 follows existing drainage patterns where runoff from the basin sheet flows south into a spot near Mountain Vista Drive (inadvertent detention) and overtops the road in large storm events. In the future when this basin is developed each phase will have a drainage report and ponds that will attenuate the runoff as described in the master drainage report. Montava Subdivision Phase D Final Drainage Report Page 7 In the future Phase D will only be receiving runoff from the school site. All other basins will be following the master drainage plan and will have their own drainage reports that shows conformance with the master drainage plan. 2.4 Low Impact Development (LID) Per City of Fort Collins criteria, Low Impact Development (LID) features are proposed to treat 50% of the newly developed Single-Family, and 75% of the newly developed Multi-family within Phase D. The remaining water quality will be treated utilizing traditional methods (i.e. EDB). Five LID systems are being proposed for Phase D, Rain Garden and Underground detention. Four LIDs are proposed to be Underground detention, and one LID proposed to be rain garden. The percentage of newly developed areas treated by these systems is included in Appendix B. To achieve the 50% treatment for the entire site the LID that we designed are treating 100% of the area that is draining to them. The five LIDs treat 23.51 acres of the proposed Phase D site and the total required area to be treated is 21.99 acres. The LIDs overtreat the area and will be banked for future phases. The LIDs proposed also includes the future apartment sites, using 75% of the newly added imperviousness. See Appendix B for the LID exhibit showing the areas that are draining to the LID, remainder of site that is accounted for within the LID calculations, and future filings that will have to provided LID when developed. The proposed LID systems, water quality, and detention facilities will be located in tracts owned and maintained by the Montava Metropolitan District. 2.5 MDCIA “Four Step Process” Step 1 – Employ Runoff Reduction Practices Montava Phase D provides LID treatment for 50% of the single-family development and 75% of the multifamily development, through various systems (Raingardens, Wet Ponds, and future Underground detention chambers). The LID systems have been placed throughout the site to minimize directly connected impervious areas. Step 2 – Implement BMPs That Provide a WQCV with Slow Release The remaining Single-Family and Multi-family development throughout the site not being treated by the LID described is being treated through traditional water quality control volume extended drainage basins designed to release the water quality event within a minimum of 40 hours. Step 3 – Stabilize Streams Portions of Phase D will be spilling into a temporary swale that will connect Pond D with Interim Pond 427. Phase D will be spilling into a couple of ponds that will reduce the sediment load to the downstream open irrigation channel. Montava Subdivision Phase D Final Drainage Report Page 8 Step 4 – Implement Site Specific and Other Source Control BMPs 1. The following practices suggested by City of Fort Collins Criteria will be implemented throughout the design and construction process: 2. Being a single-family development, trash receptacles will be dispersed throughout the neighborhood and likely be enclosed containers that minimize concentrated and polluted runoff from entering the storm sewer system or receiving drainageways prior to being treated. 3. Phase D of Montava Subdivision does not include a dog park, but any future dog parks shall be located in areas away from detention basins and educational opportunities to reinforce pick-up practices for dog owners shall be employed. 4. Phase D of Montava Subdivision does include any community gardens. Community gardens shall be located in areas that are outside of the detention basins to prevent chemical and sediment loading. 5. Construction Best Management Practices (BMPs) will be employed to located material storage away from drainage facilities. 2.6 Variance Requests No drainage variances are being requested at this time. Montava Subdivision Phase D Final Drainage Report Page 9 3.0 - Drainage Design Criteria The drainage design presented in this report has been developed in accordance with the guidelines established by the FCSCM dated December 2018. A SWMM Model was utilized for detention sizing and basic storm water routing, while the Rational Method was utilized for sizing streets, swales, inlets, storm sewer, and other storm infrastructure. Storm system infrastructure including pipes, culverts, inlets, and drainage swales will be sized to convey at a minimum the 2-year storm event. In areas of concern, storm system infrastructure will be sized to handle the 100-year and any additional bypass flow from upstream infrastructure. 3.1 Hydrological and Hydraulic Criteria Design Rainfall & Runoff Calculation Method The hydrology of the project site for developed conditions will be evaluated based on the 2-, 10- and 100-year storm frequencies as dictated within the FCSCM manual. The Rational Method was used to determine peak runoff rates for each developed basin. Peak storm runoff values will be used to size on-site drainage facilities including storm culverts, sewers, inlets and channels for the initial and major design storms as specified in the FCSCM criteria and standards. Within the criteria and standards, the initial design storm was established as the 2- year minor storm event and the 100-year storm as the major event. Inlet Design All inlets within the project area will be designed to collect and convey the 2-year developed runoff. In areas where flooding is a concern, inlets were upsized to convey as much of the 100- year developed runoff as possible. As stated in FCSCM, Inlet Functions, Types and Appropriate Applications, the standard inlets for use on City of Loveland streets are: Inlet Type Permitted Use Type 13 Combination Inlets All street types with 6 inches of vertical curb Type 13 Inlet with Valley Grate All alleys with reverse crown Refer to Appendix F for all inlets calculations. Storm Sewer and Culvert Design As stated in the FCSCM, the Manning’s roughness coefficient (n) for all storm sewer pipe capacity calculations shall be 0.013 regardless of pipe material. The storm sewers and culverts in the project area will be designed in accordance with the criteria and standards of the FCSCM using a minimum pipe diameter of 15 inches. Where applicable, storm sewers will be sized to convey the 100-year developed runoff to the existing Montava Subdivision Phase D Final Drainage Report Page 10 detention ponds. Peak runoff for storm sewer design was calculated using the Rational Method per the FCSCM. All storm sewers will be sized using the Urban Drainage program, UD-Sewer 2009 Version 1.4.0. All culverts will be sized using the Federal Highway Administration (FHA) Program, HY-8 Version 7.30. For storm and culvert capacity calculations refer to Appendix G. Street Capacity The criteria and standards set forth in the FCSCM will be used to check street capacity for both the minor (2-year) and major (100-year) storm events. The FCSCM requires that stormwater overtopping curbs should not occur during the minor storms and the flow spread must meet the following guidelines for each street designation:  Local, Alley – flow may spread to crown of road.  Collector (without median) - flow spread must leave a minimum of 6 feet (6’) wide clear travel lane on each side of the centerline.  Arterial (with median) – flow spread must leave a minimum of 12 feet (12’) wide travel lane in both directions of travel. Additionally, the following allowable street flow depths were used for the drainage design:  Local, Alley – Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft depth at crown and 1.0-ft at gutter (most restrictive will apply)  Collector - Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft depth at crown and 1.0-ft at gutter (most restrictive will apply)  Arterial (without median) - Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft depth at crown and 1.0-ft at gutter (most restrictive will apply)  Arterial (with median) - Minor Storm 0.50-ft depth at gutter, Major Storm not to exceed bottom of gutter at median and 1.0-ft at gutter (most restrictive will apply) Refer to Appendix F for street capacity calculations. Swale Design As defined in Chapter 9 of the Fort Collins Stormwater Criteria Manual, open channels are utilized to preserve, enhance, and restore stream corridors, used in the design of constructed channels and swales by use of natural concepts. Per the FCSCM criteria and standards, all open channels must be designed to carry the major (100-year) storm runoff. For swales with greater than 100 cfs, one-foot of freeboard will be provided. For swales with less than or equal to 100 cfs, the depth of the channel must be able to convey an additional 33% of the 100-year storm flow. Drainage swales were designed to be grass-lined, triangular channels with 4:1 side-slopes. Erosion potential in the swales will be analyzed to determine if additional protective measures are needed within the project area based on Froude number calculations. Refer to Appendix H for swale calculations. Montava Subdivision Phase D Final Drainage Report Page 11 Detention Discharge and Storage Calculation Montava Phase D drains to three separate Detention / Water Quality ponds. Pond D, Interim Swale Pond, and Interim Pond 427. All ponds were designed by a SWMM model that is being submitted with this report. Interim Swale Pond and Interim Pond 427 are at least two feet higher than groundwater and Pond D is lower than groundwater with a clay barrier, see “Subsurface Exploration Report Montava Development – Tract E – Detention Pond Evaluation of Groundwater and Subsurface Conditions,” submitted concurrently with this report. Pond D is located in Pond D Basin and captures the runoff from Basin D, School Basin, and Pond D Basin. Pond D is an irrigation pond as well as a detention pond and the intent of the pond is to have the irrigation pond full so every drop of stormwater that comes into the pond will go directly into the outlet structure. For Phase D Water Quality will not be handled in Pond D and will be directed into Interim Pond 427. In the future it will be directed into Pond F, constructed with Phase E or Future Pond 426. This pond discharges into a swale that runs on the southwest border of the and into Interim Pond 427. An emergency spillway will be designed with this pond to spill south down the embankment over Timberline Road and into a proposed interim channel/ future storm line. An Interim Swale Pond is being proposed in the large swale that is north of the site. This pond was designed to handle future basins and offsite basins and will help with reducing offsite flows coming through Phase D. For Phase D Water Quality will be handled in the Interim Swale Pond. In the future, Interim Swale Pond will be removed, and the Water Quality will be handled in the Future Pond 426. This interim pond will discharge south into a proposed swale that flows to Interim Pond 427. An emergency spillway will be designed with this pond to spill south into a swale that outfalls into Interim Pond 427. Interim Pond 427 is being proposed in the southeast corner of Phase D. For Phase D a large portion of Water Quality will be handled in Interim Pond 427. In the future when Pond 427 is removed the water quality will be handled in Pond 426. An emergency spillway will be designed with this pond to spill south down the embankment overtopping Mountain Vista Drive and follow existing drainage patterns. Interim Pond 427 has been designed to reduce the 100-year developed discharge to the 2-yr historic rates and will outfall to the southeast of Giddings Road and Mountain Vista Drive into a proposed swale through the existing agricultural field and into the improved box culvert under the BNSF railroad and into the existing Anheuser-Busch Pond and eventually into the Cooper Slough through a siphon designed by others. A separate memo has completed by others for the interim outfall under the BNSF, see Appendix J for the BNSF Railway Interim Stormwater Outfall memo. See maps provided in Appendix E for the runoff flow path. Erosion and Sediment Control Montava Phase D has been designed to be in compliance with the City of Fort Collins Erosion Control Criteria and all Erosion Control Materials will be provided with the Final Drainage Report. Erosion and sedimentation occurring on-site during construction will be controlled by the use of temporary Best Management Practices (BMPs – i.e., silt fence, gravel inlet filters, vehicle tracking control pads, and straw wattle barriers). A separate Stormwater Management Plan has been provided with the PDR Submittal. Montava Subdivision Phase D Final Drainage Report Page 12 4.0 - Conclusions This Final Drainage Report has been prepared in accordance with the City of Fort Collins Stormwater Criteria Manual for a Project Development Plan (PDP) submittal. The PDP plans have also been prepared to be in compliance with the city’s current drainage criteria. Phase D has been designed to safely and effectively capture, convey, and attenuate stormwater runoff in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and Montava Master Drainage Study. The project will treat 50% of newly imperviousness single-family development and 75% of newly imperviousness multi-family development to a LID system. The remaining imperviousness area will be treated by the traditional water quality and detention ponds. The proposed drainage infrastructure will attenuate the flow prior to entering the downstream properties/ infrastructure. All stormwater from Phase D will be discharged to the southeast corner of the Mountain Vista Drive and Giddings Road. This plan respects historic drainage patterns while significantly reducing runoff rates from the 100-year developed to the 2-year historic rate. This substantial reduction will ensure there are no adverse impacts on the downstream infrastructure and will help alleviate and reduce the current impacts on existing systems. Therefore, all downstream infrastructure will function as it has historically, and no analysis is required. Additionally, areas of future development adjacent to the project area will have to been analyzed to ensure that adequate facilities will accommodate future development. Montava Subdivision Phase D Final Drainage Report Page 13 5.0 - References 1. Fort Collins Stormwater Criteria Manual, as adopted by the city of Fort Collins, as referenced in Section 26-500 of the Code of the City of Fort Collins, December 2018. 2. City of Fort Collins Cooper Slough Alternatives Analysis Update, prepared by Fort Collins Department of Utilities, prepared by ICON Engineering Inc., October 2017 3. Montava Planned Unit Development Master Drainage Study, by Martin/Martin Inc., dated January 23, 2019 Montava Subdivision Phase D Final Drainage Report Page 14 6.0 - Appendices The following appendices are attached to and made part of this final drainage design report: APPENDIX A HYDROLOGIC ANALYSIS APPENDIX B LOW IMPACT DEVELOPMENT (LID) CALCULATIONS APPENDIX C FEMA FLOOD INSURANCE RATE MAP APPENDIX D USDA HYDROLOGIC SOIL GROUP MAP APPENDIX E DRAINAGE PLANS APPENDIX F STREET CAPACITY & STORM INLET ANALYSIS APPENDIX G STORM SEWER & CULVERT DESIGN APPENDIX H DRAINAGE SWALE DESIGN APPENDIX I DETENTION & ROUTING ANALYSIS APPENDIX J BNSF RAILWAY INTERIM STORMWATER OUTFALL MEMO APPENDIX K EXCERPTS FROM PREVIOUS DRAINAGE REPORTS APPENDIX A HYDOLOGIC ANALYSIS MONTAVA SUBDIVISION PHASE D Final Drainage Report Duration 2-yr 10-yr 100-yr 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.40 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.80 40 1.07 1.83 3.74 41 1.05 1.80 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.60 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.90 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.40 2.86 65 0.78 1.32 2.71 70 0.73 1.25 2.59 75 0.70 1.19 2.48 80 0.66 1.14 2.38 85 0.64 1.09 2.29 90 0.61 1.05 2.21 95 0.58 1.01 2.13 100 0.56 0.97 2.06 105 0.54 0.94 2.00 110 0.52 0.91 1.94 115 0.51 0.88 1.88 120 0.49 0.86 1.84 From the City of Fort Collins Storm Drainage Design Criteria and Construction Standards City of Fort Collins IDF Curves MONTAVA SUBDIVISION PHASE D Final Drainage Report From the Town of Timnath Design Criteria Manual and Construction Specifications y = 2.567e-0.021x R² = 0.952 y = 26.332x-0.53 R² = 0.9831 0.00 2.00 4.00 6.00 8.00 10.00 12.00 0 10 20 30 40 50 60 70 Ra i n f a l l I n t e n s i t y ( i n / h r ) Storm Duration (min) City of Fort Collins IDF Curves 2-yr 10-yr 100-yr Expon. (2-yr) Power (100-yr) MONTAVA SUBDIVISON PHASE D Final Drainage Report High Density 0.85 90 Lawn, Clayey, <2% Slope 0.20 2 Lawn, Clayey, >7% Slope 0.35 2 Lawn, Clayey, 2-7% Slope 0.25 2 Lawn, Sandy, <2% Slope 0.10 2 Lawn, Sandy, >7% Slope 0.20 2 Lawn, Sandy, 2-7% Slope 0.15 2 Low Denisty 0.55 50 Medium Density 0.65 70 Open Lands, Transition 0.20 20 Roofs 0.95 90 Streets: Gravel 0.50 40 Streets: Paved 0.95 100 Streets: Permeable Pavers 0.50 40 Urban Estate 0.30 30 From Table 3-3 of the City of Fort Collins, Stormwater Criteria Manual Runoff Coefficient Impervious (%) City of Fort Collins Rational Method Runoff Coefficients MONTAVA SUBDIVISION PHASE D Final Drainage Report Composite C C2 C10 C100 Medium Density 0.00 0.65 70 Streets: Paved 0.63 0.95 100 Lawn, Clayey, 2-7% Slope 0.16 0.25 2 Medium Density 0.80 0.65 70 Streets: Paved 0.70 0.95 100 Open Lands, Transition 0.13 0.20 20 Medium Density 0.25 0.65 70 Streets: Paved 0.15 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.19 0.95 100 Lawn, Sandy, >7% Slope 0.03 0.20 2 Medium Density 0.00 0.65 70 Streets: Paved 0.15 0.95 100 Lawn, Sandy, >7% Slope 0.03 0.20 2 Medium Density 0.13 0.65 70 Streets: Paved 0.09 0.95 100 Lawn, Sandy, >7% Slope 0.02 0.20 2 Medium Density 1.18 0.65 70 Streets: Paved 0.53 0.95 100 Lawn, Clayey, >7% Slope 0.07 0.35 2 Medium Density 0.89 0.65 70 Streets: Paved 0.27 0.95 100 Lawn, Clayey, >7% Slope 0.56 0.35 2 Medium Density 0.61 0.65 70 Streets: Paved 0.21 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.56 0.65 70 Streets: Paved 0.74 0.95 100 Lawn, Clayey, >7% Slope 0.07 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.33 0.95 100 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.36 0.65 70 Streets: Paved 0.41 0.95 100 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.25 0.65 70 Streets: Paved 0.47 0.95 100 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.17 0.65 70 Streets: Paved 0.53 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.14 0.65 70 Streets: Paved 0.08 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.08 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.17 0.65 70 Streets: Paved 0.10 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.20 0.65 70 Streets: Paved 0.14 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 BASIN D TOTAL 12.79 76.99% 0.75 0.75 0.75 0.93 D-18 0.36 77.89% 0.75 0.75 0.75 0.94 0.70 92.71% 0.88 0.88 0.88 1.00D-14 0.77 83.90%D-13 0.81 0.81 D-12 0.82 80.85% 0.81 1.00 Onsite Basin Composite Runoff Coefficients Basin/ Sub-Basin Area (ac) Attribute 80.40% Attribute Area (ac) Composite Runoff CoefficientsRunoff Coefficient, C Percent ImperviousImpervious 0.81 0.81 1.000.81D-1 0.79 0.85 0.85 0.73 86.64% D-2 1.63 78.90% 0.74 0.74 D-4 0.22 D-3 0.40 0.73 0.82 81.25% 0.76 0.76 0.74 0.85 0.73 D-5 76.26% 0.76 D-6 0.24 75.58% D-11 0.38 87.11% D-8 1.72 52.57% D-7 1.78 D-9 0.82 77.68% 82.73% 0.73 0.60 0.73 D-10 1.37 0.75 0.73 0.870.87 0.60 0.60 0.73 0.73 0.73 1.00 0.80 0.80 1.000.80 0.91 0.78 0.78 0.98 0.87 0.93 0.95 1.00 0.18 83.12% 0.82 0.82 0.91 0.91 1.00 0.78 D-15 0.22 80.91% 0.76 0.76 0.76 0.95 D-16 0.10 80.40% 0.83 0.83 0.83 1.00 D-17 0.29 75.66% 0.73 0.73 0.73 0.92 MONTAVA SUBDIVISION PHASE D Final Drainage Report Medium Density 0.00 0.65 70 Streets: Paved 0.51 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.49 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.04 0.95 100 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.08 0.65 70 Streets: Paved 0.06 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.42 0.65 70 Streets: Paved 0.22 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 1.10 0.65 70 Streets: Paved 0.78 0.95 100 Lawn, Clayey, >7% Slope 0.11 0.35 2 Medium Density 1.27 0.65 70 Streets: Paved 0.65 0.95 100 Lawn, Clayey, >7% Slope 0.08 0.35 2 Medium Density 0.93 0.65 70 Streets: Paved 1.47 0.95 100 Lawn, Clayey, >7% Slope 0.14 0.35 2 Medium Density 0.61 0.65 70 Streets: Paved 0.20 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.09 0.65 70 Streets: Paved 0.06 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.18 0.95 100 Lawn, Clayey, >7% Slope 0.04 0.35 2 Medium Density 0.23 0.65 70 Streets: Paved 0.27 0.95 100 Lawn, Clayey, >7% Slope 0.04 0.35 2 Medium Density 0.50 0.65 70 Streets: Paved 0.42 0.95 100 Lawn, Clayey, >7% Slope 0.12 0.35 2 Medium Density 0.66 0.65 70 Streets: Paved 0.28 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 1.02 0.65 70 Streets: Paved 0.41 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.20 0.95 100 Lawn, Clayey, >7% Slope 0.06 0.35 2 Medium Density 0.06 0.65 70 Streets: Paved 0.25 0.95 100 Lawn, Clayey, >7% Slope 0.03 0.35 2 High Density 1.45 0.85 90 Streets: Paved 0.00 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.34 0.65 70 Streets: Paved 0.41 0.95 100 Lawn, Clayey, >7% Slope 0.04 0.35 2 Medium Density 0.41 0.65 70 Streets: Paved 0.17 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.76 0.65 70 Streets: Paved 0.21 0.95 100 Lawn, Clayey, >7% Slope 0.33 0.35 2 Medium Density 1.13 0.65 70 Streets: Paved 0.48 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.21 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.10 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.24 0.95 100 Lawn, Clayey, >7% Slope 0.04 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.25 0.95 100 Lawn, Clayey, >7% Slope 0.04 0.35 2 Medium Density 0.45 0.65 70 Streets: Paved 0.23 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.29 0.65 70 Streets: Paved 0.09 0.95 100 Lawn, Clayey, >7% Slope 0.26 0.35 2 Medium Density 0.33 0.65 70 Streets: Paved 0.27 0.95 100 Lawn, Clayey, >7% Slope 0.37 0.35 2 Medium Density 0.70 0.65 70 Streets: Paved 0.50 0.95 100 Lawn, Clayey, >7% Slope 0.12 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.05 0.95 100 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.20 0.65 70 Streets: Paved 0.06 0.95 100 Lawn, Clayey, >7% Slope 0.01 0.35 2 BASIN F TOTAL 24.68 77.83% 0.81 0.81 0.81 0.93 1.32 75.18% 0.74 0.74 0.74 0.77 0.92F-30 1.00 83.61% 0.81 1.00 0.7277.41% F-13 F-9 0.81 F-8 2.54 F-27 0.68 80.15% 0.75 0.75 0.75 0.94 0.26 F-22 1.61 F-17 0.34 0.15 82.00% F-21 1.30 57.58% 0.62 0.62 0.62 F-20 82.62% F-12 0.54 79.96% F-15 F-2 0.95 0.95 0.83 0.95 0.81 F-18 1.45 F-19 0.78 F-10 0.94F-14 0.73 0.73 F-6 1.99 78.00% 0.14 82.86% 0.78 0.78 0.78 0.97 2.00 76.83% 78.94% 0.74 0.74 0.74 0.74 91.48% 0.90 0.90 0.81 78.94% 0.740.74 0.85 1.43 86.06% 1.04 74.27% 0.74 0.74 80.40% 0.83 0.78 0.78 0.05 0.64 80.31% 0.75 0.77 0.77 0.75 0.75 0.75 0.72 0.49 F-11 0.22 82.18% 0.84 F-5 83.67% 77.38% 0.74 0.79 0.79 78.60% F-28 0.64 F-23 0.79 F-24 0.12 F-26 46.59% 0.57 0.57 0.57 0.85 0.84 0.84 F-16 0.81 0.74 0.74 0.71 1.00 0.95 0.90 1.00 F-1 0.51 100.00% 100.00% 0.95 0.95 F-3 0.92 0.85 0.74 0.97 0.92 1.00 1.00 0.79 0.99 1.00 0.83 0.73 0.92 0.84 F-25 0.28 86.00% 0.86 0.86 0.86 52.41% 0.62 0.62 0.62 0.85 0.85 0.85 1.00 0.29 86.48% 0.87 0.85 0.85 0.87 0.74 0.92 F-7 0.78 0.77 0.94 F-31 0.06 83.67% F-32 0.27 74.15% 0.71 0.71 0.71 0.88 F-29 0.97 0.23 0.58 78.79% 90.00% F-4 0.85 1.00 0.87 1.00 0.96 1.00 1.00 0.92 0.92 0.72 0.91 0.74 0.81 0.74 0.84 0.75 1.00 0.75 0.94 0.84 0.81 MONTAVA SUBDIVISION PHASE D Final Drainage Report Medium Density 0.72 0.65 70 Streets: Paved 0.66 0.95 100 Lawn, Clayey, >7% Slope 0.29 0.35 2 Medium Density 0.69 0.65 70 Streets: Paved 0.58 0.95 100 Lawn, Clayey, >7% Slope 0.30 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.29 0.95 100 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.28 0.95 100 Lawn, Clayey, >7% Slope 0.03 0.35 2 High Density 4.08 0.85 90 Streets: Paved 0.00 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.49 0.65 70 Streets: Paved 0.20 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.88 0.65 70 Streets: Paved 0.72 0.95 100 Lawn, Clayey, >7% Slope 0.22 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.09 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.88 0.95 100 Lawn, Clayey, >7% Slope 0.11 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.43 0.95 100 Lawn, Clayey, >7% Slope 0.06 0.35 2 Medium Density 0.02 0.65 70 Streets: Paved 0.20 0.95 100 Lawn, Clayey, >7% Slope 0.12 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.20 0.95 100 Lawn, Clayey, >7% Slope 0.11 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.17 0.95 100 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.19 0.95 100 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.02 0.65 70 Streets: Paved 0.08 0.95 100 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.02 0.65 70 Streets: Paved 0.09 0.95 100 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.05 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.04 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 BASIN G1 TOTAL 13.45 80.58% 0.79 0.79 0.79 0.95 63.65% 0.72 0.31 0.88 0.84 0.84 1.00 G1-16 0.12 86.83% 0.85 0.85 0.85 1.00 G1-2 G1-14 0.21 90.67% 0.89 0.89 0.89 1.00 0.72 0.72 0.92 0.74 0.74 G1-3 0.81 G1-12 0.49 0.34 0.72 0.99 0.34 0.31 4.08 G1-10 G1-11 G1-13 0.81 0.72 G1-4 G1-8 G1-5 90.52% 0.89 0.89 G1-9 0.90 90.00% 0.85 0.85 78.70% 0.74 0.74 0.95 0.95 0.95 1.00 0.81 G1-15 0.70 0.88 85.59% 0.86 0.73 0.73 1.00 0.89 0.86 89.11% 0.88 0.88 0.88 100.00% 0.88 1.57 G1-6 70.05% 0.880.70 0.85 1.00 0.74 0.22 77.73% 1.00 0.74 73.65%G1-7 1.82 0.09 65.23% G1-18 0.04 100.00% 0.95 0.95 0.95 1.00 G1-17 0.05 100.00% 0.95 0.95 0.95 1.00 0.92 1.00 0.11 85.64% 0.84 0.69 G1-1 68.09% 0.70 0.86 1.00 88.00% 1.00 0.90 0.92 0.72 0.73 1.67 MONTAVA SUBDIVISION PHASE D Final Drainage Report Medium Density 0.00 0.65 70 Streets: Paved 0.47 0.95 100 Lawn, Clayey, >7% Slope 0.11 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.46 0.95 100 Lawn, Clayey, >7% Slope 0.11 0.35 2 BASIN C2 TOTAL 1.15 81.25% 0.84 0.84 0.84 1.00 Medium Density 0.00 0.65 70 Streets: Paved 0.87 0.95 100 Lawn, Clayey, >7% Slope 1.11 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.60 0.95 100 Lawn, Clayey, >7% Slope 0.79 0.35 2 GIDDINGS TOTAL 3.37 44.72% 0.61 0.61 0.61 0.76 Medium Density 0.91 0.65 70 Streets: Paved 3.11 0.95 100 Lawn, Clayey, >7% Slope 2.53 0.35 2 Medium Density 2.48 0.65 70 Streets: Paved 0.83 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.45 0.65 70 Streets: Paved 1.01 0.95 100 Lawn, Clayey, >7% Slope 1.50 0.35 2 Medium Density 2.78 0.65 70 Streets: Paved 1.56 0.95 100 Lawn, Clayey, >7% Slope 0.18 0.35 2 Medium Density 5.68 0.65 70 Streets: Paved 1.89 0.95 100 Lawn, Clayey, >7% Slope 0.00 0.35 2 FUTURE BASINS TOTAL 24.91 68.62% 0.70 0.70 0.70 0.88 Medium Density 0.00 0.65 70 Streets: Paved 10.01 0.95 100 Lawn, Clayey, >7% Slope 8.25 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.50 0.95 100 Lawn, Clayey, >7% Slope 6.99 0.35 2 Medium Density 0.00 0.65 70 Streets: Paved 0.11 0.95 100 Lawn, Clayey, >7% Slope 10.12 0.35 2 POND / SCHOOL TOTAL 35.98 30.93% 0.53 0.53 0.53 0.66 Open Lands, Transition 103.58 0.20 20 0.00 0.00 0 0.00 0.00 0 Open Lands, Transition 75.61 0.20 20 0.00 0.00 0 0.00 0.00 0 OFFSITE TOTAL 179.19 20.00% 0.20 0.20 0.20 0.25 0.39 0.76 FUTURE-2 0.68 0.68FUTURE-1 GIDDING-1 GIDDING-2 C2-2 1.98 6.55 1.39 45.78%2.96 57.98% 1.00 44.96% 0.61 0.61 0.61 0.77 C2-1 0.58 0.84 0.84 77.52% 0.73 0.36 20.00% 0.20 0.20 4.52 77.65% 0.74 0.74 0.74 0.93 44.37% 0.61 0.61 0.61 0.600.60 0.91 0.85 FUTURE-3 0.85 0.75 0.25 0.73 0.73 0.913.31 0.45 0.25 3.05% 0.36 0.36 0.68 0.60 0.20 OFFSITE 2 75.61 20.00% 0.20 POND D 7.49 8.54% 0.39 0.490.39 81.41% 0.84 0.83 0.83 0.83 1.00 FUTURE-4 0.57 81.09% POND 427 0.200.20 OFFSITE 1 103.58 10.23 FUTURE-5 7.57 77.49% 0.72 0.72 0.72 18.26 55.72% 0.68 0.68SCHOOL 0.68 MONTAVA SUBDIVISION PHASE D Final Drainage Report Frequency Adj. Overland Flow Average Overland Travel Time Channelized Channel Channel Channelized Time Time of Concentration Runoff Coefficents Length, D Overland Slope Tov Flow Length Slope Velocity Tt Tc = Tov + Tt (min) C5 (ft) (%) (min) (ft) (%) (ft/s) (min) D-1 0.81 25 2 2 879 0.5 1.4 10 12 D-2 0.74 48 2 4 870 0.5 1.4 10 14 D-3 0.76 68 2 4 130 0.5 1.4 2 6 D-4 0.85 20 2 2 180 0.5 1.4 2 5 D-5 0.82 20 2 2 178 0.5 1.4 2 5 D-6 0.73 71 2 5 341 0.5 1.4 4 9 D-7 0.73 60 2 4 783 0.5 1.4 9 13 D-8 0.60 60 2 6 356 0.5 1.4 4 10 D-9 0.73 61 2 4 178 0.5 1.4 2 6 D-10 0.80 59 2 3 566 0.5 1.4 7 10 D-11 0.87 20 2 2 375 0.5 1.4 4 6 D-12 0.78 68 2 4 458 0.5 1.4 5 9 D-13 0.81 54 2 3 433 0.5 1.4 5 8 D-14 0.88 60 2 3 75 0.5 1.4 1 5 D-15 0.76 64 2 4 94 0.5 1.4 1 5 D-16 0.83 14 2 1 150 0.5 1.4 2 5 D-17 0.73 65 2 4 150 0.5 1.4 2 6 D-18 0.75 65 2 4 120 0.5 1.4 1 5 Basin Time of Concentration Basin MONTAVA SUBDIVISION PHASE D Final Drainage Report F-1 0.95 30 2 1 360 0.5 1.4 4 5 F-2 0.95 30 2 1 360 0.5 1.4 4 5 F-3 0.83 18 2 2 67 0.5 1.4 1 5 F-4 0.78 65 2 4 62 0.5 1.4 1 5 F-5 0.75 70 2 4 300 0.5 1.4 4 8 F-6 0.75 60 2 4 620 0.5 1.4 7 11 F-7 0.73 90 2 5 650 0.5 1.4 8 13 F-8 0.81 32 2 2 650 0.5 1.4 8 10 F-9 0.72 60 2 4 300 0.5 1.4 4 8 F-10 0.77 60 2 4 82 0.5 1.4 1 5 F-11 0.84 15 2 1 315 0.5 1.4 4 5 F-12 0.78 87 2 4 195 0.5 1.4 2 6 F-13 0.74 25 2 3 375 0.5 1.4 4 7 F-14 0.74 50 2 4 450 0.5 1.4 5 9 F-15 0.74 65 2 4 550 0.5 1.4 7 11 F-16 0.81 15 2 2 305 0.5 1.4 4 6 F-17 0.84 20 2 2 305 0.5 1.4 4 6 F-18 0.85 200 2 5 177 0.5 1.4 2 7 F-19 0.79 95 2 4 182 0.5 1.4 2 6 F-20 0.74 65 2 4 215 0.5 1.4 3 7 F-21 0.62 65 2 6 405 0.5 1.4 5 11 F-22 0.74 65 2 4 590 0.5 1.4 7 11 F-23 0.90 15 2 1 131 0.5 1.4 2 5 F-24 0.85 20 2 2 95 0.5 1.4 1 5 F-25 0.86 15 2 1 120 0.5 1.4 1 5 F-26 0.87 25 2 2 236 0.5 1.4 3 5 F-27 0.75 65 2 4 290 0.5 1.4 3 7 F-28 0.57 60 2 6 200 0.5 1.4 2 8 F-29 0.62 68 2 6 182 0.5 1.4 2 8 F-30 0.74 70 2 5 300 0.5 1.4 4 9 F-31 0.85 12 2 1 260 0.5 1.4 3 5 F-32 0.71 90 2 6 80 0.5 1.4 1 7 MONTAVA SUBDIVISION PHASE D Final Drainage Report G1-1 0.72 65 2 5 605 0.5 1.4 7 12 G1-2 0.70 65 2 5 605 0.5 1.4 7 12 G1-3 0.86 15 2 1 320 0.5 1.4 4 5 G1-4 0.89 20 2 1 308 0.5 1.4 4 5 G1-5 0.85 280 2 6 0 0.5 1.4 0 6 G1-6 0.74 106 2 6 219 0.5 1.4 3 9 G1-7 0.73 51 2 4 540 0.5 1.4 6 10 G1-8 0.95 20 2 1 30 0.5 1.4 0 5 G1-9 0.88 15 2 1 500 0.5 1.4 6 7 G1-10 0.88 30 2 2 335 0.5 1.4 4 6 G1-11 0.72 70 2 5 130 0.5 1.4 2 7 G1-12 0.74 15 2 2 155 0.5 1.4 2 5 G1-13 0.81 32 2 2 180 0.5 1.4 2 5 G1-14 0.89 23 2 1 175 0.5 1.4 2 5 G1-15 0.84 25 2 2 130 0.5 1.4 2 5 G1-16 0.85 25 2 2 130 0.5 1.4 2 5 G1-17 0.95 15 2 1 45 0.5 1.4 1 5 G1-18 0.95 20 2 1 45 0.5 1.4 1 5 C2-1 0.84 20 2 2 625 0.5 1.4 7 9 C2-2 0.83 20 2 2 625 0.5 1.4 7 9 GIDDING-1 0.84 20 2 2 1675 0.5 1.4 20 22 GIDDING-2 0.61 20 2 3 1150 0.5 1.4 14 17 FUTURE-1 0.68 155 2 8 765 0.5 1.4 9 17 FUTURE-2 0.73 145 2 7 200 0.5 1.4 2 9 FUTURE-3 0.60 400 2 15 1395 0.5 1.4 17 32 FUTURE-4 0.74 400 2 11 300 0.5 1.4 4 15 FUTURE-5 0.72 400 2 11 300 0.5 1.4 4 15 SCHOOL 0.68 400 2 12 600 0.5 1.4 7 19 POND D 0.39 150 2 13 150 0.5 1.4 2 15 POND 427 0.36 50 2 8 2750 0.5 1.4 33 41 OFFSITE 1 0.20 300 2 23 1500 2.0 0.7 36 59 OFFSITE 2 0.20 300 2 23 2000 2.0 0.7 48 71 MONTAVA SUBDIVISION PHASE D Final Drainage Report Time of Concentration 2 - year 10 - year 100 - year Tc (min) 2 - Year 10 - Year 100 - Year 2 - Year 10 - Year 100 - Year D-1 0.79 0.81 0.81 1.00 12 2.05 3.50 7.16 1.31 2.24 5.66 D-2 1.63 0.74 0.74 0.93 14 1.92 3.29 6.71 2.33 3.98 10.16 D-3 0.40 0.76 0.76 0.95 6 2.67 4.56 9.31 0.81 1.39 3.55 D-4 0.22 0.85 0.85 1.00 5 2.85 4.87 9.95 0.53 0.91 2.19 D-5 0.18 0.82 0.82 1.00 5 2.85 4.87 9.95 0.42 0.72 1.79 D-6 0.24 0.73 0.73 0.91 9 2.30 3.93 8.03 0.40 0.68 1.75 D-7 1.78 0.73 0.73 0.91 13 1.98 3.39 6.92 2.56 4.39 11.20 D-8 1.72 0.60 0.60 0.75 10 2.21 3.78 7.72 2.28 3.90 9.95 D-9 0.82 0.73 0.73 0.91 6 2.67 4.56 9.31 1.59 2.72 6.94 D-10 1.37 0.80 0.80 1.00 10 2.21 3.78 7.72 2.41 4.13 10.53 D-11 0.38 0.87 0.87 1.00 6 2.67 4.56 9.31 0.88 1.51 3.54 D-12 0.82 0.78 0.78 0.98 9 2.30 3.93 8.03 1.47 2.52 6.43 D-13 0.77 0.81 0.81 1.00 8 2.40 4.10 8.38 1.50 2.57 6.45 D-14 0.70 0.88 0.88 1.00 5 2.85 4.87 9.95 1.75 2.99 6.97 D-15 0.22 0.76 0.76 0.95 5 2.85 4.87 9.95 0.48 0.81 2.08 D-16 0.10 0.83 0.83 1.00 5 2.85 4.87 9.95 0.24 0.40 1.00 D-17 0.29 0.73 0.73 0.92 6 2.67 4.56 9.31 0.57 0.97 2.47 D-18 0.36 0.75 0.75 0.94 5 2.85 4.87 9.95 0.77 1.31 3.36 Basin Peak Discharge Rainfall Intensity (in/hr) Peak Discharge (cfs)Basin Basin Area (ac) Frequency Adj. Runoff Coefficients MONTAVA SUBDIVISION PHASE D Final Drainage Report F-1 0.51 0.95 0.95 1.00 5 2.85 4.87 9.95 1.38 2.36 5.07 F-2 0.49 0.95 0.95 1.00 5 2.85 4.87 9.95 1.33 2.27 4.88 F-3 0.05 0.83 0.83 1.00 5 2.85 4.87 9.95 0.12 0.20 0.50 F-4 0.14 0.78 0.78 0.97 5 2.85 4.87 9.95 0.31 0.53 1.36 F-5 0.64 0.75 0.75 0.94 8 2.40 4.10 8.38 1.16 1.98 5.05 F-6 1.99 0.75 0.75 0.94 13 1.98 3.39 6.92 2.96 5.07 12.93 F-7 2.00 0.73 0.73 0.92 13 1.98 3.39 6.92 2.91 4.98 12.70 F-8 2.54 0.81 0.81 1.00 10 2.21 3.78 7.72 4.53 7.75 19.61 F-9 0.81 0.72 0.72 0.91 8 2.40 4.10 8.38 1.41 2.40 6.14 F-10 0.15 0.77 0.77 0.96 5 2.85 4.87 9.95 0.33 0.56 1.44 F-11 0.22 0.84 0.84 1.00 5 2.85 4.87 9.95 0.53 0.90 2.19 F-12 0.54 0.78 0.78 0.97 6 2.67 4.56 9.31 1.12 1.92 4.89 F-13 1.04 0.74 0.74 0.92 7 2.52 4.31 8.80 1.93 3.30 8.43 F-14 0.94 0.74 0.74 0.92 9 2.30 3.93 8.03 1.60 2.73 6.98 F-15 1.43 0.74 0.74 0.92 11 2.13 3.63 7.42 2.24 3.82 9.76 F-16 0.26 0.81 0.81 1.00 6 2.67 4.56 9.31 0.56 0.96 2.42 F-17 0.34 0.84 0.84 1.00 6 2.67 4.56 9.31 0.77 1.31 3.17 F-18 1.45 0.85 0.85 1.00 7 2.52 4.31 8.80 3.11 5.31 12.76 F-19 0.79 0.79 0.79 0.99 6 2.67 4.56 9.31 1.67 2.86 7.30 F-20 0.58 0.74 0.74 0.92 7 2.52 4.31 8.80 1.08 1.84 4.71 F-21 1.30 0.62 0.62 0.78 11 2.13 3.63 7.42 1.72 2.94 7.50 F-22 1.61 0.74 0.74 0.92 11 2.13 3.63 7.42 2.54 4.32 11.04 F-23 0.23 0.90 0.90 1.00 5 2.85 4.87 9.95 0.59 1.01 2.29 F-24 0.12 0.85 0.85 1.00 5 2.85 4.87 9.95 0.29 0.50 1.19 F-25 0.28 0.86 0.86 1.00 5 2.85 4.87 9.95 0.69 1.18 2.79 F-26 0.29 0.87 0.87 1.00 5 2.85 4.87 9.95 0.72 1.22 2.89 F-27 0.68 0.75 0.75 0.94 7 2.52 4.31 8.80 1.29 2.20 5.62 F-28 0.64 0.57 0.57 0.71 8 2.40 4.10 8.38 0.88 1.50 3.82 F-29 0.97 0.62 0.62 0.77 8 2.40 4.10 8.38 1.44 2.46 6.29 F-30 1.32 0.74 0.74 0.92 9 2.30 3.93 8.03 2.24 3.82 9.76 F-31 0.06 0.85 0.85 1.00 5 2.85 4.87 9.95 0.15 0.25 0.60 F-32 0.27 0.71 0.71 0.88 7 2.52 4.31 8.80 0.48 0.82 2.10 MONTAVA SUBDIVISION PHASE D Final Drainage Report G1-1 1.67 0.72 0.72 0.90 12 2.05 3.50 7.16 2.45 4.19 10.71 G1-2 1.57 0.70 0.70 0.88 12 2.05 3.50 7.16 2.26 3.87 9.89 G1-3 0.34 0.86 0.86 1.00 5 2.85 4.87 9.95 0.84 1.43 3.38 G1-4 0.31 0.89 0.89 1.00 5 2.85 4.87 9.95 0.79 1.35 3.08 G1-5 4.08 0.85 0.85 1.00 6 2.67 4.56 9.31 9.26 15.81 37.98 G1-6 0.69 0.74 0.74 0.92 9 2.30 3.93 8.03 1.17 2.00 5.10 G1-7 1.82 0.73 0.73 0.92 10 2.21 3.78 7.72 2.95 5.04 12.86 G1-8 0.09 0.95 0.95 1.00 5 2.85 4.87 9.95 0.24 0.42 0.90 G1-9 0.99 0.88 0.88 1.00 7 2.52 4.31 8.80 2.20 3.77 8.71 G1-10 0.49 0.88 0.88 1.00 6 2.67 4.56 9.31 1.15 1.96 4.56 G1-11 0.34 0.72 0.72 0.90 7 2.52 4.31 8.80 0.62 1.06 2.70 G1-12 0.31 0.74 0.74 0.92 5 2.85 4.87 9.95 0.65 1.11 2.84 G1-13 0.22 0.81 0.81 1.00 5 2.85 4.87 9.95 0.51 0.87 2.19 G1-14 0.21 0.89 0.89 1.00 5 2.85 4.87 9.95 0.53 0.91 2.09 G1-15 0.11 0.84 0.84 1.00 5 2.85 4.87 9.95 0.26 0.45 1.09 G1-16 0.12 0.85 0.85 1.00 5 2.85 4.87 9.95 0.29 0.50 1.19 G1-17 0.05 0.95 0.95 1.00 5 2.85 4.87 9.95 0.14 0.23 0.50 G1-18 0.04 0.95 0.95 1.00 5 2.85 4.87 9.95 0.11 0.19 0.40 C2-1 0.58 0.84 0.84 1.00 9 2.30 3.93 8.03 1.12 1.91 4.66 C2-2 0.57 0.83 0.83 1.00 9 2.30 3.93 8.03 1.09 1.87 4.58 GIDDING-1 1.98 0.61 0.61 0.77 22 1.53 2.61 5.32 1.86 3.17 8.07 GIDDING-2 1.39 0.61 0.61 0.76 17 1.75 2.99 6.10 1.48 2.53 6.46 FUTURE-1 6.55 0.68 0.68 0.85 17 1.75 2.99 6.10 7.76 13.25 33.79 FUTURE-2 3.31 0.73 0.73 0.91 9 2.30 3.93 8.03 5.52 9.43 24.10 FUTURE-3 2.96 0.60 0.60 0.75 32 1.24 2.12 4.33 2.20 3.77 9.62 FUTURE-4 4.52 0.74 0.74 0.93 15 1.87 3.19 6.52 6.27 10.69 27.32 FUTURE-5 7.57 0.72 0.72 0.91 15 1.87 3.19 6.52 10.26 17.51 44.72 SCHOOL 18.26 0.68 0.68 0.85 19 1.65 2.82 5.75 20.46 34.96 89.10 POND D 7.49 0.39 0.39 0.49 15 1.87 3.19 6.52 5.46 9.32 23.81 POND 427 10.23 0.36 0.36 0.45 41 1.05 1.80 3.68 3.83 6.56 16.77 OFFSITE 1 103.58 0.20 0.20 0.25 59 0.83 1.42 2.89 17.19 29.42 74.84 OFFSITE 2 75.61 0.20 0.20 0.25 71 0.82 1.40 2.86 12.40 21.17 54.06 MONTAVA SUBDIVISION PHASE D Final Drainage Report Time of Concentration Tc (min) 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 1 SCHOOL, D-1, D-2 20.68 19.00 0.69 0.69 0.86 1.65 2.82 5.75 23.51 40.18 102.35 2 DP-1, D-18 21.04 19.00 0.69 0.69 0.86 1.65 2.82 5.75 23.95 40.94 104.29 3 DP-2, D-4 21.26 19.00 0.69 0.69 0.86 1.65 2.82 5.75 24.26 41.47 105.56 4 D-3, D-9 1.22 6.00 0.74 0.74 0.92 2.67 4.56 9.31 2.41 4.11 10.49 5 DP-4, D-14 1.92 6.00 0.79 0.79 0.95 2.67 4.56 9.31 4.05 6.91 17.00 6 DP-5, D-8, D-10, D-13 5.78 10.00 0.74 0.74 0.91 2.21 3.78 7.72 9.42 16.12 40.53 7 DP-6, D-7, D-15 7.78 13.00 0.74 0.74 0.91 1.98 3.39 6.92 11.34 19.41 48.97 8 DP-8, D-11, D-12 8.98 13.00 0.75 0.75 0.92 1.98 3.39 6.92 13.26 22.71 57.15 9 D-16, D-17 0.39 6.00 0.76 0.76 0.94 2.67 4.56 9.31 0.79 1.35 3.40 10 DP-8, DP-9 9.37 13.00 0.75 0.75 0.92 1.98 3.39 6.92 13.85 23.71 59.68 11 DP-11, D-6 9.61 13.00 0.75 0.75 0.92 1.98 3.39 6.92 14.19 24.30 61.18 12 DP-12, D-5 9.79 13.00 0.75 0.75 0.92 1.98 3.39 6.92 14.48 24.80 62.43 13 F-3, F-4, F-30 1.51 9.00 0.74 0.74 0.93 2.30 3.93 8.03 2.58 4.41 11.25 14 DP-13, F-11, F-12 2.27 9.00 0.76 0.76 0.95 2.30 3.93 8.03 3.97 6.79 17.23 15 DP-14, F-5 2.91 9.00 0.76 0.76 0.94 2.30 3.93 8.03 5.08 8.68 22.07 16 F-9, F-10 0.96 8.00 0.73 0.73 0.91 2.40 4.10 8.38 1.68 2.88 7.35 17 DP-16, F-27 1.64 8.00 0.74 0.74 0.92 2.40 4.10 8.38 2.91 4.97 12.71 18 DP-17, F-8, F-13, F-29 6.19 10.00 0.75 0.75 0.89 2.21 3.78 7.72 10.23 17.50 42.40 19 DP-18, F-7 8.19 13.00 0.74 0.74 0.89 1.98 3.39 6.92 12.07 20.67 50.71 20 DP-19, F-6, F-28 10.82 13.00 0.74 0.74 0.89 1.98 3.39 6.92 15.76 26.98 66.80 21 DP-15, DP-20 13.73 13.00 0.74 0.74 0.90 1.98 3.39 6.92 20.13 34.47 85.82 22 DP-21, F-31, F-32 14.06 13.00 0.74 0.74 0.90 1.98 3.39 6.92 20.61 35.29 87.88 23 F-14, F-15 2.37 11.00 0.74 0.74 0.92 2.13 3.63 7.42 3.72 6.34 16.21 24 F-20, F-22 2.19 11.00 0.74 0.74 0.92 2.13 3.63 7.42 3.45 5.88 15.01 25 F-21, F-26 1.59 11.00 0.67 0.67 0.82 2.13 3.63 7.42 2.26 3.85 9.66 26 DP-23, DP-24, DP-25 6.15 11.00 0.72 0.72 0.90 2.13 3.63 7.42 9.43 16.07 40.87 27 DP-26, F-25, F-19 7.22 11.00 0.73 0.73 0.91 2.13 3.63 7.42 11.28 19.22 48.77 28 DP-22, DP-27 21.28 13.00 0.74 0.74 0.91 1.98 3.39 6.92 31.09 53.24 133.36 29 DP-28, F-16, F-17, F-18 23.33 13.00 0.75 0.75 0.91 1.98 3.39 6.92 34.52 59.10 147.55 30 G1-6, G1-7 2.51 10.00 0.73 0.73 0.92 2.21 3.78 7.72 4.07 6.96 17.77 31 DP-30, G1-15, G1-16 2.74 10.00 0.74 0.74 0.92 2.21 3.78 7.72 4.50 7.70 19.55 32 DP-31, G1-1, G1-2 5.98 12.00 0.73 0.73 0.90 2.05 3.50 7.16 8.89 15.18 38.72 33 DP-32, G1-11, G1-12 6.63 12.00 0.73 0.73 0.90 2.05 3.50 7.16 9.86 16.84 42.96 34 DP-33, G1-17, G1-18 6.72 12.00 0.73 0.73 0.91 2.05 3.50 7.16 10.04 17.14 43.60 35 DP-34, G1-3, G1-4, 0.5*G1-5 9.41 12.00 0.77 0.77 0.93 2.05 3.50 7.16 14.76 25.20 62.86 36 G1-9, G1-10, 0.5*G1-5 3.52 7.00 0.86 0.86 1.00 2.52 4.31 8.80 7.66 13.09 30.98 37 DP-35, DP-36 12.93 12.00 0.79 0.79 0.95 2.05 3.50 7.16 20.99 35.83 88.07 Attenuation of Peak Discharge Weighted Runoff Coefficient Rainfall Intensity (in/hr) Peak Discharge (cfs) Area (acres)Contributing Basins & Design PointsDesign Point APPENDIX B LOW IMPACT DEVELOPMENT (LID) CALCULATIONS MONTAVA SUBDIVISION PHASE D Final Drainage Report Basin/ Sub-Basin Total Area (acres)Multi-Family Area (acres) 75% LID TREATED Single-Family Area (acres) 50% LID TREATED Area Remaining 50% LID TREATED Impervious Area (acres) % Impervious TO BE LID TREATED PERCENT OF TOTAL SITE AREA TO BE TREATED D-1 0.79 0.00 0.00 0.79 0.64 80.40%YES 1.13% 0.79 D-2 1.63 0.00 0.80 0.83 1.29 78.90%YES 2.34% 1.63 D-3 0.40 0.00 0.25 0.15 0.33 81.25%YES 0.57% 0.40 D-4 0.22 0.00 0.00 0.22 0.19 86.64%YES 0.32% 0.22 D-5 0.18 0.00 0.00 0.18 0.15 83.12%NO 0.26% 0.00 D-6 0.24 0.00 0.13 0.11 0.18 75.58%NO 0.34% 0.00 D-7 1.78 0.00 1.18 0.60 1.36 76.26%NO 2.55% 0.00 D-8 1.72 0.00 0.89 0.83 0.90 52.57%YES 2.46% 1.72 D-9 0.82 0.00 0.61 0.21 0.64 77.68%YES 1.17% 0.82 D-10 1.37 0.00 0.56 0.81 1.13 82.73%YES 1.96% 1.37 D-11 0.38 0.00 0.00 0.38 0.33 87.11%NO 0.54% 0.00 D-12 0.82 0.00 0.36 0.46 0.66 80.85%NO 1.17% 0.00 D-13 0.77 0.00 0.25 0.52 0.65 83.90%YES 1.10% 0.77 D-14 0.70 0.00 0.17 0.53 0.65 92.71%YES 1.00% 0.70 D-15 0.22 0.00 0.14 0.08 0.18 80.91%NO 0.32% 0.00 D-16 0.10 0.00 0.00 0.10 0.08 80.40%NO 0.14% 0.00 D-17 0.29 0.00 0.17 0.12 0.22 75.66%NO 0.42% 0.00 D-18 0.36 0.00 0.20 0.16 0.28 77.89%YES 0.52%0.36 Total= 12.79 0.00 5.71 7.08 9.85 76.99%18.33%8.78 50.00% 4.92 F-1 0.51 0.00 0.00 0.51 0.51 100.00%NO 0.73% 0.00 F-2 0.49 0.00 0.00 0.49 0.49 100.00%NO 0.70% 0.00 F-3 0.05 0.00 0.00 0.05 0.04 80.40%NO 0.07% 0.00 F-4 0.14 0.00 0.08 0.06 0.12 82.86%NO 0.20% 0.00 F-5 0.64 0.00 0.00 0.64 0.51 80.31%NO 0.92% 0.00 F-6 1.99 0.00 1.10 0.89 1.55 78.00%NO 2.85% 0.00 F-7 2.00 0.00 1.27 0.73 1.54 76.83%NO 2.87% 0.00 F-8 2.54 0.00 0.93 1.61 2.12 83.61%YES 3.64% 2.54 F-9 0.81 0.00 0.61 0.20 0.63 77.41%YES 1.16% 0.81 F-10 0.15 0.00 0.09 0.06 0.12 82.00%YES 0.21% 0.15 F-11 0.22 0.00 0.00 0.22 0.18 82.18%NO 0.32% 0.00 F-12 0.54 0.00 0.23 0.31 0.43 79.96%NO 0.77% 0.00 F-13 1.04 0.00 0.50 0.54 0.77 74.27%YES 1.49% 1.04 F-14 0.94 0.00 0.66 0.28 0.74 78.94%YES 1.35% 0.94 F-15 1.43 0.00 1.02 0.41 1.12 78.60%YES 2.05% 1.43 F-16 0.26 0.00 0.00 0.26 0.20 77.38%NO 0.37% 0.00 F-17 0.34 0.00 0.06 0.28 0.29 86.06%NO 0.49% 0.00 F-18 1.45 1.45 0.00 0.00 1.31 90.00%NO 2.08% 0.00 F-19 0.79 0.00 0.34 0.45 0.65 82.62%YES 1.13% 0.79 F-20 0.58 0.00 0.41 0.17 0.46 78.79%YES 0.83% 0.58 F-21 1.30 0.00 0.76 0.54 0.75 57.58%YES 1.86% 1.30 F-22 1.61 0.00 1.13 0.48 1.27 78.94%YES 2.31% 1.61 F-23 0.23 0.00 0.00 0.23 0.21 91.48%NO 0.33% 0.00 F-24 0.12 0.00 0.00 0.12 0.10 83.67%NO 0.17% 0.00 F-25 0.28 0.00 0.00 0.28 0.24 86.00%YES 0.40% 0.28 F-26 0.29 0.00 0.00 0.29 0.25 86.48%YES 0.42% 0.29 F-27 0.68 0.00 0.45 0.23 0.55 80.15%YES 0.97% 0.68 F-28 0.64 0.00 0.29 0.35 0.30 46.59%NO 0.92% 0.00 F-29 0.97 0.00 0.33 0.64 0.51 52.41%YES 1.39% 0.97 F-30 1.32 0.00 0.70 0.62 0.99 75.18%YES 1.89% 1.32 F-31 0.06 0.00 0.00 0.06 0.05 83.67%NO 0.09% 0.00 F-32 0.27 0.00 0.20 0.07 0.20 74.15%NO 0.39%0.00 Total= 24.68 1.45 11.16 12.07 19.21 77.83%35.36%14.73 51.47% 9.89 G1-1 1.67 0.00 0.72 0.95 1.17 70.05%NO 2.39% 0.00 G1-2 1.57 0.00 0.69 0.88 1.07 68.09%NO 2.25% 0.00 G1-3 0.34 0.00 0.00 0.34 0.29 85.59%NO 0.49% 0.00 G1-4 0.31 0.00 0.00 0.31 0.28 90.52%NO 0.44% 0.00 G1-5 4.08 4.08 0.00 0.00 3.67 90.00%NO 5.85% 0.00 G1-6 0.69 0.00 0.49 0.20 0.54 78.70%NO 0.99% 0.00 G1-7 1.82 0.00 0.88 0.94 1.34 73.65%NO 2.61% 0.00 G1-8 0.09 0.00 0.00 0.09 0.09 100.00%NO 0.13% 0.00 G1-9 0.99 0.00 0.00 0.99 0.88 89.11%NO 1.42% 0.00 G1-10 0.49 0.00 0.00 0.49 0.43 88.00%NO 0.70% 0.00 G1-11 0.34 0.00 0.02 0.32 0.22 63.65%NO 0.49% 0.00 G1-12 0.31 0.00 0.00 0.31 0.20 65.23%NO 0.44% 0.00 G1-13 0.22 0.00 0.00 0.22 0.17 77.73%NO 0.32% 0.00 G1-14 0.21 0.00 0.00 0.21 0.19 90.67%NO 0.30% 0.00 G1-15 0.11 0.00 0.02 0.09 0.09 85.64%NO 0.16% 0.00 G1-16 0.12 0.00 0.02 0.10 0.10 86.83%NO 0.17% 0.00 G1-17 0.05 0.00 0.00 0.05 0.05 100.00%NO 0.07% 0.00 G1-18 0.04 0.00 0.00 0.04 0.04 100.00%NO 0.06%0.00 Total= 13.45 4.08 2.84 6.53 10.84 80.58%19.27%0.00 57.58% 6.24 C2-1 0.58 0.00 0.00 0.58 0.47 81.41% NO 0.83%0.00 C2-2 0.57 0.00 0.00 0.57 0.46 81.09%NO 0.82%0.00 Total= 1.15 0.00 0.00 1.15 0.93 81.25%1.65%0.00 50.00% 0.47 POND D 7.49 0.00 0.00 7.49 0.64 8.54% NO 10.73%0.00 POND 427 10.23 0.00 0.00 10.23 0.31 3.05%NO 14.66%0.00 Total= 17.72 0.00 0.00 17.72 0.95 5.37%25.39%0.00 50.00% 0.48 LID 1 LID 2 LID 3 LID 4 LID 5 21.99 23.51Total Impervious Area Required to be Treated Using LID Techniques (acres) = Total Impervious Area to be Treated Using LID Techniques (acres) = BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED Low Impact Development (LID) BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED ©2024 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: MONTAVA SUBDIVISION PHASE D FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADSPIPE.COM S428230 Advanced Drainage Systems, Inc. JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADSPIPE.COM MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-3500. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. 6" (150 mm) FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR WEBSITE SiteAssist DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S 00 10 ' 20 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 2 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O CONCEPTUAL LAYOUT - LID #1 18 STORMTECH MC-3500 CHAMBERS 6 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 3,930 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 7.2 INSTALLED WATER QUALITY FLOW RATE (CFS) 1222 SYSTEM AREA (ft²) 153 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - LID #1 12.50 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 6.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5.50 TOP OF STONE 4.50 TOP OF MC-3500 CHAMBER 0.92 24" ISOLATOR ROW PLUS CONNECTION INVERT 0.92 24" BOTTOM MANIFOLD/CONNECTION INVERT 0.75 BOTTOM OF MC-3500 CHAMBER 0.00 UNDERDRAIN INVERT 0.00 BOTTOM OF STONE NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THE SITE DESIGN ENGINEER MUST CONSIDER THE EFFECTS OF POSSIBLE SATURATED SOILS ON NEARBY SYSTEMS, INCLUDING BUT NOT LIMITED TO, RETAINING WALLS, SLOPE CONSTRUCTION/STABILITY, OR BUILDINGS/STRUCTURES. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS.. ·THE STORMTECH SYSTEM DEPICTED DOES NOT CONTAIN PROPER WATER QUALITY MEASURES. ABSENCE OF WATER QUALITY MEASURES CAN RESULT IN UNTREATED STORMWATER. ADS RECOMMENDS THE USE OF ISOLATOR ROW PLUS AND AN UPSTREAM HIGH FLOW BYPASS ON ALL STORMTECH SYSTEMS TO PROPERLY DIRECT THE FIRST FLUSH. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.5' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® 53.48' 46.77' 22 . 8 5 ' 20 . 2 5 ' 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 24" PARTIAL CUT END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSTALL FLAMP ON 24" ACCESS PIPE PART# MCFLAMP (TYP 3 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) INSPECTION PORT (TYP 3 PLACES) ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.5' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S 00 10 ' 20 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 3 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O CONCEPTUAL LAYOUT - LID #2 31 STORMTECH MC-3500 CHAMBERS 6 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 6,360 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 12.4 INSTALLED WATER QUALITY FLOW RATE (CFS) 1937 SYSTEM AREA (ft²) 224 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - LID #2 12.50 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 6.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5.50 TOP OF STONE 4.50 TOP OF MC-3500 CHAMBER 0.92 24" ISOLATOR ROW PLUS CONNECTION INVERT 0.92 24" BOTTOM MANIFOLD/CONNECTION INVERT 0.75 BOTTOM OF MC-3500 CHAMBER 0.00 UNDERDRAIN INVERT 0.00 BOTTOM OF STONE NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THE SITE DESIGN ENGINEER MUST CONSIDER THE EFFECTS OF POSSIBLE SATURATED SOILS ON NEARBY SYSTEMS, INCLUDING BUT NOT LIMITED TO, RETAINING WALLS, SLOPE CONSTRUCTION/STABILITY, OR BUILDINGS/STRUCTURES. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS.. ·THE STORMTECH SYSTEM DEPICTED DOES NOT CONTAIN PROPER WATER QUALITY MEASURES. ABSENCE OF WATER QUALITY MEASURES CAN RESULT IN UNTREATED STORMWATER. ADS RECOMMENDS THE USE OF ISOLATOR ROW PLUS AND AN UPSTREAM HIGH FLOW BYPASS ON ALL STORMTECH SYSTEMS TO PROPERLY DIRECT THE FIRST FLUSH. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 22 . 8 5 ' 8. 4 2 ' 7.17' 89.31' 82.60' 82.14' 75.44' 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 24" PARTIAL CUT END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSTALL FLAMP ON 24" ACCESS PIPE PART# MCFLAMP (TYP 3 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) INSPECTION PORT (TYP 3 PLACES) ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.5' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S 00 15 ' 30 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 4 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O CONCEPTUAL LAYOUT - LID #4 37 STORMTECH MC-3500 CHAMBERS 4 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 7,499 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 14.8 INSTALLED WATER QUALITY FLOW RATE (CFS) 2283 SYSTEM AREA (ft²) 325 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - LID #4 12.50 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 6.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5.50 TOP OF STONE 4.50 TOP OF MC-3500 CHAMBER 0.92 24" ISOLATOR ROW PLUS CONNECTION INVERT 0.92 24" BOTTOM MANIFOLD INVERT 0.75 BOTTOM OF MC-3500 CHAMBER 0.00 BOTTOM OF STONE NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THE SITE DESIGN ENGINEER MUST CONSIDER THE EFFECTS OF POSSIBLE SATURATED SOILS ON NEARBY SYSTEMS, INCLUDING BUT NOT LIMITED TO, RETAINING WALLS, SLOPE CONSTRUCTION/STABILITY, OR BUILDINGS/STRUCTURES. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS.. ·THE STORMTECH SYSTEM DEPICTED DOES NOT CONTAIN PROPER WATER QUALITY MEASURES. ABSENCE OF WATER QUALITY MEASURES CAN RESULT IN UNTREATED STORMWATER. ADS RECOMMENDS THE USE OF ISOLATOR ROW PLUS AND AN UPSTREAM HIGH FLOW BYPASS ON ALL STORMTECH SYSTEMS TO PROPERLY DIRECT THE FIRST FLUSH. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 15 . 9 3 ' 8. 4 2 ' 146.64' 139.94' 139.48' 132.77' INSTALL FLAMP ON 24" ACCESS PIPE PART# MCFLAMP (TYP 2 PLACES) 24" PARTIAL CUT END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSPECTION PORT (TYP 2 PLACES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.5' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S 00 15 ' 30 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 5 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O CONCEPTUAL LAYOUT - LID #5 41 STORMTECH MC-3500 CHAMBERS 6 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 8,384 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 16.4 INSTALLED WATER QUALITY FLOW RATE (CFS) 2557 SYSTEM AREA (ft²) 277 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - LID #5 12.50 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 6.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5.50 TOP OF STONE 4.50 TOP OF MC-3500 CHAMBER 0.92 24" ISOLATOR ROW PLUS CONNECTION INVERT 0.92 24" BOTTOM MANIFOLD/CONNECTION INVERT 0.75 BOTTOM OF MC-3500 CHAMBER 0.00 BOTTOM OF STONE NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THE SITE DESIGN ENGINEER MUST CONSIDER THE EFFECTS OF POSSIBLE SATURATED SOILS ON NEARBY SYSTEMS, INCLUDING BUT NOT LIMITED TO, RETAINING WALLS, SLOPE CONSTRUCTION/STABILITY, OR BUILDINGS/STRUCTURES. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS.. ·THE STORMTECH SYSTEM DEPICTED DOES NOT CONTAIN PROPER WATER QUALITY MEASURES. ABSENCE OF WATER QUALITY MEASURES CAN RESULT IN UNTREATED STORMWATER. ADS RECOMMENDS THE USE OF ISOLATOR ROW PLUS AND AN UPSTREAM HIGH FLOW BYPASS ON ALL STORMTECH SYSTEMS TO PROPERLY DIRECT THE FIRST FLUSH. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. INSTALL FLAMP ON 24" ACCESS PIPE PART# MCFLAMP (TYP 3 PLACES) 22 . 8 5 ' 6. 9 2 ' 115.52' 104.10' 103.64' 96.94' 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.06" ABOVE CHAMBER BASE (TYP 2 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.06" ABOVE CHAMBER BASE STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 24" PARTIAL CUT END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) INSPECTION PORT (TYP 3 PLACES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 6 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2.MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 18" (450 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 12" (300 mm) MIN77" (1956 mm) 12" (300 mm) MIN 6" (150 mm) MIN 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) 9" (230 mm) MIN (SEE NOTE 3) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 45" (1143 mm) 18" (450 mm) MIN* 8' (2.4 m) MAX **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 7 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 8" NYLOPLAST UNIVERSAL DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE NYLOPLAST 8" LOCKING SOLID COVER AND FRAME 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP MC-3500 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MCFLAMP SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) NYLOPLAST St o r m T e c h Ch a m b e r S y s t e m 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 8 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PARTIAL CUT INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PR I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 9 9 09 / 1 6 / 2 4 S4 2 8 2 3 0 DH C -- - MO N T A V A S U B D I V I S I O N P H A S E D FO R T C O L L I N S , C O DA T E DR W N CH K D DE S C R I P T I O N 12 / 1 0 / 2 4 CT S AD D / E D I T U N D E R D R A I N S TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) Ny l o p l a s t 77 0 - 9 3 2 - 2 4 4 3 | WW W . N Y L O P L A S T - U S . C O M ® LID #1 LID #2 LID #5 LID #4 Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -18 Number of End Caps -6 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -1222 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 40.73 40.73 3929.67 5.50 65 0.00 0.00 0.00 0.00 40.73 40.73 3888.94 5.42 64 0.00 0.00 0.00 0.00 40.73 40.73 3848.20 5.33 63 0.00 0.00 0.00 0.00 40.73 40.73 3807.47 5.25 62 0.00 0.00 0.00 0.00 40.73 40.73 3766.74 5.17 61 0.00 0.00 0.00 0.00 40.73 40.73 3726.00 5.08 60 0.00 0.00 0.00 0.00 40.73 40.73 3685.27 5.00 #VALUE! 59 0.00 0.00 0.00 0.00 40.73 40.73 3644.54 4.92 #VALUE! 58 0.00 0.00 0.00 0.00 40.73 40.73 3603.80 4.83 Volume between elevations and = 57 0.00 0.00 0.00 0.00 40.73 40.73 3563.07 4.75 #VALUE! 56 0.00 0.00 0.00 0.00 40.73 40.73 3522.34 4.67 #VALUE! 55 0.00 0.00 0.00 0.00 40.73 40.73 3481.60 4.58 WQ Volume achieved at elevation 54 0.06 0.00 1.05 0.00 40.32 41.36 3440.87 4.50 53 0.19 0.02 3.49 0.14 39.28 42.92 3399.51 4.42 52 0.29 0.04 5.29 0.23 38.53 44.04 3356.60 4.33 51 0.40 0.05 7.27 0.31 37.70 45.28 3312.55 4.25 50 0.69 0.07 12.37 0.41 35.62 48.40 3267.27 4.17 49 1.03 0.09 18.51 0.53 33.12 52.16 3218.88 4.08 48 1.25 0.11 22.49 0.64 31.48 54.61 3166.72 4.00 47 1.42 0.13 25.60 0.76 30.19 56.55 3112.10 3.92 46 1.57 0.14 28.32 0.87 29.06 58.24 3055.56 3.83 45 1.71 0.16 30.73 0.98 28.05 59.76 2997.31 3.75 44 1.83 0.18 32.91 1.09 27.13 61.14 2937.56 3.67 43 1.94 0.20 34.88 1.20 26.30 62.38 2876.42 3.58 42 2.04 0.22 36.73 1.31 25.52 63.56 2814.04 3.50 41 2.13 0.23 38.42 1.41 24.80 64.63 2750.48 3.42 40 2.22 0.25 40.04 1.50 24.12 65.66 2685.84 3.33 39 2.31 0.27 41.52 1.59 23.49 66.60 2620.19 3.25 38 2.38 0.28 42.93 1.68 22.89 67.50 2553.58 3.17 37 2.46 0.29 44.26 1.76 22.32 68.35 2486.09 3.08 36 2.53 0.31 45.51 1.85 21.79 69.15 2417.74 3.00 35 2.59 0.32 46.69 1.93 21.29 69.90 2348.59 2.92 34 2.66 0.33 47.81 2.01 20.81 70.62 2278.69 2.83 33 2.72 0.35 48.87 2.08 20.35 71.31 2208.07 2.75 32 2.77 0.36 49.88 2.16 19.92 71.96 2136.76 2.67 31 2.82 0.37 50.84 2.23 19.50 72.58 2064.80 2.58 30 2.88 0.38 51.76 2.31 19.11 73.17 1992.22 2.50 29 2.92 0.40 52.63 2.38 18.73 73.74 1919.05 2.42 28 2.97 0.41 53.46 2.45 18.37 74.28 1845.31 2.33 27 3.01 0.42 54.22 2.51 18.04 74.78 1771.04 2.25 26 3.05 0.43 54.96 2.58 17.72 75.26 1696.26 2.17 25 3.09 0.44 55.70 2.64 17.40 75.74 1621.01 2.08 24 3.13 0.45 56.35 2.70 17.11 76.17 1545.27 2.00 23 3.17 0.46 56.98 2.77 16.83 76.58 1469.10 1.92 22 3.20 0.47 57.59 2.82 16.57 76.98 1392.52 1.83 21 3.23 0.48 58.16 2.88 16.32 77.36 1315.54 1.75 20 3.26 0.49 58.71 2.94 16.08 77.72 1238.18 1.67 19 3.29 0.50 59.22 2.99 15.85 78.06 1160.46 1.58 18 3.32 0.51 59.72 3.04 15.63 78.39 1082.40 1.50 17 3.34 0.51 60.19 3.09 15.42 78.70 1004.01 1.42 16 3.37 0.52 60.64 3.13 15.23 78.99 925.31 1.33 15 3.39 0.53 61.07 3.18 15.04 79.28 846.32 1.25 14 3.41 0.54 61.46 3.22 14.86 79.54 767.04 1.17 13 3.44 0.54 61.87 3.26 14.68 79.81 687.50 1.08 12 3.46 0.55 62.24 3.30 14.52 80.05 607.69 1.00 11 3.48 0.56 62.62 3.33 14.35 80.30 527.63 0.92 10 3.51 0.59 63.09 3.57 14.07 80.73 447.33 0.83 9 0.00 0.00 0.00 0.00 40.73 40.73 366.60 0.75 8 0.00 0.00 0.00 0.00 40.73 40.73 325.87 0.67 7 0.00 0.00 0.00 0.00 40.73 40.73 285.13 0.58 6 0.00 0.00 0.00 0.00 40.73 40.73 244.40 0.50 5 0.00 0.00 0.00 0.00 40.73 40.73 203.67 0.42 4 0.00 0.00 0.00 0.00 40.73 40.73 162.93 0.33 3 0.00 0.00 0.00 0.00 40.73 40.73 122.20 0.25 2 0.00 0.00 0.00 0.00 40.73 40.73 81.47 0.17 1 0.00 0.00 0.00 0.00 40.73 40.73 40.73 0.08 Montava Subdivision Phase D - LID #1 990 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -31 Number of End Caps -6 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -1934 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 64.47 64.47 6353.66 5.50 65 0.00 0.00 0.00 0.00 64.47 64.47 6289.19 5.42 64 0.00 0.00 0.00 0.00 64.47 64.47 6224.73 5.33 63 0.00 0.00 0.00 0.00 64.47 64.47 6160.26 5.25 62 0.00 0.00 0.00 0.00 64.47 64.47 6095.79 5.17 61 0.00 0.00 0.00 0.00 64.47 64.47 6031.33 5.08 60 0.00 0.00 0.00 0.00 64.47 64.47 5966.86 5.00 #VALUE! 59 0.00 0.00 0.00 0.00 64.47 64.47 5902.39 4.92 #VALUE! 58 0.00 0.00 0.00 0.00 64.47 64.47 5837.93 4.83 Volume between elevations and = 57 0.00 0.00 0.00 0.00 64.47 64.47 5773.46 4.75 #VALUE! 56 0.00 0.00 0.00 0.00 64.47 64.47 5708.99 4.67 #VALUE! 55 0.00 0.00 0.00 0.00 64.47 64.47 5644.53 4.58 WQ Volume achieved at elevation 54 0.06 0.00 1.80 0.00 63.75 65.55 5580.06 4.50 53 0.19 0.02 6.02 0.14 62.00 68.16 5514.51 4.42 52 0.29 0.04 9.11 0.23 60.73 70.07 5446.35 4.33 51 0.40 0.05 12.51 0.31 59.34 72.16 5376.28 4.25 50 0.69 0.07 21.30 0.41 55.78 77.49 5304.12 4.17 49 1.03 0.09 31.88 0.53 51.50 83.91 5226.63 4.08 48 1.25 0.11 38.74 0.64 48.72 88.09 5142.72 4.00 47 1.42 0.13 44.09 0.76 46.53 91.38 5054.62 3.92 46 1.57 0.14 48.77 0.87 44.61 94.25 4963.25 3.83 45 1.71 0.16 52.92 0.98 42.91 96.81 4869.00 3.75 44 1.83 0.18 56.68 1.09 41.36 99.13 4772.20 3.67 43 1.94 0.20 60.07 1.20 39.96 101.23 4673.07 3.58 42 2.04 0.22 63.27 1.31 38.64 103.21 4571.83 3.50 41 2.13 0.23 66.18 1.41 37.43 105.02 4468.62 3.42 40 2.22 0.25 68.95 1.50 36.29 106.74 4363.60 3.33 39 2.31 0.27 71.51 1.59 35.23 108.33 4256.87 3.25 38 2.38 0.28 73.93 1.68 34.22 109.83 4148.54 3.17 37 2.46 0.29 76.23 1.76 33.27 111.26 4038.71 3.08 36 2.53 0.31 78.37 1.85 32.38 112.60 3927.44 3.00 35 2.59 0.32 80.41 1.93 31.53 113.87 3814.84 2.92 34 2.66 0.33 82.34 2.01 30.73 115.07 3700.98 2.83 33 2.72 0.35 84.17 2.08 29.97 116.22 3585.90 2.75 32 2.77 0.36 85.91 2.16 29.24 117.31 3469.69 2.67 31 2.82 0.37 87.56 2.23 28.55 118.35 3352.38 2.58 30 2.88 0.38 89.14 2.31 27.89 119.33 3234.03 2.50 29 2.92 0.40 90.65 2.38 27.26 120.28 3114.70 2.42 28 2.97 0.41 92.07 2.45 26.66 121.17 2994.42 2.33 27 3.01 0.42 93.39 2.51 26.11 122.01 2873.24 2.25 26 3.05 0.43 94.65 2.58 25.58 122.80 2751.24 2.17 25 3.09 0.44 95.92 2.64 25.04 123.61 2628.43 2.08 24 3.13 0.45 97.05 2.70 24.57 124.32 2504.83 2.00 23 3.17 0.46 98.14 2.77 24.11 125.01 2380.51 1.92 22 3.20 0.47 99.18 2.82 23.66 125.67 2255.50 1.83 21 3.23 0.48 100.16 2.88 23.25 126.29 2129.83 1.75 20 3.26 0.49 101.10 2.94 22.85 126.89 2003.54 1.67 19 3.29 0.50 102.00 2.99 22.47 127.46 1876.65 1.58 18 3.32 0.51 102.86 3.04 22.11 128.00 1749.19 1.50 17 3.34 0.51 103.67 3.09 21.76 128.52 1621.19 1.42 16 3.37 0.52 104.43 3.13 21.44 129.00 1492.67 1.33 15 3.39 0.53 105.17 3.18 21.13 129.47 1363.66 1.25 14 3.41 0.54 105.85 3.22 20.84 129.91 1234.19 1.17 13 3.44 0.54 106.55 3.26 20.54 130.35 1104.28 1.08 12 3.46 0.55 107.19 3.30 20.27 130.76 973.93 1.00 11 3.48 0.56 107.84 3.33 20.00 131.17 843.17 0.92 10 3.51 0.59 108.66 3.57 19.58 131.80 712.00 0.83 9 0.00 0.00 0.00 0.00 64.47 64.47 580.20 0.75 8 0.00 0.00 0.00 0.00 64.47 64.47 515.73 0.67 7 0.00 0.00 0.00 0.00 64.47 64.47 451.27 0.58 6 0.00 0.00 0.00 0.00 64.47 64.47 386.80 0.50 5 0.00 0.00 0.00 0.00 64.47 64.47 322.33 0.42 4 0.00 0.00 0.00 0.00 64.47 64.47 257.87 0.33 3 0.00 0.00 0.00 0.00 64.47 64.47 193.40 0.25 2 0.00 0.00 0.00 0.00 64.47 64.47 128.93 0.17 1 0.00 0.00 0.00 0.00 64.47 64.47 64.47 0.08 Montava Subdivision Phase D - LID #2 1634 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =75.2 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.752 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 38,975 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =1,089 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =586 sq ft D) Actual Flat Surface Area AActual =740 sq ft E) Area at Design Depth (Top Surface Area)ATop =1440 sq ft F) Rain Garden Total Volume VT=1,090 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =1.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,089 cu ft iii) Orifice Diameter, 3/8" Minimum DO =13/16 in Design Procedure Form: Rain Garden (RG) BAMG TST INC. CONSULTING ENGINEERS July 15, 2024 MONTAVA SUBDIVISION RAINGARDEN - LID 3 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_3.xlsm, RG 7/15/2024, 2:59 PM Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -37 Number of End Caps -4 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -2199 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 73.30 73.30 7314.52 5.50 65 0.00 0.00 0.00 0.00 73.30 73.30 7241.22 5.42 64 0.00 0.00 0.00 0.00 73.30 73.30 7167.92 5.33 63 0.00 0.00 0.00 0.00 73.30 73.30 7094.62 5.25 62 0.00 0.00 0.00 0.00 73.30 73.30 7021.32 5.17 61 0.00 0.00 0.00 0.00 73.30 73.30 6948.02 5.08 60 0.00 0.00 0.00 0.00 73.30 73.30 6874.72 5.00 #VALUE! 59 0.00 0.00 0.00 0.00 73.30 73.30 6801.42 4.92 #VALUE! 58 0.00 0.00 0.00 0.00 73.30 73.30 6728.12 4.83 Volume between elevations and = 57 0.00 0.00 0.00 0.00 73.30 73.30 6654.82 4.75 #VALUE! 56 0.00 0.00 0.00 0.00 73.30 73.30 6581.52 4.67 #VALUE! 55 0.00 0.00 0.00 0.00 73.30 73.30 6508.22 4.58 WQ Volume achieved at elevation 54 0.06 0.00 2.15 0.00 72.44 74.59 6434.92 4.50 53 0.19 0.02 7.18 0.10 70.39 77.67 6360.33 4.42 52 0.29 0.04 10.88 0.15 68.89 79.92 6282.67 4.33 51 0.40 0.05 14.93 0.21 67.24 82.38 6202.75 4.25 50 0.69 0.07 25.43 0.27 63.02 88.72 6120.37 4.17 49 1.03 0.09 38.05 0.35 57.94 96.34 6031.65 4.08 48 1.25 0.11 46.23 0.43 54.64 101.30 5935.31 4.00 47 1.42 0.13 52.62 0.51 52.05 105.18 5834.01 3.92 46 1.57 0.14 58.21 0.58 49.79 108.57 5728.83 3.83 45 1.71 0.16 63.16 0.65 47.77 111.59 5620.26 3.75 44 1.83 0.18 67.65 0.73 45.95 114.33 5508.67 3.67 43 1.94 0.20 71.70 0.80 44.30 116.80 5394.35 3.58 42 2.04 0.22 75.51 0.87 42.75 119.13 5277.55 3.50 41 2.13 0.23 78.98 0.94 41.33 121.25 5158.42 3.42 40 2.22 0.25 82.30 1.00 39.98 123.28 5037.16 3.33 39 2.31 0.27 85.35 1.06 38.73 125.15 4913.88 3.25 38 2.38 0.28 88.24 1.12 37.56 126.91 4788.73 3.17 37 2.46 0.29 90.99 1.18 36.44 128.60 4661.82 3.08 36 2.53 0.31 93.54 1.23 35.39 130.16 4533.22 3.00 35 2.59 0.32 95.97 1.28 34.40 131.65 4403.06 2.92 34 2.66 0.33 98.27 1.34 33.46 133.07 4271.41 2.83 33 2.72 0.35 100.46 1.39 32.56 134.41 4138.34 2.75 32 2.77 0.36 102.54 1.44 31.71 135.69 4003.93 2.67 31 2.82 0.37 104.51 1.49 30.90 136.90 3868.25 2.58 30 2.88 0.38 106.39 1.54 30.13 138.06 3731.34 2.50 29 2.92 0.40 108.19 1.58 29.39 139.17 3593.29 2.42 28 2.97 0.41 109.89 1.63 28.69 140.21 3454.12 2.33 27 3.01 0.42 111.46 1.67 28.05 141.18 3313.91 2.25 26 3.05 0.43 112.97 1.72 27.42 142.11 3172.73 2.17 25 3.09 0.44 114.49 1.76 26.80 143.05 3030.62 2.08 24 3.13 0.45 115.83 1.80 26.25 143.88 2887.57 2.00 23 3.17 0.46 117.13 1.84 25.71 144.68 2743.69 1.92 22 3.20 0.47 118.38 1.88 25.20 145.46 2599.00 1.83 21 3.23 0.48 119.55 1.92 24.71 146.18 2453.54 1.75 20 3.26 0.49 120.67 1.96 24.25 146.88 2307.36 1.67 19 3.29 0.50 121.74 1.99 23.81 147.54 2160.48 1.58 18 3.32 0.51 122.76 2.03 23.38 148.17 2012.95 1.50 17 3.34 0.51 123.73 2.06 22.98 148.77 1864.77 1.42 16 3.37 0.52 124.64 2.09 22.61 149.34 1716.00 1.33 15 3.39 0.53 125.52 2.12 22.24 149.88 1566.66 1.25 14 3.41 0.54 126.34 2.15 21.91 150.39 1416.78 1.17 13 3.44 0.54 127.17 2.17 21.56 150.91 1266.39 1.08 12 3.46 0.55 127.94 2.20 21.25 151.38 1115.48 1.00 11 3.48 0.56 128.71 2.22 20.93 151.86 964.10 0.92 10 3.51 0.59 129.69 2.38 20.47 152.54 812.24 0.83 9 0.00 0.00 0.00 0.00 73.30 73.30 659.70 0.75 8 0.00 0.00 0.00 0.00 73.30 73.30 586.40 0.67 7 0.00 0.00 0.00 0.00 73.30 73.30 513.10 0.58 6 0.00 0.00 0.00 0.00 73.30 73.30 439.80 0.50 5 0.00 0.00 0.00 0.00 73.30 73.30 366.50 0.42 4 0.00 0.00 0.00 0.00 73.30 73.30 293.20 0.33 3 0.00 0.00 0.00 0.00 73.30 73.30 219.90 0.25 2 0.00 0.00 0.00 0.00 73.30 73.30 146.60 0.17 1 0.00 0.00 0.00 0.00 73.30 73.30 73.30 0.08 Montava Subdivision Phase D - LID #4 1899 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -41 Number of End Caps -6 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -2416 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 80.53 80.53 8073.74 5.50 65 0.00 0.00 0.00 0.00 80.53 80.53 7993.21 5.42 64 0.00 0.00 0.00 0.00 80.53 80.53 7912.68 5.33 63 0.00 0.00 0.00 0.00 80.53 80.53 7832.14 5.25 62 0.00 0.00 0.00 0.00 80.53 80.53 7751.61 5.17 61 0.00 0.00 0.00 0.00 80.53 80.53 7671.08 5.08 60 0.00 0.00 0.00 0.00 80.53 80.53 7590.54 5.00 #VALUE! 59 0.00 0.00 0.00 0.00 80.53 80.53 7510.01 4.92 #VALUE! 58 0.00 0.00 0.00 0.00 80.53 80.53 7429.48 4.83 Volume between elevations and = 57 0.00 0.00 0.00 0.00 80.53 80.53 7348.94 4.75 #VALUE! 56 0.00 0.00 0.00 0.00 80.53 80.53 7268.41 4.67 #VALUE! 55 0.00 0.00 0.00 0.00 80.53 80.53 7187.88 4.58 WQ Volume achieved at elevation 54 0.06 0.00 2.38 0.00 79.58 81.96 7107.34 4.50 53 0.19 0.02 7.96 0.14 77.29 85.39 7025.38 4.42 52 0.29 0.04 12.05 0.23 75.62 87.90 6939.99 4.33 51 0.40 0.05 16.55 0.31 73.79 90.65 6852.09 4.25 50 0.69 0.07 28.17 0.41 69.10 97.68 6761.44 4.17 49 1.03 0.09 42.16 0.53 63.46 106.15 6663.76 4.08 48 1.25 0.11 51.23 0.64 59.78 111.66 6557.61 4.00 47 1.42 0.13 58.31 0.76 56.91 115.98 6445.95 3.92 46 1.57 0.14 64.50 0.87 54.39 119.75 6329.98 3.83 45 1.71 0.16 69.99 0.98 52.15 123.12 6210.22 3.75 44 1.83 0.18 74.97 1.09 50.11 126.17 6087.11 3.67 43 1.94 0.20 79.45 1.20 48.27 128.92 5960.94 3.58 42 2.04 0.22 83.67 1.31 46.54 131.52 5832.02 3.50 41 2.13 0.23 87.52 1.41 44.96 133.89 5700.49 3.42 40 2.22 0.25 91.19 1.50 43.45 136.15 5566.60 3.33 39 2.31 0.27 94.58 1.59 42.06 138.24 5430.45 3.25 38 2.38 0.28 97.78 1.68 40.75 140.21 5292.21 3.17 37 2.46 0.29 100.82 1.76 39.50 142.09 5152.01 3.08 36 2.53 0.31 103.66 1.85 38.33 143.83 5009.92 3.00 35 2.59 0.32 106.34 1.93 37.23 145.50 4866.09 2.92 34 2.66 0.33 108.90 2.01 36.17 147.08 4720.59 2.83 33 2.72 0.35 111.32 2.08 35.17 148.57 4573.51 2.75 32 2.77 0.36 113.62 2.16 34.22 150.00 4424.94 2.67 31 2.82 0.37 115.81 2.23 33.32 151.36 4274.94 2.58 30 2.88 0.38 117.89 2.31 32.45 152.65 4123.58 2.50 29 2.92 0.40 119.89 2.38 31.63 153.89 3970.92 2.42 28 2.97 0.41 121.77 2.45 30.85 155.06 3817.03 2.33 27 3.01 0.42 123.51 2.51 30.12 156.15 3661.97 2.25 26 3.05 0.43 125.18 2.58 29.43 157.19 3505.82 2.17 25 3.09 0.44 126.87 2.64 28.73 158.24 3348.63 2.08 24 3.13 0.45 128.35 2.70 28.11 159.17 3190.40 2.00 23 3.17 0.46 129.79 2.77 27.51 160.07 3031.23 1.92 22 3.20 0.47 131.18 2.82 26.93 160.93 2871.16 1.83 21 3.23 0.48 132.48 2.88 26.39 161.75 2710.23 1.75 20 3.26 0.49 133.72 2.94 25.87 162.53 2548.48 1.67 19 3.29 0.50 134.90 2.99 25.38 163.27 2385.95 1.58 18 3.32 0.51 136.04 3.04 24.90 163.98 2222.69 1.50 17 3.34 0.51 137.11 3.09 24.45 164.65 2058.71 1.42 16 3.37 0.52 138.11 3.13 24.03 165.28 1894.06 1.33 15 3.39 0.53 139.09 3.18 23.63 165.90 1728.78 1.25 14 3.41 0.54 140.00 3.22 23.25 166.46 1562.88 1.17 13 3.44 0.54 140.92 3.26 22.86 167.04 1396.42 1.08 12 3.46 0.55 141.77 3.30 22.51 167.57 1229.38 1.00 11 3.48 0.56 142.63 3.33 22.15 168.11 1061.81 0.92 10 3.51 0.59 143.71 3.57 21.62 168.90 893.70 0.83 9 0.00 0.00 0.00 0.00 80.53 80.53 724.80 0.75 8 0.00 0.00 0.00 0.00 80.53 80.53 644.27 0.67 7 0.00 0.00 0.00 0.00 80.53 80.53 563.73 0.58 6 0.00 0.00 0.00 0.00 80.53 80.53 483.20 0.50 5 0.00 0.00 0.00 0.00 80.53 80.53 402.67 0.42 4 0.00 0.00 0.00 0.00 80.53 80.53 322.13 0.33 3 0.00 0.00 0.00 0.00 80.53 80.53 241.60 0.25 2 0.00 0.00 0.00 0.00 80.53 80.53 161.07 0.17 1 0.00 0.00 0.00 0.00 80.53 80.53 80.53 0.08 Montava Subdivision Phase D - LID #5 2130 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data APPENDIX C FEMA FLOOD INSURANCE RATE MAP 1DWLRQDO)ORRG+D]DUG/D\HU),50HWWH ˘˘˘ )HHW ı 6((),65(3257)25'(7$,/('/(*(1'$1',1'(;0$3)25),503$1(//$<287 63(&,$/)/22' +$=$5'$5($6 :LWKRXW%DVH)ORRG(OHYDWLRQ %)( =RQH$9$˝˝ :LWK%)(RU'HSWK =RQH$($2$+9($5 5HJXODWRU\)ORRGZD\ $QQXDO&KDQFH)ORRG+D]DUG$UHDV RIDQQXDOFKDQFHIORRGZLWKDYHUDJH GHSWKOHVVWKDQRQHIRRWRUZLWKGUDLQDJH DUHDVRIOHVVWKDQRQHVTXDUHPLOH=RQH; )XWXUH&RQGLWLRQV$QQXDO &KDQFH)ORRG+D]DUG =RQH; $UHDZLWK5HGXFHG)ORRG5LVNGXHWR /HYHH6HH1RWHV=RQH; $UHDZLWK)ORRG5LVNGXHWR/HYHH =RQH' 126&5((1 $UHDRI0LQLPDO)ORRG+D]DUG =RQH; $UHDRI8QGHWHUPLQHG)ORRG+D]DUG =RQH' &KDQQHO&XOYHUWRU6WRUP6HZHU /HYHH'LNHRU)ORRGZDOO &URVV6HFWLRQVZLWK$QQXDO&KDQFH ˆ˘:DWHU6XUIDFH(OHYDWLRQ &RDVWDO7UDQVHFW &RDVWDO7UDQVHFW%DVHOLQH 3URILOH%DVHOLQH +\GURJUDSKLF)HDWXUH %DVH)ORRG(OHYDWLRQ/LQH %)( (IIHFWLYH/205V /LPLWRI6WXG\ -XULVGLFWLRQ%RXQGDU\ 'LJLWDO'DWD$YDLODEOH 1R'LJLWDO'DWD$YDLODEOH 8QPDSSHG 7KLVPDSFRPSOLHVZLWK)(0$ VVWDQGDUGVIRUWKHXVHRI GLJLWDOIORRGPDSVLILWLVQRWYRLGDVGHVFULEHGEHORZ 7KHEDVHPDSVKRZQFRPSOLHVZLWK)(0$ VEDVHPDS DFFXUDF\VWDQGDUGV 7KHIORRGKD]DUGLQIRUPDWLRQLVGHULYHGGLUHFWO\IURPWKH DXWKRULWDWLYH1)+/ZHEVHUYLFHVSURYLGHGE\)(0$7KLVPDS ZDVH[SRUWHGRQˆ˘DW˘˛30DQGGRHVQRW UHIOHFWFKDQJHVRUDPHQGPHQWVVXEVHTXHQWWRWKLVGDWHDQG WLPH7KH1)+/DQGHIIHFWLYHLQIRUPDWLRQPD\FKDQJHRU EHFRPHVXSHUVHGHGE\QHZGDWDRYHUWLPH 7KLVPDSLPDJHLVYRLGLIWKHRQHRUPRUHRIWKHIROORZLQJPDS HOHPHQWVGRQRWDSSHDU˛EDVHPDSLPDJHU\IORRG]RQHODEHOV OHJHQGVFDOHEDUPDSFUHDWLRQGDWHFRPPXQLW\LGHQWLILHUV ),50SDQHOQXPEHUDQG),50HIIHFWLYHGDWH0DSLPDJHVIRU XQPDSSHGDQGXQPRGHUQL]HGDUHDVFDQQRWEHXVHGIRU UHJXODWRU\SXUSRVHV /HJHQG 27+(5$5($62) )/22'+$=$5' 27+(5$5($6 *(1(5$/ 6758&785(6 27+(5 )($785(6 0$33$1(/6 ˙ % 7KHSLQGLVSOD\HGRQWKHPDSLVDQDSSUR[LPDWH SRLQWVHOHFWHGE\WKHXVHUDQGGRHVQRWUHSUHVHQW DQDXWKRULWDWLYHSURSHUW\ORFDWLRQ ˛ˇ ˘… :…ˆ 1 ˘… ˆ:…ˇ ˘1 %DVHPDS,PDJHU\6RXUFH˛86*61DWLRQDO0DS APPENDIX D USDA HYDROLOGIC SOIL GROUP MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service July 9, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 5—Aquepts, loamy......................................................................................13 22—Caruso clay loam, 0 to 1 percent slope...............................................14 35—Fort Collins loam, 0 to 3 percent slopes..............................................15 36—Fort Collins loam, 3 to 5 percent slopes..............................................16 95—Satanta loam, 1 to 3 percent slopes....................................................18 98—Satanta Variant clay loam, 0 to 3 percent slopes.................................19 101—Stoneham loam, 1 to 3 percent slopes..............................................20 Soil Information for All Uses...............................................................................23 Soil Properties and Qualities..............................................................................23 Soil Qualities and Features.............................................................................23 Hydrologic Soil Group.................................................................................23 References............................................................................................................28 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44 9 5 4 0 0 44 9 5 5 0 0 44 9 5 6 0 0 44 9 5 7 0 0 44 9 5 8 0 0 44 9 5 9 0 0 44 9 6 0 0 0 44 9 6 1 0 0 44 9 6 2 0 0 44 9 6 3 0 0 44 9 6 4 0 0 44 9 6 5 0 0 44 9 6 6 0 0 44 9 5 4 0 0 44 9 5 5 0 0 44 9 5 6 0 0 44 9 5 7 0 0 44 9 5 8 0 0 44 9 5 9 0 0 44 9 6 0 0 0 44 9 6 1 0 0 44 9 6 2 0 0 44 9 6 3 0 0 44 9 6 4 0 0 44 9 6 5 0 0 44 9 6 6 0 0 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 40° 37' 15'' N 10 5 ° 1 ' 4 8 ' ' W 40° 37' 15'' N 10 5 ° 1 ' 7 ' ' W 40° 36' 33'' N 10 5 ° 1 ' 4 8 ' ' W 40° 36' 33'' N 10 5 ° 1 ' 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,260 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 5 Aquepts, loamy 0.4 0.4% 22 Caruso clay loam, 0 to 1 percent slope 0.1 0.1% 35 Fort Collins loam, 0 to 3 percent slopes 34.3 31.2% 36 Fort Collins loam, 3 to 5 percent slopes 4.4 4.0% 95 Satanta loam, 1 to 3 percent slopes 2.1 1.9% 98 Satanta Variant clay loam, 0 to 3 percent slopes 67.7 61.5% 101 Stoneham loam, 1 to 3 percent slopes 1.1 1.0% Totals for Area of Interest 110.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor Custom Soil Resource Report 11 components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 5—Aquepts, loamy Map Unit Setting National map unit symbol: jpws Elevation: 4,500 to 6,700 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 50 degrees F Frost-free period: 80 to 140 days Farmland classification: Not prime farmland Map Unit Composition Aquepts and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Aquepts Setting Landform:Depressions, draws, stream terraces Landform position (three-dimensional):Base slope, tread, dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy alluvium Typical profile H1 - 0 to 60 inches: variable Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (0.60 to 99.90 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding:Rare Frequency of ponding:None Interpretive groups Land capability classification (irrigated): 5w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: A/D Ecological site: R067BY038CO - Wet Meadow Hydric soil rating: Yes Minor Components Nunn Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Kim Percent of map unit:5 percent Custom Soil Resource Report 13 Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Stoneham Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Fort collins Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No 22—Caruso clay loam, 0 to 1 percent slope Map Unit Setting National map unit symbol: jpvt Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Caruso and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Caruso Setting Landform:Flood-plain steps, stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 35 inches: clay loam H2 - 35 to 44 inches: fine sandy loam H3 - 44 to 60 inches: gravelly sand Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 24 to 48 inches Frequency of flooding:Occasional Custom Soil Resource Report 14 Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 5w Hydrologic Soil Group: D Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Loveland Percent of map unit:9 percent Landform:Terraces Ecological site:R067BY036CO - Overflow Hydric soil rating: Yes Fluvaquents Percent of map unit:6 percent Landform:Terraces Hydric soil rating: Yes 35—Fort Collins loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlnc Elevation: 4,020 to 6,730 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Interfluves, stream terraces Landform position (three-dimensional):Interfluve, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 4 inches: loam Custom Soil Resource Report 15 Bt1 - 4 to 9 inches: clay loam Bt2 - 9 to 16 inches: clay loam Bk1 - 16 to 29 inches: loam Bk2 - 29 to 80 inches: loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:12 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Nunn Percent of map unit:10 percent Landform:Stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Vona Percent of map unit:5 percent Landform:Interfluves Landform position (three-dimensional):Interfluve, side slope Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY024CO - Sandy Plains Hydric soil rating: No 36—Fort Collins loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2yqpg Elevation: 4,800 to 5,900 feet Custom Soil Resource Report 16 Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Alluvial fans, terraces Landform position (three-dimensional):Tread Down-slope shape:Linear, convex Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 5 inches: loam Bt1 - 5 to 8 inches: clay loam Bt2 - 8 to 18 inches: clay loam Bk1 - 18 to 24 inches: loam Bk2 - 24 to 80 inches: loam Properties and qualities Slope:3 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:12 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Table mountain Percent of map unit:15 percent Landform:Alluvial fans, stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY036CO - Overflow Hydric soil rating: No Custom Soil Resource Report 17 Larim Percent of map unit:5 percent Landform:Alluvial fans Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No 95—Satanta loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2w5f3 Elevation: 3,650 to 5,350 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 115 to 155 days Farmland classification: Prime farmland if irrigated Map Unit Composition Satanta and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Satanta Setting Landform:Paleoterraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Eolian sands Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 18 inches: clay loam C - 18 to 79 inches: loam Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Custom Soil Resource Report 18 Available water supply, 0 to 60 inches: Very high (about 12.2 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Nunn Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Fort collins Percent of map unit:5 percent Landform:Alluvial fans Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No 98—Satanta Variant clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: jpyh Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Satanta variant and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Satanta Variant Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Custom Soil Resource Report 19 Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 22 inches: clay loam H3 - 22 to 60 inches: loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 24 to 48 inches Frequency of flooding:Occasional Frequency of ponding:None Calcium carbonate, maximum content:15 percent Gypsum, maximum content:10 percent Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Nunn Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Caruso Percent of map unit:3 percent Ecological site:R067BY036CO - Overflow Hydric soil rating: No Loveland Percent of map unit:2 percent Ecological site:R067BY036CO - Overflow Hydric soil rating: No 101—Stoneham loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jptt Elevation: 4,800 to 5,600 feet Custom Soil Resource Report 20 Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Stoneham and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Stoneham Setting Landform:Benches, terraces Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 4 inches: loam H2 - 4 to 10 inches: sandy clay loam H3 - 10 to 60 inches: clay loam Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Fort collins Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Kim Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 21 Custom Soil Resource Report 22 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group 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. 23 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. Custom Soil Resource Report 24 25 Custom Soil Resource Report Map—Hydrologic Soil Group 44 9 5 4 0 0 44 9 5 5 0 0 44 9 5 6 0 0 44 9 5 7 0 0 44 9 5 8 0 0 44 9 5 9 0 0 44 9 6 0 0 0 44 9 6 1 0 0 44 9 6 2 0 0 44 9 6 3 0 0 44 9 6 4 0 0 44 9 6 5 0 0 44 9 6 6 0 0 44 9 5 4 0 0 44 9 5 5 0 0 44 9 5 6 0 0 44 9 5 7 0 0 44 9 5 8 0 0 44 9 5 9 0 0 44 9 6 0 0 0 44 9 6 1 0 0 44 9 6 2 0 0 44 9 6 3 0 0 44 9 6 4 0 0 44 9 6 5 0 0 44 9 6 6 0 0 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 40° 37' 15'' N 10 5 ° 1 ' 4 8 ' ' W 40° 37' 15'' N 10 5 ° 1 ' 7 ' ' W 40° 36' 33'' N 10 5 ° 1 ' 4 8 ' ' W 40° 36' 33'' N 10 5 ° 1 ' 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,260 if printed on A portrait (8.5" x 11") 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 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 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. Custom Soil Resource Report 26 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 0.4 0.4% 22 Caruso clay loam, 0 to 1 percent slope D 0.1 0.1% 35 Fort Collins loam, 0 to 3 percent slopes C 34.3 31.2% 36 Fort Collins loam, 3 to 5 percent slopes C 4.4 4.0% 95 Satanta loam, 1 to 3 percent slopes C 2.1 1.9% 98 Satanta Variant clay loam, 0 to 3 percent slopes D 67.7 61.5% 101 Stoneham loam, 1 to 3 percent slopes B 1.1 1.0% Totals for Area of Interest 110.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 27 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 28 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 29 APPENDIX E DRAINAGE PLANS Sheet Number: Project Number: Pr o j e c t : Cl i e n t : /U S E R S / M A T T / E L C / S H A R E D / P R O J E C T S - 2 0 1 5 _ 2 0 1 9 / 1 7 2 5 - M O N T A V A / 1 7 2 5 - 0 2 - F I L E S / 1 7 2 5 - M A S T E R P L A N / 0 1 - R E S O U R C E / T I T L E _ B L O C K / P U D _ S U B M I T T A L / 2 4 X 3 6_ T I T L E _ B L O C K _ P U D _ C O N S U L T A N T . D W G Pl o t D a t e : 9/ 1 3 / 2 0 1 8 1 0 : 3 4 A M P l o t t e d B y : Ma t t h e w L a m b e r t Da t e C r e a t e d : 9/ 1 3 / 2 0 1 8 Produced by: Date: Revision & Date: X.X. X.X.XXX 1734 HF 2 M MO N T A V A MO N T A V A OV E R A L L U T I L I T Y P L A N PU D M A S T E R P L A N 02/04/20 DPZ CODESIGN CITY OF FORT COLLINS PARK PSD HIGH SCHOOL PSD MIDDLE SCHOOL PSD ELEMENTARY SCHOOL PHASE G PHASE E PHASE D PHASE F PHASE H FARM PHASE K PHASE L PHASE J PHASE C PHASE I PHASE B PHASE A PHASE N PHASE O D E V E L O P M E N T P H A S I N G P L A N PHASE M 7 CO N C E P T U A L D E V E L O P M E N T P H A S I N G P L A N INTERIM POND 427 TO REDUCE DEVELOPED DISCHARGES TO HISTORIC 2-YEAR FLOW RATES (11 CFS) (WQ & DETENTION) INTERIM POND 432 (WQ & DETENTION FOR FIDDLE INTERSECTION) ULTIMATE POND D (IRRIGATION & DETENTION) OPEN CHANNEL CONVEYANCE TO POND 427 INTERIM POND 427 OUTLET (24" RCP) PHASE D - STORMWATER INFRASTRUCTURE DEVELOPMENT PHASE EXISTING OPEN CHANNEL CONVEYANCE TO THE LARIMER AND WELD CANAL EXISTING 24"(W)X12"(H) TIMBER BOX CULVERT UNDER BNSF RAILROAD TO L&W CANAL (APPROX. CAPACITY = 50 CFS) PERMANENT DETENTION INTERIM DETENTION EXISTING CONVEYANCE ELEMENT PROPOSED CONVEYANCE ELEMENT INADVERTANT BNSF DETENTION NO. 8 SIDE SPILL WILL NOT BE CONSTRUCTED WITH THIS PHASE SCHOOL PARCEL SUPPORTED WITH THIS DEVELOPMENT PHASE OPEN CHANNEL CONVEYANCE TO POND 427 THE STORMWATER INFRASTRUCTURE PHASING SHOWN IS BASED ON THE 1986 AGREEMENT BETWEEN ANHEUSER BUSCH AND THE LARIMER AND WELD IRRIGATION COMPANY, ALLOWING DISCHARGE OF HISTORIC 100-YEAR FLOW RATES AT THE POINT SOURCE IDENTIFIED AS THE EXISTING 24"(W)X12"(H) TIMBER BOX CULVERT AT THE BNSF RIGHT-OF-WAY FOR DEVELOPMENT WEST OF SAID RIGHT-OF-WAY. FLOW FROM THIS POINT SOURCE HAVE HISTORICALLY DISCHARGED INTO THE LARIMER AND WELD CANAL. UPON DEVELOPMENT OF PHASE G, AND CONSTRUCTION OF THE NO. 8 SIDE SPILL, STORMWATER INFRASTRUCTURE IMPROVEMENTS TO THE BNSF AND LWIC CROSSINGS WILL BE REQUIRED TO MITIGATE BOTH THE RATE AND VOLUME OF STORMWATER ENTERING THE LARIMER AND WELD CANAL. MOUNTAIN VISTA DRIVE GI D D I N G S R O A D TI M B E R L I N E R O A D NO . 8 D I T C H L&W C A N A L ANHEUSER BUSCH WATERGLEN SUBDIVISION TRAIL HEAD SUBDIVISION STORYBOOK SUBDIVISION MAPLE HILL SUBDIVISION RICHARDS LAKE ROAD I- 7 0 BN S F R A I L R O A D CO O P E R S L O U G H NO. 8 SIDE SPILL CHANNEL 2 100YR INADVERTENT DETENTION 2YR INADVERTENT DETENTION MAPLE HILL SUBDIVISION STORYBOOK SUBDIVISION SOD FARM ANHEUSER BUSCH WATERGLEN SUBDIVISION TRAIL HEAD SUBDIVISION L&W CAN A L NO . 8 D I T C H L&W CANAL N. G I D D I N G S R D . C& S R A I L R O A D I- 2 5 RICHARDS LAKE RD. (CR 52) MOUNTAIN VISTA DR. (CR 50) NO T F O R C O N S T R U C T I O N MO N T A V A PH A S E D HI S T O R I C L A N D U S E C O N D I T I O N S EX EXISTING OPEN CHANNEL CONVEYANCE TO THE LARIMER AND WELD CANAL EXISTING 24"(W)X12"(H) TIMBER BOX CULVERT UNDER BNSF RAILROAD TO L&W CANAL (APPROX. CAPACITY = 50CFS) INADVERTANT BNSF DETENTION HISTORIC BASIN 32 AREA=213.3 ACRES Q2=35 Q100=213 CFS HISTORIC BASIN 27 AREA=72.3 ACRES Q2 = 11 CFS Q100=139 CFS MAXIMUM HISTORIC 2-YEAR DISCHARGE FOR INTERIM POND 427 ACCORDING TO COFC CRITERIA=11 CFS BASIN 32 HISTORIC OUTFALL PATH (WILL NOT BE UTILIZED WITH MONTAVA PHASE D) PHASE D PROPOSES THE ROUTING OF HISTORIC BASINS 27 AND 32 TO INTERIM DETENTION POND 427, WHICH WILL ATTENUATE DEVELOPED PHASE D STORMWATER DISCHARGES TO HISTORIC 2-YEAR RATES (11 CFS MAX). INTERIM POND 427 WILL DISCHARGE SOUTHEAST OF THE INTERSECTION OF MOUNTAIN VISTA DRIVE AND GIDDINGS ROAD AND FOLLOW EXISTING DRAINAGE PATTERNS TO THE EXISTING 24"(W)X12"(H) BOX CULVERT UNDER THE BNSF RAILROAD, WHICH DISCHARGES TO THE L&W CANAL. THE PROPOSED PHASE D INTERIM INFRASTRUCTURE IMPROVEMENTS IMPROVE STORMWATER RUNOFF CONDITIONS RELATIVE TO THE L&W CANAL AND ARE CONSISTENT WITH THE REQUIREMENTS OF THE 1986 AB-LWIC AGREEMENT. HISTORIC BASINS EXISTING CONVEYANCE ELEMENT PHASE D - HISTORIC LAND USE 100YR INADVERTENT DETENTION 2YR INADVERTENT DETENTION APPENDIX F STREET CAPACITY & STORM INLET ANALYSIS Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =26.0 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 =10.0 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 =0.005 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =2.7 16.1 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.33 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 10.16 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D FLINT HILL DR 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =29.0 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 =11.0 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 =0.005 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 =11.0 11.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =3.4 16.9 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.41 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 10.53 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D N TIMBERLINE RD 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 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 =10.0 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 =0.007 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =3.2 19.0 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.11 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 13.58 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D LONGWOOD DR 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 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 =20.0 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 =0.005 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 =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =12.0 20.1 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.45 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 10.71 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D MONTAVA AVE 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =29.0 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 =11.0 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 =0.005 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 =11.0 11.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =3.4 16.9 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.20 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 8.71 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D GOODHEART DR 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 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 =10.0 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 =0.005 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =2.7 16.1 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.33 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 9.55 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D TEALBROOK DR 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =11.5 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 =10.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.030 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 =0.005 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =4.8 14.2 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.11 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 13.58 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D NANNA LN 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =11.5 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 =14.0 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 =0.007 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 =14.0 14.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.0 22.2 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.10 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 9.13 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D HARWOOD LN 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =11.5 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 =14.0 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 =0.006 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 =14.0 14.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =6.2 19.6 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.10 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 9.13 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D MIDDLE FARM WY 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =24.0 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 =10.0 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 =0.005 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =2.7 16.1 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.20 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 8.71 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D MOUNTAIN WILLOW WY 1 MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME D-3 D-7 D-9 Site Type (Urban or Rural) URBAN URBAN URBAN Inlet Application (Street or Area) AREA AREA AREA Hydraulic Condition Swale Swale Swale Inlet Type User-Defined User-Defined User-Defined USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)0.8 2.6 1.6 Major QKnown (cfs)3.6 11.2 6.9 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to downstream (right) in order for bypass flows to be linked. Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) 0.8 2.6 1.6 Major Total Design Peak Flow, Q (cfs) 3.6 11.2 6.9 Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 0.0 Major Flow Bypassed Downstream, Qb (cfs)1.2 3.1 2.0 INLET MANAGEMENT MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT D-14 D-15 D-1 URBAN URBAN URBAN AREA AREA STREET Swale Swale In Sump User-Defined User-Defined CDOT/Denver 13 Combination 1.8 0.5 1.3 7.0 2.1 5.7 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.5 1.3 7.0 2.1 5.7 0.0 0.0 N/A 2.1 0.3 N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT D-2 D-4 D-5 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 2.3 0.5 0.4 10.2 2.2 1.8 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.5 0.4 10.2 2.2 1.8 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT D-6 D-10 D-11 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.4 2.4 0.9 1.8 10.5 3.5 No Bypass Flow Received User-Defined User-Defined 0.0 0.0 0.0 0.0 5.3 3.1 0.4 2.4 0.9 1.8 15.8 6.7 N/A N/A N/A N/A N/A N/A BASIN D-3 + BASIN D-9 + BASIN D-14 QMINOR= 0.0 CFS QMAJOR= 1.21 + 2.04 + 2.06 = 5.31 CFS BASIN D-7 QMINOR= 0.0 CFS QMAJOR= 3.14 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT D-12 D-13 D-16 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 1.5 1.5 0.2 6.4 6.5 1.0 User-Defined No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.3 0.0 0.0 1.5 1.5 0.2 6.7 6.5 1.0 N/A N/A N/A N/A N/A N/A BASIN D-15 QMINOR= 0.0 CFS QMAJOR= 0.31 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT D-17 D-18 User-Defined URBAN URBAN STREET STREET In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.6 0.8 2.5 3.4 No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.6 0.8 2.5 3.4 N/A N/A N/A N/A Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =0.8 3.6 cfs Water Depth d = 0.12 0.20 ft Top Width T = 11.56 20.12 ft Flow Area A = 0.67 2.03 sq ft Wetted Perimeter P = 11.57 20.13 ft Hydraulic Radius R = 0.06 0.10 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.21 1.75 fps Velocity-Depth Product VR = 0.07 0.18 ft^2/s Hydraulic Depth D = 0.06 0.10 ft Froude Number Fr = 0.89 0.97 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-3 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN D INLETS.xlsm, D-3 9/12/2024, 10:15 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-3 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.73 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.12 0.20 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =0.8 1.9 cfs Base Weir Flow Qwb =0.3 0.8 cfs Interception Without Cloggging Qwi =2.0 4.7 cfs Interception With Clogging Qwa =1.0 2.3 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =12.7 16.7 cfs Interception With Clogging Qoa =6.3 8.4 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.0 2.3 cfs Bypassed Flow Qb =0.0 1.2 cfs Capture Percentage = Qa/Qo C% = 100 66 % User-DefinedUser-Defined BASIN D INLETS.xlsm, D-3 9/12/2024, 10:15 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 33.33 ft/ft Right Side Sloe Z2 = 33.33 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =38.00 38.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =38.00 38.00 ft Water Depth d = 0.57 0.57 ft Flow Area A = 10.83 10.83 sq ft Wetted Perimeter P = 38.02 38.02 ft Hydraulic Radius R = 0.28 0.28 ft Manning's n n = 0.013 0.013 Flow Velocity V = 3.51 3.51 fps Velocity-Depth Product VR = 1.00 1.00 ft^2/s Hydraulic Depth D = 0.29 0.29 ft Froude Number Fr = 1.16 1.16 Maximum Flow Based on Allowable Water Depth QT =38.0 38.0 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 28.00 28.00 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =16.8 16.8 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.8 16.8 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.42 0.42 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =2.6 11.2 cfs Water Depth d = 0.21 0.36 ft Top Width T = 13.82 24.03 ft Flow Area A = 1.43 4.33 sq ft Wetted Perimeter P = 13.82 24.04 ft Hydraulic Radius R = 0.10 0.18 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.79 2.59 fps Velocity-Depth Product VR = 0.19 0.47 ft^2/s Hydraulic Depth D = 0.10 0.18 ft Froude Number Fr = 0.98 1.07 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-7 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN D INLETS.xlsm, D-7 9/12/2024, 10:17 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-7 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.21 0.36 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =3.0 7.0 cfs Base Weir Flow Qwb =0.9 2.1 cfs Interception Without Cloggging Qwi =7.024 16.108 cfs Interception With Clogging Qwa =3.512 8.054 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =28.3 37.3 cfs Interception With Clogging Qoa =14.1 18.7 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 8.1 cfs Bypassed Flow Qb =0.0 3.1 cfs Capture Percentage = Qa/Qo C% = 100 72 % User-DefinedUser-Defined BASIN D INLETS.xlsm, D-7 9/12/2024, 10:17 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.6 6.9 cfs Water Depth d = 0.15 0.26 ft Top Width T = 14.89 25.88 ft Flow Area A = 1.11 3.35 sq ft Wetted Perimeter P = 14.90 25.88 ft Hydraulic Radius R = 0.07 0.13 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.43 2.07 fps Velocity-Depth Product VR = 0.11 0.27 ft^2/s Hydraulic Depth D = 0.07 0.13 ft Froude Number Fr = 0.93 1.02 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-9 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN D INLETS.xlsm, D-9 9/12/2024, 10:17 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-9 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.15 0.26 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =1.9 4.3 cfs Base Weir Flow Qwb =0.6 1.3 cfs Interception Without Cloggging Qwi =4.3 9.8 cfs Interception With Clogging Qwa =2.1 4.9 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =24.0 31.6 cfs Interception With Clogging Qoa =12.0 15.8 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =2.1 4.9 cfs Bypassed Flow Qb =0.0 2.0 cfs Capture Percentage = Qa/Qo C% = 100 71 % User-DefinedUser-Defined BASIN D INLETS.xlsm, D-9 9/12/2024, 10:17 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.8 7.0 cfs Water Depth d = 0.15 0.26 ft Top Width T = 15.44 25.92 ft Flow Area A = 1.19 3.36 sq ft Wetted Perimeter P = 15.44 25.92 ft Hydraulic Radius R = 0.08 0.13 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.47 2.08 fps Velocity-Depth Product VR = 0.11 0.27 ft^2/s Hydraulic Depth D = 0.08 0.13 ft Froude Number Fr = 0.93 1.02 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-14 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN D INLETS.xlsm, D-14 9/12/2024, 10:39 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-14 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.15 0.26 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =2.0 4.3 cfs Base Weir Flow Qwb =0.6 1.3 cfs Interception Without Cloggging Qwi =4.5 9.8 cfs Interception With Clogging Qwa =2.3 4.9 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =24.4 31.6 cfs Interception With Clogging Qoa =12.2 15.8 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =2.3 4.9 cfs Bypassed Flow Qb =0.0 2.1 cfs Capture Percentage = Qa/Qo C% = 100 70 % User-DefinedUser-Defined BASIN D INLETS.xlsm, D-14 9/12/2024, 10:39 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.33 0.33 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.33 0.33 ft Top Width T = 33.00 33.00 ft Flow Area A = 5.45 5.45 sq ft Wetted Perimeter P = 33.01 33.01 ft Hydraulic Radius R = 0.16 0.16 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.44 2.44 fps Velocity-Depth Product VR = 0.40 0.40 ft^2/s Hydraulic Depth D = 0.17 0.17 ft Froude Number Fr = 1.06 1.06 Maximum Flow Based On Allowable Water Depth Qd =13.3 13.3 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =0.5 2.1 cfs Water Depth d = 0.10 0.16 ft Top Width T = 9.51 16.47 ft Flow Area A = 0.45 1.36 sq ft Wetted Perimeter P = 9.51 16.47 ft Hydraulic Radius R = 0.05 0.08 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.06 1.53 fps Velocity-Depth Product VR = 0.05 0.13 ft^2/s Hydraulic Depth D = 0.05 0.08 ft Froude Number Fr = 0.86 0.94 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-15 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN D INLETS.xlsm, D-15 9/12/2024, 10:39 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D D-15 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.10 0.16 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =0.6 1.4 cfs Base Weir Flow Qwb =0.3 0.7 cfs Interception Without Cloggging Qwi =1.6 3.5 cfs Interception With Clogging Qwa =0.8 1.8 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =12.8 16.8 cfs Interception With Clogging Qoa =6.4 8.4 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =0.8 1.8 cfs Bypassed Flow Qb =0.0 0.3 cfs Capture Percentage = Qa/Qo C% = 100 85 % User-DefinedUser-Defined BASIN D INLETS.xlsm, D-15 9/12/2024, 10:39 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =29.0 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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-1 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.3 5.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-2 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.4 8.5 cfs Interception with Clogging Qwa =3.4 5.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.3 16.7 cfs Interception with Clogging Qoa =9.6 10.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.5 11.1 cfs Interception with Clogging Qma =5.3 6.9 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.4 5.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 7.9 cfs Interception with Clogging Qwa =4.0 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.2 12.0 cfs Interception with Clogging Qoa =10.3 11.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.1 8.4 cfs Interception with Clogging Qma =5.5 7.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.0 7.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.69 0.82 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.69 0.82 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.1 10.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.3 10.2 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =29.0 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 =29.0 29.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =6.96 6.96 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =8.47 8.47 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =27.0 27.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.201 0.201 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-4 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.2 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-5 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-6 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 27.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 25.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.216 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-10 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.75 1.75 Clogging Factor for Multiple Units Clog =0.29 0.29 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =6.2 12.4 cfs Interception with Clogging Qwa =4.4 8.8 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =23.3 26.8 cfs Interception with Clogging Qoa =16.5 19.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =11.1 17.0 cfs Interception with Clogging Qma =7.9 12.0 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =4.4 8.8 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.06 0.06 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.1 12.5 cfs Interception with Clogging Qwa =4.8 11.8 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =17.0 19.0 cfs Interception with Clogging Qoa =16.1 18.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.0 13.2 cfs Interception with Clogging Qma =7.6 12.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.8 11.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =9.00 9.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 27.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.69 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.75 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.5 16.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.4 15.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-11 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.8 8.5 cfs Interception with Clogging Qwa =3.6 5.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.5 16.7 cfs Interception with Clogging Qoa =9.7 10.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.9 11.1 cfs Interception with Clogging Qma =5.5 6.9 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.8 7.9 cfs Interception with Clogging Qwa =4.4 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.4 12.0 cfs Interception with Clogging Qoa =10.4 11.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 8.4 cfs Interception with Clogging Qma =5.8 7.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 6.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-12 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.8 8.5 cfs Interception with Clogging Qwa =3.6 5.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.5 16.7 cfs Interception with Clogging Qoa =9.7 10.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.9 11.1 cfs Interception with Clogging Qma =5.5 6.9 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.8 7.9 cfs Interception with Clogging Qwa =4.4 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.4 12.0 cfs Interception with Clogging Qoa =10.4 11.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 8.4 cfs Interception with Clogging Qma =5.8 7.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-13 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.5 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-16 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.2 1.0 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-17 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.6 2.5 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D D-18 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 3.4 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME F-5 F-7 F-9 Site Type (Urban or Rural) URBAN URBAN URBAN Inlet Application (Street or Area) AREA AREA AREA Hydraulic Condition Swale Swale Swale Inlet Type User-Defined User-Defined User-Defined USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)1.2 2.9 1.4 Major QKnown (cfs)5.1 12.7 6.1 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to downstream (right) in order for bypass flows to be linked. Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) 1.2 2.9 1.4 Major Total Design Peak Flow, Q (cfs) 5.1 12.7 6.1 Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 0.0 Major Flow Bypassed Downstream, Qb (cfs)2.1 4.1 2.9 INLET MANAGEMENT MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-10 F-14 F-15 URBAN URBAN URBAN AREA AREA AREA Swale Swale Swale User-Defined User-Defined User-Defined 0.3 1.6 2.2 1.4 7.0 9.8 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.3 1.6 2.2 1.4 7.0 9.8 0.0 0.0 0.0 0.6 2.2 4.5 MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-20 F-22 F-27 URBAN URBAN URBAN AREA AREA AREA Swale Swale Swale User-Defined User-Defined User-Defined 1.1 2.5 1.3 4.7 11.0 5.6 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.1 2.5 1.3 4.7 11.0 5.6 0.0 0.0 0.0 1.9 3.1 2.5 MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-1 F-2 F-3 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 1.4 1.3 0.1 5.1 4.9 0.5 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.3 0.1 5.1 4.9 0.5 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-4 F-6 F-11 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.3 3.0 0.5 1.4 12.9 2.2 No Bypass Flow Received User-Defined No Bypass Flow Received 0.0 0.0 0.0 0.0 4.1 0.0 0.3 3.0 0.5 1.4 17.0 2.2 N/A N/A N/A N/A N/A N/A BASIN F-7 QMINOR= 0.0 CFS QMAJOR= 4.1 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-12 F-13 F-16 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Valley Grate CDOT/Denver 13 Combination 1.1 1.9 0.6 4.9 8.4 2.4 User-Defined User-Defined No Bypass Flow Received 0.0 0.0 0.0 2.1 0.0 0.0 1.1 1.9 0.6 7.0 8.4 2.4 N/A N/A N/A N/A N/A N/A BASIN F-5 QMINOR= 0.0 CFS QMAJOR= 2.14 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-17 F-25 F-26 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.8 0.7 0.7 3.2 2.8 2.9 No Bypass Flow Received User-Defined User-Defined 0.0 0.0 0.0 0.0 4.1 7.5 0.8 0.7 0.7 3.2 6.9 10.4 N/A N/A N/A N/A N/A N/A BASIN F-14 + BASIN F-20 QMINOR= 0.0 CFS QMAJOR= 2.20 + 1.91 = 4.11 CFS BASIN F-15 + BASIN F-22 QMINOR= 0.0 CFS QMAJOR= 4.46 + 3.05 = 7.51 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT F-8 F-31 F-32 User-Defined URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 4.5 0.2 0.5 19.6 0.6 2.1 User-Defined No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 10.1 0.0 0.0 4.5 0.2 0.5 29.7 0.6 2.1 N/A N/A N/A N/A N/A N/A BASIN F-7 + BASIN F-9 + BASIN F-10 + BASIN F-27 QMINOR= 0.0 CFS QMAJOR= 4.06 + 2.89 + 0.59 + 2.53 = 10.07 CFS Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 42.00 42.00 ft Flow Area A = 8.82 8.82 sq ft Wetted Perimeter P = 42.01 42.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =25.3 25.3 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.2 5.1 cfs Water Depth d = 0.13 0.23 ft Top Width T = 13.23 22.97 ft Flow Area A = 0.88 2.64 sq ft Wetted Perimeter P = 13.23 22.97 ft Hydraulic Radius R = 0.07 0.11 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.33 1.91 fps Velocity-Depth Product VR = 0.09 0.22 ft^2/s Hydraulic Depth D = 0.07 0.11 ft Froude Number Fr = 0.91 1.00 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-5 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-5 9/12/2024, 10:54 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-5 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.13 0.23 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.0 2.4 cfs Base Weir Flow Qwb =0.5 1.1 cfs Interception Without Cloggging Qwi =2.5 5.8 cfs Interception With Clogging Qwa =1.3 2.9 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =15.1 19.8 cfs Interception With Clogging Qoa =7.5 9.9 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.3 2.9 cfs Bypassed Flow Qb =0.0 2.1 cfs Capture Percentage = Qa/Qo C% = 100 58 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-5 9/12/2024, 10:54 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 33.33 ft/ft Right Side Sloe Z2 = 33.33 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.42 0.42 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based on Allowable Water Depth QT =16.8 16.8 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 28.00 28.00 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =16.8 16.8 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.8 16.8 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.42 0.42 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =2.9 12.7 cfs Water Depth d = 0.22 0.38 ft Top Width T = 14.50 25.19 ft Flow Area A = 1.58 4.76 sq ft Wetted Perimeter P = 14.50 25.20 ft Hydraulic Radius R = 0.11 0.19 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.85 2.67 fps Velocity-Depth Product VR = 0.20 0.50 ft^2/s Hydraulic Depth D = 0.11 0.19 ft Froude Number Fr = 0.99 1.08 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-7 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-7 9/12/2024, 10:54 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-7 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.22 0.38 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =3.3 7.5 cfs Base Weir Flow Qwb =1.0 2.3 cfs Interception Without Cloggging Qwi =7.5 17.3 cfs Interception With Clogging Qwa =3.8 8.6 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =29.0 38.2 cfs Interception With Clogging Qoa =14.5 19.1 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =3.8 8.6 cfs Bypassed Flow Qb =0.0 4.1 cfs Capture Percentage = Qa/Qo C% = 100 68 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-7 9/12/2024, 10:54 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.4 6.1 cfs Water Depth d = 0.14 0.25 ft Top Width T = 14.24 24.71 ft Flow Area A = 1.01 3.05 sq ft Wetted Perimeter P = 14.24 24.72 ft Hydraulic Radius R = 0.07 0.12 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.39 2.01 fps Velocity-Depth Product VR = 0.10 0.25 ft^2/s Hydraulic Depth D = 0.07 0.12 ft Froude Number Fr = 0.92 1.01 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-9 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-9 9/12/2024, 10:54 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-9 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.14 0.25 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.2 2.6 cfs Base Weir Flow Qwb =0.5 1.2 cfs Interception Without Cloggging Qwi =2.8 6.5 cfs Interception With Clogging Qwa =1.4 3.2 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =15.6 20.6 cfs Interception With Clogging Qoa =7.8 10.3 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.4 3.2 cfs Bypassed Flow Qb =0.0 2.9 cfs Capture Percentage = Qa/Qo C% = 100 53 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-9 9/12/2024, 10:54 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =0.3 1.4 cfs Water Depth d = 0.08 0.14 ft Top Width T = 8.26 14.35 ft Flow Area A = 0.34 1.03 sq ft Wetted Perimeter P = 8.26 14.35 ft Hydraulic Radius R = 0.04 0.07 ft Manning's n n = 0.013 0.013 Flow Velocity V = 0.97 1.40 fps Velocity-Depth Product VR = 0.04 0.10 ft^2/s Hydraulic Depth D = 0.04 0.07 ft Froude Number Fr = 0.84 0.92 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-10 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-10 9/12/2024, 10:55 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-10 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 3.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.08 0.14 Grate Capacity as a Weir Submerged Side Weir Length X = 3.00 3.00 ft Inclined Side Weir Flow Qws =0.3 0.6 cfs Base Weir Flow Qwb =0.2 0.5 cfs Interception Without Cloggging Qwi =0.7 1.7 cfs Interception With Clogging Qwa =0.4 0.9 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =6.0 7.8 cfs Interception With Clogging Qoa =3.0 3.9 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =0.4 0.9 cfs Bypassed Flow Qb =0.0 0.6 cfs Capture Percentage = Qa/Qo C% = 100 59 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-10 9/12/2024, 10:55 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0055 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.29 2.29 fps Velocity-Depth Product VR = 0.32 0.32 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.08 1.08 Maximum Flow Based on Allowable Water Depth QT =9.0 9.0 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.29 2.29 fps Velocity-Depth Product VR = 0.32 0.32 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.08 1.08 Maximum Flow Based On Allowable Water Depth Qd =9.0 9.0 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =9.0 9.0 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.6 7.0 cfs Water Depth d = 0.15 0.25 ft Top Width T = 14.66 25.47 ft Flow Area A = 1.08 3.24 sq ft Wetted Perimeter P = 14.67 25.48 ft Hydraulic Radius R = 0.07 0.13 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.49 2.15 fps Velocity-Depth Product VR = 0.11 0.27 ft^2/s Hydraulic Depth D = 0.07 0.13 ft Froude Number Fr = 0.97 1.06 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-14 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-14 9/12/2024, 10:55 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-14 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.15 0.25 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =1.8 4.2 cfs Base Weir Flow Qwb =0.6 1.3 cfs Interception Without Cloggging Qwi =4.2 9.6 cfs Interception With Clogging Qwa =2.1 4.8 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =23.8 31.4 cfs Interception With Clogging Qoa =11.9 15.7 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =2.1 4.8 cfs Bypassed Flow Qb =0.0 2.2 cfs Capture Percentage = Qa/Qo C% = 100 69 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-14 9/12/2024, 10:55 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 33.33 ft/ft Right Side Sloe Z2 = 33.33 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.42 0.42 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based on Allowable Water Depth QT =16.8 16.8 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 28.00 28.00 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =16.8 16.8 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.8 16.8 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.42 0.42 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =2.2 9.8 cfs Water Depth d = 0.20 0.34 ft Top Width T = 13.14 22.82 ft Flow Area A = 1.30 3.91 sq ft Wetted Perimeter P = 13.15 22.83 ft Hydraulic Radius R = 0.10 0.17 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.73 2.50 fps Velocity-Depth Product VR = 0.17 0.43 ft^2/s Hydraulic Depth D = 0.10 0.17 ft Froude Number Fr = 0.97 1.06 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-15 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-15 9/12/2024, 10:56 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-15 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.20 0.34 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.9 4.3 cfs Base Weir Flow Qwb =0.9 2.0 cfs Interception Without Cloggging Qwi =4.6 10.6 cfs Interception With Clogging Qwa =2.3 5.3 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =18.4 24.2 cfs Interception With Clogging Qoa =9.2 12.1 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =2.3 5.3 cfs Bypassed Flow Qb =0.0 4.5 cfs Capture Percentage = Qa/Qo C% = 100 54 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-15 9/12/2024, 10:56 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.1 4.7 cfs Water Depth d = 0.13 0.22 ft Top Width T = 12.88 22.38 ft Flow Area A = 0.83 2.50 sq ft Wetted Perimeter P = 12.88 22.38 ft Hydraulic Radius R = 0.06 0.11 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.30 1.88 fps Velocity-Depth Product VR = 0.08 0.21 ft^2/s Hydraulic Depth D = 0.06 0.11 ft Froude Number Fr = 0.90 0.99 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-20 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-20 9/12/2024, 10:56 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-20 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.13 0.22 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.0 2.3 cfs Base Weir Flow Qwb =0.5 1.0 cfs Interception Without Cloggging Qwi =2.4 5.6 cfs Interception With Clogging Qwa =1.2 2.8 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =14.9 19.6 cfs Interception With Clogging Qoa =7.4 9.8 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.2 2.8 cfs Bypassed Flow Qb =0.0 1.9 cfs Capture Percentage = Qa/Qo C% = 100 59 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-20 9/12/2024, 10:56 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 33.33 ft/ft Right Side Sloe Z2 = 33.33 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.42 0.42 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based on Allowable Water Depth QT =16.8 16.8 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 28.00 28.00 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =16.8 16.8 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.8 16.8 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.42 0.42 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =2.5 11.0 cfs Water Depth d = 0.21 0.36 ft Top Width T = 13.78 23.90 ft Flow Area A = 1.42 4.29 sq ft Wetted Perimeter P = 13.78 23.91 ft Hydraulic Radius R = 0.10 0.18 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.78 2.58 fps Velocity-Depth Product VR = 0.18 0.46 ft^2/s Hydraulic Depth D = 0.10 0.18 ft Froude Number Fr = 0.98 1.07 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-22 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-22 9/12/2024, 10:57 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-22 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.21 0.36 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =3.0 6.9 cfs Base Weir Flow Qwb =0.9 2.1 cfs Interception Without Cloggging Qwi =7.0 16.0 cfs Interception With Clogging Qwa =3.5 8.0 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =28.2 37.2 cfs Interception With Clogging Qoa =14.1 18.6 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 8.0 cfs Bypassed Flow Qb =0.0 3.1 cfs Capture Percentage = Qa/Qo C% = 100 72 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-22 9/12/2024, 10:57 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.3 5.6 cfs Water Depth d = 0.14 0.24 ft Top Width T = 13.77 23.91 ft Flow Area A = 0.95 2.86 sq ft Wetted Perimeter P = 13.77 23.91 ft Hydraulic Radius R = 0.07 0.12 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.36 1.97 fps Velocity-Depth Product VR = 0.09 0.24 ft^2/s Hydraulic Depth D = 0.07 0.12 ft Froude Number Fr = 0.91 1.00 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-27 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN F INLETS.xlsm, F-27 9/12/2024, 10:57 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D F-27 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.14 0.24 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.1 2.5 cfs Base Weir Flow Qwb =0.5 1.2 cfs Interception Without Cloggging Qwi =2.7 6.2 cfs Interception With Clogging Qwa =1.4 3.1 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =15.4 20.3 cfs Interception With Clogging Qoa =7.7 10.1 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.4 3.1 cfs Bypassed Flow Qb =0.0 2.5 cfs Capture Percentage = Qa/Qo C% = 100 55 % User-DefinedUser-Defined BASIN F INLETS.xlsm, F-27 9/12/2024, 10:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =29.0 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 =11.0 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 =11.0 11.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =2.64 2.64 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =4.15 4.15 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =9.0 9.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.532 0.532 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-1 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =4.2 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =2.2 7.0 cfs Interception with Clogging Qwa =1.1 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =6.5 8.4 cfs Interception with Clogging Qoa =3.3 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =3.5 7.1 cfs Interception with Clogging Qma =1.7 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =1.1 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =1.2 6.6 cfs Interception with Clogging Qwa =1.0 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.0 6.0 cfs Interception with Clogging Qoa =4.1 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =2.1 5.4 cfs Interception with Clogging Qma =1.8 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =1.0 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =11.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 2.8 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.37 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.18 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.65 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.65 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.7 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.4 5.1 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =29.0 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 =11.0 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 =11.0 11.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =2.64 2.64 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =4.15 4.15 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =9.0 9.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.532 0.532 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-2 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =4.2 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =2.2 7.0 cfs Interception with Clogging Qwa =1.1 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =6.5 8.4 cfs Interception with Clogging Qoa =3.3 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =3.5 7.1 cfs Interception with Clogging Qma =1.7 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =1.1 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =1.2 6.6 cfs Interception with Clogging Qwa =1.0 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.0 6.0 cfs Interception with Clogging Qoa =4.1 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =2.1 5.4 cfs Interception with Clogging Qma =1.8 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =1.0 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =11.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 2.8 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.37 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.18 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.65 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.65 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.7 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.3 4.9 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-3 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.1 0.5 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-4 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.3 1.4 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.5 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 25.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.235 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-6 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =4 4 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.88 1.88 Clogging Factor for Multiple Units Clog =0.24 0.24 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =7.6 13.2 cfs Interception with Clogging Qwa =5.8 10.1 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =31.1 34.6 cfs Interception with Clogging Qoa =23.8 26.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =14.3 19.9 cfs Interception with Clogging Qma =11.0 15.2 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =5.8 10.1 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.25 1.25 Clogging Factor for Multiple Units Clog =0.05 0.05 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =6.3 12.7 cfs Interception with Clogging Qwa =6.0 12.0 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =22.7 24.7 cfs Interception with Clogging Qoa =21.5 23.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =10.3 15.2 cfs Interception with Clogging Qma =9.8 14.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =6.0 12.0 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =12.00 12.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 25.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.2 1.7 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.65 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =9.6 18.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =3.0 17.0 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-11 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.2 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 8.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 27.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 25.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.216 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-12 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 8.5 cfs Interception with Clogging Qwa =2.5 4.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.9 cfs Interception with Clogging Qoa =3.8 4.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 8.1 cfs Interception with Clogging Qma =2.9 4.1 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 4.1 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 8.7 cfs Interception with Clogging Qwa =3.4 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.3 cfs Interception with Clogging Qoa =4.7 5.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 6.4 cfs Interception with Clogging Qma =3.4 5.3 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 5.3 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 27.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 2.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.69 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 7.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.1 7.0 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 8.5 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 29.1 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 27.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.200 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-13 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.4 13.7 cfs Interception with Clogging Qwa =3.4 8.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.3 18.4 cfs Interception with Clogging Qoa =9.6 11.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.5 14.7 cfs Interception with Clogging Qma =5.3 9.2 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.4 8.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 29.1 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 2.7 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.73 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.69 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.4 8.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.9 8.4 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =29.0 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 =29.0 29.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =6.96 6.96 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =8.47 8.47 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =27.0 27.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.201 0.201 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-16 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.6 2.4 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-17 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 3.2 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 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 =10.0 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =2.40 2.40 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =3.91 3.91 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =8.0 8.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.577 0.577 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-25 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =3.9 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =2.1 8.5 cfs Interception with Clogging Qwa =1.3 5.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =12.7 16.7 cfs Interception with Clogging Qoa =7.9 10.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.8 11.1 cfs Interception with Clogging Qma =3.0 6.9 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =1.3 5.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =1.0 7.9 cfs Interception with Clogging Qwa =1.0 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =9.8 12.0 cfs Interception with Clogging Qoa =8.9 11.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =2.7 8.4 cfs Interception with Clogging Qma =2.5 7.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =1.0 7.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =10.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 3.1 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.35 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.16 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.46 0.82 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.46 0.82 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.8 10.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.7 6.9 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 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 =10.0 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 =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =2.40 2.40 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =3.91 3.91 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =8.0 8.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.577 0.577 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-26 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =3.9 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =2.1 10.1 cfs Interception with Clogging Qwa =1.3 6.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =12.7 17.3 cfs Interception with Clogging Qoa =7.9 10.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.8 12.3 cfs Interception with Clogging Qma =3.0 7.7 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =1.3 6.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =1.0 9.7 cfs Interception with Clogging Qwa =1.0 8.9 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =9.8 12.4 cfs Interception with Clogging Qoa =8.9 11.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =2.7 9.4 cfs Interception with Clogging Qma =2.5 8.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =1.0 8.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =10.0 25.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 3.6 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.35 0.65 ft Depth for Curb Opening Weir Equation dCurb =0.16 0.46 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.46 0.88 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.46 0.88 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =1.8 12.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.7 10.4 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 8.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 27.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 25.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.216 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-8 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =5 5 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.94 1.94 Clogging Factor for Multiple Units Clog =0.19 0.19 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =8.5 21.4 cfs Interception with Clogging Qwa =6.9 17.2 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =38.3 45.9 cfs Interception with Clogging Qoa =30.9 37.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =16.8 29.1 cfs Interception with Clogging Qma =13.5 23.5 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =6.9 17.2 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.31 1.31 Clogging Factor for Multiple Units Clog =0.04 0.04 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =6.9 22.0 cfs Interception with Clogging Qwa =6.6 21.1 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =28.1 32.5 cfs Interception with Clogging Qoa =26.9 31.1 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =11.9 23.0 cfs Interception with Clogging Qma =11.4 22.0 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =6.6 21.1 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =15.00 15.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 29.1 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 2.7 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.73 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.54 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.55 0.80 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.55 0.80 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.9 31.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =4.5 29.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-31 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.2 0.6 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D F-32 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.1 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME G1-6 G1-7 G1-1 Site Type (Urban or Rural) URBAN URBAN URBAN Inlet Application (Street or Area) AREA AREA STREET Hydraulic Condition Swale Swale In Sump Inlet Type User-Defined User-Defined CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)1.2 3.0 2.5 Major QKnown (cfs)5.1 12.9 10.7 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to downstream (right) in order for bypass flows to be linked. Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) 1.2 3.0 2.5 Major Total Design Peak Flow, Q (cfs) 5.1 12.9 10.7 Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 N/A Major Flow Bypassed Downstream, Qb (cfs)2.2 4.2 N/A INLET MANAGEMENT MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT G1-2 G1-3 G1-4 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 2.3 0.8 0.8 9.9 3.4 3.1 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.8 0.8 9.9 3.4 3.1 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT G1-9 G1-10 G1-11 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 2.2 1.2 0.6 8.7 4.6 2.7 No Bypass Flow Received User-Defined No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 2.2 1.2 0.6 8.7 4.6 2.7 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT G1-12 G1-13 G1-14 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.7 0.5 0.5 2.8 2.2 2.1 User-Defined No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.5 0.5 2.8 2.2 2.1 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT G1-15 G1-16 G1-17 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.3 0.3 0.1 1.1 1.2 0.5 User-Defined User-Defined No Bypass Flow Received 0.0 0.0 0.0 2.2 4.2 0.0 0.3 0.3 0.1 3.3 5.3 0.5 N/A N/A N/A N/A N/A N/A BASIN G1-6 QMINOR= 0.0 CFS QMAJOR= 2.17 CFS BASIN G1-7 QMINOR= 0.0 CFS QMAJOR= 4.15 CFS MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT G1-18 User-Defined URBAN STREET In Sump CDOT/Denver 13 Combination 0.1 0.4 No Bypass Flow Received 0.0 0.0 0.1 0.4 N/A N/A Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Sloe Z2 = 50.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.28 0.28 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.28 0.28 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based on Allowable Water Depth QT =8.6 8.6 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.28 0.28 ft Top Width T = 28.00 28.00 ft Flow Area A = 3.92 3.92 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.14 0.14 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.18 2.18 fps Velocity-Depth Product VR = 0.31 0.31 ft^2/s Hydraulic Depth D = 0.14 0.14 ft Froude Number Fr = 1.03 1.03 Maximum Flow Based On Allowable Water Depth Qd =8.6 8.6 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =8.6 8.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.28 0.28 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =1.2 5.1 cfs Water Depth d = 0.13 0.23 ft Top Width T = 13.27 23.05 ft Flow Area A = 0.88 2.66 sq ft Wetted Perimeter P = 13.28 23.06 ft Hydraulic Radius R = 0.07 0.12 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.33 1.92 fps Velocity-Depth Product VR = 0.09 0.22 ft^2/s Hydraulic Depth D = 0.07 0.12 ft Froude Number Fr = 0.91 1.00 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D G1-6 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN G INLETS.xlsm, G1-6 9/12/2024, 11:11 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D G1-6 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 6.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.13 0.23 Grate Capacity as a Weir Submerged Side Weir Length X = 6.00 6.00 ft Inclined Side Weir Flow Qws =1.0 2.4 cfs Base Weir Flow Qwb =0.5 1.1 cfs Interception Without Cloggging Qwi =2.6 5.9 cfs Interception With Clogging Qwa =1.3 2.9 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =15.1 19.9 cfs Interception With Clogging Qoa =7.5 9.9 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =1.3 2.9 cfs Bypassed Flow Qb =0.0 2.2 cfs Capture Percentage = Qa/Qo C% = 100 57 % User-DefinedUser-Defined BASIN G INLETS.xlsm, G1-6 9/12/2024, 11:11 AM Analysis of Trapezoidal Channel (Grass-Lined uses SCS Method) NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D, or E = Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013 Channel Invert Slope SO =0.0050 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 33.33 ft/ft Right Side Sloe Z2 = 33.33 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =28.00 28.00 ft Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.42 0.42 ft Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Maximum Allowable Top Width TMAX =28.00 28.00 ft Water Depth d = 0.42 0.42 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based on Allowable Water Depth QT =16.8 16.8 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Maximum Allowable Water Depth dMAX =0.42 0.42 ft Top Width T = 28.00 28.00 ft Flow Area A = 5.88 5.88 sq ft Wetted Perimeter P = 28.01 28.01 ft Hydraulic Radius R = 0.21 0.21 ft Manning's n n = 0.013 0.013 Flow Velocity V = 2.86 2.86 fps Velocity-Depth Product VR = 0.60 0.60 ft^2/s Hydraulic Depth D = 0.21 0.21 ft Froude Number Fr = 1.10 1.10 Maximum Flow Based On Allowable Water Depth Qd =16.8 16.8 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.8 16.8 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.42 0.42 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo =3.0 12.9 cfs Water Depth d = 0.22 0.38 ft Top Width T = 14.57 25.31 ft Flow Area A = 1.59 4.81 sq ft Wetted Perimeter P = 14.58 25.32 ft Hydraulic Radius R = 0.11 0.19 ft Manning's n n = 0.013 0.013 Flow Velocity V = 1.85 2.68 fps Velocity-Depth Product VR = 0.20 0.51 ft^2/s Hydraulic Depth D = 0.11 0.19 ft Froude Number Fr = 0.99 1.08 Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D G1-7 This worksheet uses the NRCS vegetal retardance method to determine Manning's n for grass-lined channels. An override Manning's n can be entered for other channel materials. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved BASIN G INLETS.xlsm, G1-7 9/12/2024, 11:11 AM MHFD-Inlet, Version 5.03 (August 2023) AREA INLET IN A SWALE MONTAVA PHASE D G1-7 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 1.92 ft Length of Grate L = 9.00 ft Open Area Ratio ARATIO =0.70 Height of Inclined Grate HB =0.00 ft Clogging Factor Cf =0.50 Grate Discharge Coefficient Cd =N/A Orifice Coefficient Co =0.64 Weir Coefficient Cw =2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.22 0.38 Grate Capacity as a Weir Submerged Side Weir Length X = 9.00 9.00 ft Inclined Side Weir Flow Qws =3.3 7.6 cfs Base Weir Flow Qwb =1.0 2.3 cfs Interception Without Cloggging Qwi =7.6 17.4 cfs Interception With Clogging Qwa =3.8 8.7 cfs Grate Capacity as an Orifice Interception Without Clogging Qoi =29.0 38.3 cfs Interception With Clogging Qoa =14.5 19.1 cfs Total Inlet Interception Capacity (assumes clogged condition)Qa =3.8 8.7 cfs Bypassed Flow Qb =0.0 4.2 cfs Capture Percentage = Qa/Qo C% = 100 68 % User-DefinedUser-Defined BASIN G INLETS.xlsm, G1-7 9/12/2024, 11:11 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 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 =20.0 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 =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.5 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.80 4.80 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.31 6.31 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =18.0 18.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.296 0.296 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 25.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.235 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-1 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.8 10.1 cfs Interception with Clogging Qwa =3.6 6.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.5 17.3 cfs Interception with Clogging Qoa =9.7 10.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.9 12.3 cfs Interception with Clogging Qma =5.5 7.7 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 6.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.8 9.7 cfs Interception with Clogging Qwa =4.4 8.9 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.4 12.4 cfs Interception with Clogging Qoa =10.4 11.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 9.4 cfs Interception with Clogging Qma =5.8 8.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 8.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 25.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.65 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.88 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.88 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 12.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.5 10.7 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 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 =20.0 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 =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.5 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.80 4.80 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.31 6.31 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =18.0 18.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.296 0.296 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 25.0 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.235 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-2 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.8 10.1 cfs Interception with Clogging Qwa =3.6 6.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.5 17.3 cfs Interception with Clogging Qoa =9.7 10.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.9 12.3 cfs Interception with Clogging Qma =5.5 7.7 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 6.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.8 9.7 cfs Interception with Clogging Qwa =4.4 8.9 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.4 12.4 cfs Interception with Clogging Qoa =10.4 11.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 9.4 cfs Interception with Clogging Qma =5.8 8.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 8.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 25.0 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.65 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.88 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.88 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 12.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.3 9.9 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =29.0 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 =29.0 29.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =6.96 6.96 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =8.47 8.47 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =27.0 27.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.201 0.201 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-3 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 3.4 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-4 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 3.1 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-9 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.8 8.5 cfs Interception with Clogging Qwa =3.6 5.3 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =15.5 16.7 cfs Interception with Clogging Qoa =9.7 10.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =8.9 11.1 cfs Interception with Clogging Qma =5.5 6.9 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.08 0.08 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.8 7.9 cfs Interception with Clogging Qwa =4.4 7.2 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =11.4 12.0 cfs Interception with Clogging Qoa =10.4 11.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 8.4 cfs Interception with Clogging Qma =5.8 7.7 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.2 8.7 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-10 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.2 4.6 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =51.0 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 =20.0 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 =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.80 4.80 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.31 6.31 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =18.0 18.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.296 0.296 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-11 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.7 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.6 2.7 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 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 =20.0 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 =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.80 4.80 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.31 6.31 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =18.0 18.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.296 0.296 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-12 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.7 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.7 2.8 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-13 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.2 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =19.0 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 =19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-14 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.1 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-15 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.3 3.3 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-16 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.3 5.3 cfs INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT/Denver 13 Combination H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 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 =29.0 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 =29.0 29.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =6.96 6.96 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =8.47 8.47 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =27.0 27.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.201 0.201 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-17 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =5.3 7.0 cfs Interception with Clogging Qwa =2.6 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.8 8.4 cfs Interception with Clogging Qoa =3.9 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.0 7.1 cfs Interception with Clogging Qma =3.0 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.4 6.6 cfs Interception with Clogging Qwa =3.7 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.7 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.3 5.4 cfs Interception with Clogging Qma =3.6 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.1 0.5 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.0 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 =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 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (T * Sx * 12)y =4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline (y + a)d =5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section (T - W)TX =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.330 0.330 Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.7 22.9 ft Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258 Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE D G1-18 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.9 7.0 cfs Interception with Clogging Qwa =2.5 3.5 cfs Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =7.7 8.4 cfs Interception with Clogging Qoa =3.8 4.2 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.7 7.1 cfs Interception with Clogging Qma =2.9 3.6 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.5 3.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR Interception without Clogging Qwi =4.0 6.6 cfs Interception with Clogging Qwa =3.4 5.5 cfs Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi =5.6 6.0 cfs Interception with Clogging Qoa =4.7 5.0 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =4.1 5.4 cfs Interception with Clogging Qma =3.4 4.5 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.4 4.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.0 22.9 ft. >T-Crown Resultant Flow Depth at Street Crown dCROWN =0.0 1.2 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.51 0.61 ft Depth for Curb Opening Weir Equation dCurb =0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =4.8 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.1 0.4 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 APPENDIX G STORM SEWER & CULVERT DESIGN ST-01 2-YEAR Rainfall Parameters Rainfall Return Period: 2 Backwater Calculations: Tailwater Elevation (ft): 4999.50 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-1A 4994.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1A 5003.05 4.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1A 5002.32 4.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1A 5002.32 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1B 5003.03 4.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1BA 5003.03 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1BA 5003.03 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1C 5004.67 3.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AB 5004.79 2.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AB 5004.79 2.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AA 5004.05 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AA 5004.05 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1D 5005.53 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1E 5006.67 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-1B 5000.84 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.43 Surface Water Present (Downstream) INLET-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.43 DI-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 STMH-1B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.07 INLET- 1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.77 DI-1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.77 STMH-1C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.55 INLET- 1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.33 DI-1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.33 INLET- 1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.31 DI-1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.31 STMH-1D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 STMH-1E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 FES-1B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-1A 83.79 4994.93 0.3 4995.18 0.013 0.03 0.00 ELLIPSE 48.00 in 76.00 in INLET-1A 24.65 4995.11 0.3 4995.18 0.013 0.05 0.00 ELLIPSE 43.00 in 68.00 in DI-1A 1.00 4995.18 0.3 4995.18 0.013 0.25 0.00 ELLIPSE 48.00 in 76.00 in STMH-1B 29.00 4995.18 0.3 4995.27 0.013 0.05 0.00 ELLIPSE 43.00 in 68.00 in INLET-1BA 19.90 4997.35 0.5 4997.45 0.013 0.15 0.00 CIRCULAR 18.00 in 18.00 in DI-1BA 1.00 4997.45 0.5 4997.45 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1C 171.42 4995.28 0.3 4995.79 0.013 1.32 0.00 ELLIPSE 43.00 in 68.00 in INLET-1AB 17.75 4997.87 0.5 4997.96 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1AB 1.00 4997.96 0.5 4997.96 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1AA 30.95 4997.87 0.5 4998.02 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-1AA 1.00 4998.02 0.5 4998.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1D 163.89 4995.79 0.3 4996.28 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-1E 143.18 4996.28 0.3 4996.71 0.013 0.49 0.00 CIRCULAR 48.00 in 48.00 in FES-1B 45.12 4996.70 0.3 4996.84 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-1A 147.51 8.47 6.82 3.53 7.18 3.28 0.90 Pressurized 4.43 83.79 INLET- 1A 109.88 7.87 7.02 3.59 7.40 3.32 0.90 Pressurized 4.43 24.65 DI-1A 147.51 8.47 2.34 2.05 2.64 1.72 0.79 Pressurized 0.53 1.00 Velocity is Too Low STMH-1B 109.88 7.87 6.72 3.51 7.11 3.24 0.90 Pressurized 4.07 29.00 INLET- 1BA 7.45 4.21 3.91 2.72 3.91 2.72 1.00 Pressurized 0.77 19.90 DI-1BA 7.45 4.21 3.91 2.72 3.91 2.72 1.00 Pressurized 0.77 1.00 STMH-1C 109.88 7.87 6.27 3.39 6.66 3.11 0.89 Pressurized 3.55 171.42 INLET- 1AB 7.45 4.21 6.93 3.72 6.91 3.73 1.00 Pressurized 2.33 17.75 DI-1AB 7.45 4.21 6.93 3.72 6.91 3.73 1.00 Pressurized 2.33 1.00 INLET- 1AA 7.45 4.21 5.14 3.15 5.11 3.17 1.01 Supercritical Jump 1.31 29.87 DI-1AA 7.45 4.21 5.14 3.15 5.11 3.17 1.01 Supercritical Jump 1.31 0.36 STMH-1D 78.89 6.28 4.22 2.77 4.59 2.45 0.85 Subcritical 1.50 0.00 STMH-1E 78.89 6.28 4.22 2.77 4.59 2.45 0.85 Subcritical 1.50 0.00 FES-1B 78.89 6.28 4.22 2.77 4.59 2.45 0.85 Subcritical 1.50 0.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-1A 4.43 ELLIPSE 48.00 in 76.00 in 18.00 in 18.00 in 48.00 in 76.00 in 17.42 INLET-1A 4.43 ELLIPSE 43.00 in 68.00 in 18.00 in 18.00 in 43.00 in 68.00 in 13.97 DI-1A 0.53 ELLIPSE 48.00 in 76.00 in 18.00 in 18.00 in 48.00 in 76.00 in 17.42 STMH-1B 4.07 ELLIPSE 43.00 in 68.00 in 18.00 in 18.00 in 43.00 in 68.00 in 13.97 INLET-1BA 0.77 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1BA 0.77 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1C 3.55 ELLIPSE 43.00 in 68.00 in 18.00 in 18.00 in 43.00 in 68.00 in 13.97 INLET-1AB 2.33 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1AB 2.33 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1AA 1.31 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1AA 1.31 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1D 1.50 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 STMH-1E 1.50 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 FES-1B 1.50 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4999.50 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-1A 4994.93 4995.18 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 INLET-1A 4995.11 4995.18 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 DI-1A 4995.18 4995.18 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 STMH-1B 4995.18 4995.27 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 INLET-1BA 4997.35 4997.45 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.51 DI-1BA 4997.45 4997.45 0.00 0.00 4999.50 4999.50 4999.51 0.00 4999.51 STMH-1C 4995.28 4995.79 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 INLET-1AB 4997.87 4997.96 0.04 0.00 4999.54 4999.55 4999.57 0.01 4999.57 DI-1AB 4997.96 4997.96 0.01 0.00 4999.55 4999.55 4999.58 0.00 4999.58 INLET-1AA 4997.87 4998.02 0.01 0.00 4999.51 4999.51 4999.52 0.00 4999.52 DI-1AA 4998.02 4998.02 0.00 0.00 4999.52 4999.52 4999.53 0.00 4999.53 STMH-1D 4995.79 4996.28 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 STMH-1E 4996.28 4996.71 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 FES-1B 4996.70 4996.84 0.00 0.00 4999.50 4999.50 4999.50 0.00 4999.50 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. ST-01 100-YEAR Rainfall Parameters Rainfall Return Period: 100 Backwater Calculations: Tailwater Elevation (ft): 5001.00 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-1A 4994.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1A 5002.87 105.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1B 5003.05 105.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1A 5002.32 105.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1A 5002.32 2.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1C 5003.03 104.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1BA 5002.49 3.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1BA 5002.49 3.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1D 5004.69 102.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AB 5004.23 10.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AB 5002.43 10.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AA 5004.05 5.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AA 5004.05 5.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1E 5005.53 89.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1F 5006.67 89.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-1B 5000.84 89.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105.56 Surface Water Present (Downstream) STMH-1B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105.56 INLET-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105.56 DI-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.19 STMH-1C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 104.29 INLET- 1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.36 DI-1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.36 STMH-1D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102.35 INLET- 1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.16 DI-1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.16 Surface Water Present (Upstream) INLET- 1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.66 DI-1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.66 STMH-1E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89.10 STMH-1F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89.10 FES-1B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89.10 Surface Water Present (Upstream) Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-1A 60.95 4994.86 0.3 4995.04 0.013 0.03 0.00 ELLIPSE 48.00 in 76.00 in STMH-1B 22.84 4995.04 0.3 4995.11 0.013 0.05 0.00 ELLIPSE 48.00 in 76.00 in INLET-1A 24.65 4995.11 0.3 4995.18 0.013 0.05 0.00 ELLIPSE 43.00 in 68.00 in DI-1A 1.00 4995.18 0.3 4995.18 0.013 0.25 0.00 ELLIPSE 48.00 in 76.00 in STMH-1C 29.00 4995.18 0.3 4995.27 0.013 0.05 0.00 ELLIPSE 43.00 in 68.00 in INLET-1BA 19.90 4997.35 0.5 4997.45 0.013 0.15 0.00 CIRCULAR 18.00 in 18.00 in DI-1BA 1.00 4997.45 0.5 4997.45 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1D 171.42 4995.28 0.3 4995.79 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in INLET-1AB 17.75 4997.87 0.5 4997.96 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1AB 1.00 4997.96 0.5 4997.96 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1AA 30.95 4997.87 0.5 4998.02 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-1AA 1.00 4998.02 0.5 4998.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1E 163.89 4995.79 0.3 4996.28 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-1F 143.18 4996.28 0.3 4996.71 0.013 0.49 0.00 CIRCULAR 48.00 in 48.00 in FES-1B 45.12 4996.70 0.3 4996.84 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-1A 147.51 8.47 34.78 8.72 37.36 8.00 0.87 Pressurized 105.56 60.95 STMH-1B 147.51 8.47 34.78 8.72 37.36 8.00 0.87 Pressurized 105.56 22.84 INLET-1A 109.88 7.87 35.97 9.16 41.49 7.84 0.75 Pressurized 105.56 24.65 DI-1A 147.51 8.47 4.78 2.95 5.13 2.65 0.87 Pressurized 2.19 1.00 STMH-1C 109.88 7.87 35.74 9.12 41.07 7.82 0.76 Pressurized 104.29 29.00 INLET-1BA 7.45 4.21 8.38 4.17 8.48 4.11 0.98 Pressurized 3.36 19.90 DI-1BA 7.45 4.21 8.38 4.17 8.48 4.11 0.98 Pressurized 3.36 1.00 STMH-1D 108.00 6.79 35.68 9.18 41.92 7.73 0.72 Pressurized 102.35 171.42 INLET-1AB 7.45 4.21 18.00 5.75 18.00 5.75 0.00 Pressurized 10.16 17.75 DI-1AB 7.45 4.21 18.00 5.75 18.00 5.75 0.00 Pressurized 10.16 1.00 INLET-1AA 7.45 4.21 11.01 5.00 11.74 4.64 0.88 Pressurized 5.66 30.95 DI-1AA 7.45 4.21 11.01 5.00 11.74 4.64 0.88 Pressurized 5.66 1.00 STMH-1E 78.89 6.28 48.00 7.09 48.00 7.09 0.00 Pressurized 89.10 163.89 STMH-1F 78.89 6.28 48.00 7.09 48.00 7.09 0.00 Pressurized 89.10 143.18 FES-1B 78.89 6.28 48.00 7.09 48.00 7.09 0.00 Pressurized 89.10 45.12 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-1A 105.56 ELLIPSE 48.00 in 76.00 in 54.00 in 54.00 in 48.00 in 76.00 in 17.42 Existing height is smaller than the suggested height. STMH-1B 105.56 ELLIPSE 48.00 in 76.00 in 54.00 in 54.00 in 48.00 in 76.00 in 17.42 Existing height is smaller than the suggested height. INLET-1A 105.56 ELLIPSE 43.00 in 68.00 in 54.00 in 54.00 in 43.00 in 68.00 in 13.97 Existing height is smaller than the suggested height. Exceeds max. Depth/Rise DI-1A 2.19 ELLIPSE 48.00 in 76.00 in 18.00 in 18.00 in 48.00 in 76.00 in 17.42 STMH-1C 104.29 ELLIPSE 43.00 in 68.00 in 54.00 in 54.00 in 43.00 in 68.00 in 13.97 Existing height is smaller than the suggested height. Exceeds max. Depth/Rise INLET-1BA 3.36 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1BA 3.36 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1D 102.35 CIRCULAR 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 15.90 INLET-1AB 10.16 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise DI-1AB 10.16 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-1AA 5.66 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1AA 5.66 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1E 89.10 CIRCULAR 48.00 in 48.00 in 54.00 in 54.00 in 48.00 in 48.00 in 12.57 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-1F 89.10 CIRCULAR 48.00 in 48.00 in 54.00 in 54.00 in 48.00 in 48.00 in 12.57 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise FES-1B 89.10 CIRCULAR 48.00 in 48.00 in 54.00 in 54.00 in 48.00 in 48.00 in 12.57 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 5001.00 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-1A 4994.86 4995.04 0.00 0.00 5001.00 5001.09 5001.57 0.09 5001.66 STMH-1B 4995.04 4995.11 0.03 0.00 5001.12 5001.16 5001.69 0.04 5001.73 INLET-1A 4995.11 4995.18 0.04 0.00 5001.20 5001.20 5001.81 0.27 5002.09 DI-1A 4995.18 4995.18 0.00 0.00 5002.09 5002.09 5002.09 0.00 5002.09 STMH-1C 4995.18 4995.27 0.04 0.00 5001.27 5001.34 5002.13 0.08 5002.21 INLET-1BA 4997.35 4997.45 0.01 0.00 5002.16 5002.18 5002.22 0.02 5002.24 DI-1BA 4997.45 4997.45 0.01 0.00 5002.20 5002.20 5002.25 0.00 5002.25 STMH-1D 4995.28 4995.79 0.85 0.00 5002.42 5002.88 5003.06 0.46 5003.52 INLET-1AB 4997.87 4997.96 0.68 0.00 5003.69 5003.85 5004.20 0.17 5004.36 DI-1AB 4997.96 4997.96 0.13 0.00 5003.98 5003.99 5004.49 0.01 5004.50 INLET-1AA 4997.87 4998.02 0.13 0.00 5003.49 5003.58 5003.65 0.09 5003.74 DI-1AA 4998.02 4998.02 0.04 0.00 5003.62 5003.63 5003.78 0.00 5003.79 STMH-1E 4995.79 4996.28 0.04 0.00 5002.92 5003.54 5003.70 0.63 5004.32 STMH-1F 4996.28 4996.71 0.38 0.00 5003.93 5004.47 5004.71 0.55 5005.26 FES-1B 4996.70 4996.84 1.03 0.00 5005.51 5005.68 5006.29 0.17 5006.46 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. Project: ID: Soil Type: Design Information: Design Discharge Q = 105.56 cfs Circular Culvert: Barrel Diameter in Inches D = 60 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4994.86 Elev IN = 4995.04 ft Outlet Elevation OR Slope 0.0030 Elev OUT = 4994.86 ft Culvert Length L = 60.95 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =5001 ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 19.63 ft2 Culvert Normal Depth Yn =3.21 ft Culvert Critical Depth Yc =2.93 ft Froude Number Fr = 0.84 Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =0.22 Sum of All Loss Coefficients ks =1.42 ft Headwater: Inlet Control Headwater HWI =4.24 ft Outlet Control Headwater HWO =6.60 ft Design Headwater Elevation HW = 5001.64 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.32 Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 1.89 ft0.5/s Tailwater Surface Height Yt =6.14 ft Tailwater/Diameter Yt/D = 1.23 Expansion Factor 1/(2*tan(Θ)) = 6.70 Flow Area at Max Channel Velocity At =21.11 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =15 ft Width of Riprap Protection at Downstream End T = 8 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=2 in Nominal Riprap Size d50 nominal=6 in MHFD Riprap Type Type = VL DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-01 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy ST-02 2-YEAR Rainfall Parameters Rainfall Return Period: 2 Backwater Calculations: Tailwater Elevation (ft): 4999.50 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-2A 4995.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2A 5001.33 14.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2A 5001.33 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2A 5001.73 14.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2AA 5001.89 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2AA 5001.89 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2B 5001.79 13.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2IA 5001.93 0.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2JA 5001.50 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2JA 5001.50 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2JB 5001.50 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2JB 5001.50 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2C 5002.55 13.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2BB 5002.14 0.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2BB 5002.14 0.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2BA 5002.13 1.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2BA 5002.13 1.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2D 5003.88 11.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2E 5004.97 8.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2F 5005.43 6.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2G 5006.01 6.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2EB 5005.58 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EB 5005.58 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2H 5007.44 3.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 2FA 5007.44 1.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 2FB 5009.41 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2FA 5009.59 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2FA 5009.59 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2GA 5008.12 0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2GA 5008.12 0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2I 5008.46 1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2B 5008.83 1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-SB 5008.83 1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2EA 5005.58 2.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EA 5005.58 2.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2DA 5005.53 2.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2DA 5005.53 2.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2CA 5004.21 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2CA 5004.21 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2CB 5004.22 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2CB 5004.22 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) INLET-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.50 Surface Water Present (Downstream) DI-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.42 STMH-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.21 INLET- 2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 DI-2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 STMH-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.87 STMH- 2IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.79 INLET- 2JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.57 DI-2JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.57 INLET- 2JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.24 DI-2JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.24 STMH-2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.28 INLET- 2BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.88 DI-2BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.88 INLET- 2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.47 DI-2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.47 STMH-2D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.36 STMH-2E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.87 STMH-2F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.59 STMH-2G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.59 INLET- 2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 DI-2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 STMH-2H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.37 STMH- 2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.73 STMH- 2FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.81 INLET- 2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.81 DI-2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.81 INLET- 2GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 DI-2GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 STMH-2I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 INLET-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 DI-SB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 INLET- 2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.41 DI-2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.41 INLET- 2DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.28 DI-2DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.28 INLET- 2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.08 DI-2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.08 INLET- 2CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 DI-2CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) INLET-2A 62.76 4993.80 0.2 4993.93 0.013 0.03 0.00 ELLIPSE 53.00 in 83.00 in DI-2A 1.00 4994.00 0.3 4994.00 0.013 0.25 0.00 ELLIPSE 53.00 in 83.00 in STMH-2A 21.54 4993.94 0.2 4993.98 0.013 0.18 0.00 ELLIPSE 53.00 in 83.00 in INLET-2AA 18.00 4996.39 0.5 4996.48 0.013 0.23 0.00 CIRCULAR 24.00 in 24.00 in DI-2AA 1.00 4996.48 0.5 4996.48 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-2B 55.41 4993.98 0.2 4994.09 0.013 0.57 0.00 ELLIPSE 53.00 in 86.00 in STMH-2IA 56.89 4994.09 1.0 4994.66 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-2JA 19.15 4994.65 0.5 4994.75 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-2JA 1.00 4994.72 0.5 4994.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2JB 19.15 4994.65 0.5 4994.75 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-2JB 1.00 4994.72 0.5 4994.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2C 58.41 4994.08 1.5 4994.96 0.013 1.32 0.00 ELLIPSE 43.00 in 68.00 in INLET-2BB 15.02 4997.04 0.5 4997.12 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2BB 1.00 4997.12 0.5 4997.12 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2BA 23.00 4997.05 0.5 4997.16 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2BA 1.00 4997.16 0.5 4997.16 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2D 79.09 4994.96 1.5 4996.15 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-2E 126.06 4996.65 1.5 4998.54 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-2F 82.85 4999.05 0.5 4999.46 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-2G 106.13 4999.45 0.5 4999.98 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-2EB 23.00 5000.95 0.5 5001.06 0.013 0.63 0.00 CIRCULAR 18.00 in 18.00 in DI-2EB 1.00 5001.06 0.5 5001.06 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2H 248.96 5000.49 0.5 5001.73 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-2FA 90.00 5001.73 1.0 5002.63 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in STMH-2FB 244.00 5003.13 0.5 5004.35 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-2FA 44.13 5004.35 0.5 5004.57 0.013 0.85 0.00 CIRCULAR 18.00 in 18.00 in DI-2FA 1.00 5004.57 0.5 5004.57 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2GA 29.50 5003.13 0.5 5003.28 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2GA 1.00 5003.28 0.5 5003.28 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2I 122.50 5002.23 0.5 5002.84 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-2B 48.08 5002.84 1.5 5003.56 0.013 0.90 0.00 CIRCULAR 18.00 in 18.00 in DI-SB 1.00 5003.55 1.5 5003.56 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2EA 15.00 5001.03 0.5 5001.10 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2EA 1.00 5001.06 0.5 5001.06 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2DA 48.48 4998.54 0.5 4998.78 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2DA 1.00 4998.78 0.5 4998.78 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2CA 46.13 4998.15 0.5 4998.38 0.013 1.14 0.00 CIRCULAR 24.00 in 24.00 in DI-2CA 1.00 4998.38 0.5 4998.38 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-2CB 54.11 4998.15 0.5 4998.42 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2CB 1.00 4998.42 0.5 4998.42 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment INLET- 2A 155.19 7.36 12.13 4.76 13.70 3.99 0.79 Pressurized 14.50 62.76 DI-2A 190.07 9.01 2.03 1.91 2.31 1.58 0.77 Pressurized 0.42 1.00 Velocity is Too Low STMH-2A 155.19 7.36 12.01 4.73 13.57 3.97 0.79 Pressurized 14.21 21.54 INLET- 2AA 16.04 5.11 2.60 2.18 2.61 2.16 0.99 Pressurized 0.40 18.00 DI-2AA 16.04 5.11 2.60 2.18 2.61 2.16 0.99 Pressurized 0.40 1.00 STMH-2B 160.62 7.45 11.79 4.68 13.31 3.93 0.79 Pressurized 13.87 55.41 STMH- 2IA 41.13 8.38 3.45 2.52 2.88 3.28 1.43 Pressurized 0.79 56.89 INLET- 2JA 7.45 4.21 3.36 2.50 3.37 2.49 0.99 Pressurized 0.57 19.15 DI-2JA 7.45 4.21 3.36 2.50 3.37 2.49 0.99 Pressurized 0.57 1.00 INLET- 2JB 7.45 4.21 2.16 1.99 2.21 1.93 0.95 Pressurized 0.24 19.15 Velocity is Too Low DI-2JB 7.45 4.21 2.16 1.99 2.21 1.93 0.95 Pressurized 0.24 1.00 Velocity is Too Low STMH-2C 245.69 17.59 12.27 4.81 8.53 8.11 2.04 Pressurized 13.28 58.41 INLET- 2BB 7.45 4.21 4.19 2.82 4.18 2.83 1.01 Pressurized 0.88 15.02 DI-2BB 7.45 4.21 4.19 2.82 4.18 2.83 1.01 Pressurized 0.88 1.00 INLET- 2BA 7.45 4.21 5.46 3.25 5.42 3.28 1.01 Pressurized 1.47 23.00 DI-2BA 7.45 4.21 5.46 3.25 5.42 3.28 1.01 Pressurized 1.47 1.00 STMH-2D 123.55 12.84 12.26 4.86 8.60 8.01 1.99 Supercritical Jump 11.36 71.54 STMH-2E 81.91 11.59 11.28 4.68 8.00 7.58 1.95 Supercritical 8.87 0.00 STMH-2F 29.08 5.92 10.21 4.47 9.71 4.79 1.10 Supercritical 6.59 0.00 STMH-2G 29.08 5.92 10.21 4.47 9.71 4.79 1.10 Supercritical 6.59 0.00 INLET- 2EB 7.45 4.21 5.51 3.27 5.48 3.30 1.01 Supercritical 1.50 0.00 DI-2EB 7.45 4.21 5.51 3.27 5.48 3.30 1.01 Supercritical 1.50 0.00 STMH-2H 16.04 5.11 7.70 3.87 7.47 4.04 1.06 Supercritical 3.37 0.00 STMH- 2FA 22.68 7.22 5.47 3.21 4.48 4.26 1.47 Supercritical 1.73 0.00 STMH- 2FB 7.45 4.21 4.02 2.75 4.01 2.76 1.00 Supercritical 0.81 0.00 INLET- 2FA 7.45 4.21 4.02 2.75 4.01 2.76 1.00 Supercritical 0.81 0.00 DI-2FA 7.45 4.21 4.02 2.75 4.01 2.76 1.00 Supercritical 0.81 0.00 INLET- 2GA 7.45 4.21 4.29 2.85 4.27 2.87 1.01 Supercritical 0.92 0.00 DI-2GA 7.45 4.21 4.29 2.85 4.27 2.87 1.01 Supercritical 0.92 0.00 STMH-2I 7.45 4.21 5.97 3.42 5.94 3.44 1.01 Supercritical 1.75 0.00 INLET- 2B 12.90 7.30 5.97 3.42 4.48 5.10 1.75 Supercritical 1.75 0.00 DI-SB 12.90 7.30 5.97 3.42 4.48 5.10 1.75 Supercritical 1.75 0.00 INLET- 2EA 7.45 4.21 7.05 3.76 7.04 3.76 1.00 Supercritical 2.41 0.00 DI-2EA 7.45 4.21 7.05 3.76 7.04 3.76 1.00 Supercritical 2.41 0.00 INLET- 2DA 7.45 4.21 6.85 3.69 6.83 3.70 1.00 Supercritical 2.28 0.00 DI-2DA 7.45 4.21 6.85 3.69 6.83 3.70 1.00 Supercritical 2.28 0.00 INLET- 2CA 16.04 5.11 7.35 3.77 7.13 3.94 1.06 Supercritical 3.08 0.00 DI-2CA 16.04 5.11 7.35 3.77 7.13 3.94 1.06 Supercritical 3.08 0.00 INLET- 2CB 7.45 4.21 3.08 2.39 3.10 2.37 0.99 Subcritical 0.48 0.00 DI-2CB 7.45 4.21 3.08 2.39 3.10 2.37 0.99 Subcritical 0.48 0.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment INLET-2A 14.50 ELLIPSE 53.00 in 83.00 in 30.00 in 30.00 in 53.00 in 83.00 in 21.09 DI-2A 0.42 ELLIPSE 53.00 in 83.00 in 18.00 in 18.00 in 53.00 in 83.00 in 21.09 STMH-2A 14.21 ELLIPSE 53.00 in 83.00 in 30.00 in 30.00 in 53.00 in 83.00 in 21.09 INLET-2AA 0.40 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2AA 0.40 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2B 13.87 ELLIPSE 53.00 in 86.00 in 30.00 in 30.00 in 53.00 in 86.00 in 21.56 STMH-2IA 0.79 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-2JA 0.57 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2JA 0.57 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2JB 0.24 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2JB 0.24 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2C 13.28 ELLIPSE 43.00 in 68.00 in 21.00 in 21.00 in 43.00 in 68.00 in 13.97 INLET-2BB 0.88 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2BB 0.88 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2BA 1.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2BA 1.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2D 11.36 CIRCULAR 42.00 in 42.00 in 18.00 in 18.00 in 42.00 in 42.00 in 9.62 STMH-2E 8.87 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 STMH-2F 6.59 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 STMH-2G 6.59 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-2EB 1.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2EB 1.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2H 3.37 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2FA 1.73 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2FB 0.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2FA 0.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2FA 0.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2GA 0.92 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2GA 0.92 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2I 1.75 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2B 1.75 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-SB 1.75 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2EA 2.41 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2EA 2.41 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2DA 2.28 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2DA 2.28 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2CA 3.08 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2CA 3.08 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-2CB 0.48 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2CB 0.48 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4999.50 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) INLET-2A 4993.80 4993.93 0.00 0.00 4999.50 4999.50 4999.51 0.00 4999.51 DI-2A 4994.00 4994.00 0.00 0.00 4999.51 4999.51 4999.51 0.00 4999.51 STMH-2A 4993.94 4993.98 0.00 0.00 4999.50 4999.50 4999.51 0.00 4999.51 INLET-2AA 4996.39 4996.48 0.00 0.00 4999.51 4999.51 4999.51 0.00 4999.51 DI-2AA 4996.48 4996.48 0.00 0.00 4999.51 4999.51 4999.51 0.00 4999.51 STMH-2B 4993.98 4994.09 0.00 0.00 4999.51 4999.51 4999.51 0.00 4999.51 STMH-2IA 4994.09 4994.66 0.00 0.00 4999.51 4999.51 4999.51 0.00 4999.51 INLET-2JA 4994.65 4994.75 0.00 0.00 4999.52 4999.52 4999.52 0.00 4999.52 DI-2JA 4994.72 4994.72 0.00 0.00 4999.52 4999.52 4999.52 0.00 4999.52 INLET-2JB 4994.65 4994.75 0.00 0.00 4999.51 4999.51 4999.52 0.00 4999.52 DI-2JB 4994.72 4994.72 0.00 0.00 4999.51 4999.51 4999.52 0.00 4999.52 STMH-2C 4994.08 4994.96 0.02 0.00 4999.53 4999.53 4999.54 0.00 4999.54 INLET-2BB 4997.04 4997.12 0.01 0.00 4999.54 4999.54 4999.55 0.00 4999.55 DI-2BB 4997.12 4997.12 0.00 0.00 4999.54 4999.54 4999.55 0.00 4999.55 INLET-2BA 4997.05 4997.16 0.01 0.00 4999.54 4999.55 4999.55 0.00 4999.56 DI-2BA 4997.16 4997.16 0.00 0.00 4999.55 4999.55 4999.56 0.00 4999.56 STMH-2D 4994.96 4996.15 0.00 0.00 4999.53 4999.54 4999.55 0.01 4999.56 STMH-2E 4996.65 4998.54 0.00 0.00 4999.54 4999.54 4999.56 0.26 4999.83 STMH-2F 4999.05 4999.46 0.00 0.00 4999.85 5000.31 5000.21 0.41 5000.62 STMH-2G 4999.45 4999.98 0.00 0.00 5000.38 5000.83 5000.62 0.52 5001.14 INLET-2EB 5000.95 5001.06 0.01 0.00 5001.40 5001.52 5001.57 0.11 5001.69 DI-2EB 5001.06 5001.06 0.00 0.00 5001.56 5001.56 5001.69 0.00 5001.69 STMH-2H 5000.49 5001.73 0.00 0.00 5001.11 5002.37 5001.36 1.24 5002.60 STMH-2FA 5001.73 5002.63 0.01 0.00 5002.58 5003.09 5002.61 0.63 5003.25 STMH-2FB 5003.13 5004.35 0.00 0.00 5003.46 5004.68 5003.58 1.22 5004.80 INLET-2FA 5004.35 5004.57 0.00 0.00 5004.71 5004.90 5004.81 0.22 5005.02 DI-2FA 5004.57 5004.57 0.00 0.00 5004.93 5004.93 5005.02 0.00 5005.03 INLET-2GA 5003.13 5003.28 0.01 0.00 5003.49 5003.64 5003.62 0.15 5003.76 DI-2GA 5003.28 5003.28 0.00 0.00 5003.67 5003.67 5003.76 0.00 5003.77 STMH-2I 5002.23 5002.84 0.00 0.00 5002.72 5003.34 5002.91 0.61 5003.52 INLET-2B 5002.84 5003.56 0.01 0.00 5003.35 5004.06 5003.62 0.62 5004.24 DI-SB 5003.55 5003.56 0.00 0.00 5004.06 5004.25 5004.32 0.00 5004.32 INLET-2EA 5001.03 5001.10 0.04 0.00 5001.61 5001.69 5001.83 0.07 5001.91 DI-2EA 5001.06 5001.06 0.01 0.00 5001.79 5001.79 5001.91 0.00 5001.92 INLET-2DA 4998.54 4998.78 0.03 0.00 4999.83 4999.83 4999.86 0.02 4999.88 DI-2DA 4998.78 4998.78 0.01 0.00 4999.84 4999.84 4999.88 0.00 4999.88 INLET-2CA 4998.15 4998.38 0.02 0.00 4999.55 4999.55 4999.58 0.01 4999.59 DI-2CA 4998.38 4998.38 0.00 0.00 4999.56 4999.56 4999.60 0.00 4999.60 INLET-2CB 4998.15 4998.42 0.00 0.00 4999.56 4999.56 4999.56 0.00 4999.56 DI-2CB 4998.42 4998.42 0.00 0.00 4999.56 4999.56 4999.56 0.00 4999.56 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. ST-02 100-YEAR Rainfall Parameters Rainfall Return Period: 100 Backwater Calculations: Tailwater Elevation (ft): 5001.00 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-2A 4995.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2A 5001.33 62.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2A 5001.33 1.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2A 5001.73 61.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2AA 5001.24 1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2AA 5001.24 1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2B 5001.60 59.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2IA 5001.93 3.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2JA 5001.50 2.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2JA 5001.50 2.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2JB 5001.50 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2JB 5001.50 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2C 5002.55 57.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2BB 5002.14 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2BB 5002.14 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2BA 5002.13 6.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2BA 5002.13 6.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2D 5003.88 48.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2E 5004.94 40.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2F 5005.43 33.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2G 5006.01 33.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2EB 5005.58 6.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EB 5005.58 6.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2H 5007.42 17.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2FA 5007.99 10.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2FB 5009.41 3.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2FA 5009.59 3.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2FA 5009.59 3.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2GA 5008.12 6.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2GA 5008.12 6.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2I 5008.46 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2B 5008.83 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-SB 5008.83 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2EA 5005.58 10.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EA 5005.58 10.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2CA 5004.21 11.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2CA 5004.21 11.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2CB 5004.22 2.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2CB 5004.22 2.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) INLET-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62.43 Surface Water Present (Downstream) DI-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.79 STMH-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61.18 INLET-2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 DI-2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 STMH-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59.68 STMH-2IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.40 INLET-2JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.47 DI-2JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.47 INLET-2JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 DI-2JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 STMH-2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57.15 INLET-2BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.54 DI-2BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.54 INLET-2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.43 DI-2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.43 STMH-2D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.97 STMH-2E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40.53 STMH-2F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.98 STMH-2G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.98 INLET-2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.45 DI-2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.45 STMH-2H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.00 STMH-2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.49 STMH-2FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.55 INLET-2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.55 DI-2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.55 INLET-2GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.94 DI-2GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.94 STMH-2I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 INLET-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 DI-SB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 INLET-2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.53 DI-2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.53 INLET-2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.20 DI-2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.20 INLET-2CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.08 DI-2CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.08 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) INLET-2A 62.76 4993.80 0.2 4993.93 0.013 0.03 0.00 ELLIPSE 53.00 in 83.00 in DI-2A 1.00 4994.00 0.3 4994.00 0.013 0.25 0.00 ELLIPSE 53.00 in 83.00 in STMH-2A 21.54 4993.94 0.2 4993.98 0.013 0.18 0.00 ELLIPSE 53.00 in 83.00 in INLET-2AA 18.00 4996.39 0.5 4996.48 0.013 0.23 0.00 CIRCULAR 24.00 in 24.00 in DI-2AA 1.00 4996.48 0.5 4996.48 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-2B 55.41 4993.98 0.2 4994.09 0.013 0.57 0.00 ELLIPSE 53.00 in 86.00 in STMH-2IA 56.89 4994.09 1.0 4994.66 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-2JA 19.15 4994.65 0.5 4994.75 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-2JA 1.00 4994.72 0.5 4994.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2JB 19.15 4994.65 0.5 4994.75 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-2JB 1.00 4994.72 0.5 4994.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2C 58.41 4994.08 1.5 4994.96 0.013 1.32 0.00 ELLIPSE 43.00 in 68.00 in INLET-2BB 15.02 4997.04 0.5 4997.12 0.013 1.24 0.00 CIRCULAR 18.00 in 18.00 in DI-2BB 1.00 4997.12 0.5 4997.12 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2BA 23.00 4997.05 0.5 4997.16 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2BA 1.00 4997.16 0.5 4997.16 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2D 79.09 4994.96 1.5 4996.15 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-2E 119.25 4996.65 1.5 4998.44 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-2F 89.66 4998.94 0.5 4999.39 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-2G 106.13 4999.39 0.5 4999.92 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-2EB 15.00 5000.92 0.5 5000.99 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2EB 1.00 5000.99 0.5 5000.99 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2H 248.96 5000.42 0.5 5001.66 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-2FA 90.00 5001.73 1.0 5002.63 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in STMH-2FB 244.00 5003.13 0.5 5004.35 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-2FA 44.13 5004.35 0.5 5004.57 0.013 0.83 0.00 CIRCULAR 18.00 in 18.00 in DI-2FA 1.00 5004.57 0.5 5004.57 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2GA 29.50 5003.13 0.5 5003.28 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2GA 1.00 5003.28 0.5 5003.28 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2I 122.50 5002.16 0.5 5002.77 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-2B 48.08 5002.78 1.5 5003.50 0.013 0.90 0.00 CIRCULAR 18.00 in 18.00 in DI-SB 1.00 5003.49 1.5 5003.50 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2EA 23.00 5000.92 0.5 5001.03 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2EA 1.00 5001.03 0.5 5001.03 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2CA 46.13 4998.15 0.5 4998.38 0.013 1.22 0.00 CIRCULAR 24.00 in 24.00 in DI-2CA 1.00 4998.38 0.5 4998.38 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-2CB 54.11 4998.15 0.5 4998.42 0.013 1.21 0.00 CIRCULAR 18.00 in 18.00 in DI-2CB 1.00 4998.42 0.5 4998.42 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment INLET-2A 155.19 7.36 25.70 7.15 29.19 6.04 0.78 Pressurized 62.43 62.76 DI-2A 190.07 9.01 4.21 2.76 4.56 2.46 0.86 Pressurized 1.79 1.00 STMH-2A 155.19 7.36 25.43 7.11 28.86 6.00 0.78 Pressurized 61.18 21.54 INLET-2AA 16.04 5.11 5.50 3.22 5.35 3.35 1.05 Pressurized 1.75 18.00 DI-2AA 16.04 5.11 5.50 3.22 5.35 3.35 1.05 Pressurized 1.75 1.00 STMH-2B 160.62 7.45 24.94 7.02 28.17 5.96 0.79 Pressurized 59.68 55.41 STMH-2IA 41.13 8.38 7.26 3.71 5.83 5.07 1.53 Pressurized 3.40 56.89 INLET-2JA 7.45 4.21 7.14 3.78 7.14 3.79 1.00 Pressurized 2.47 19.15 DI-2JA 7.45 4.21 7.14 3.78 7.14 3.79 1.00 Pressurized 2.47 1.00 INLET-2JB 7.45 4.21 4.47 2.92 4.45 2.94 1.01 Pressurized 1.00 19.15 DI-2JB 7.45 4.21 4.47 2.92 4.45 2.94 1.01 Pressurized 1.00 1.00 STMH-2C 245.69 17.59 26.10 7.36 17.69 12.40 2.11 Pressurized 57.15 58.41 INLET-2BB 7.45 4.21 8.62 4.24 8.74 4.16 0.97 Pressurized 3.54 15.02 DI-2BB 7.45 4.21 8.62 4.24 8.74 4.16 0.97 Pressurized 3.54 1.00 INLET-2BA 7.45 4.21 11.77 5.25 12.90 4.74 0.83 Pressurized 6.43 23.00 DI-2BA 7.45 4.21 11.77 5.25 12.90 4.74 0.83 Pressurized 6.43 1.00 STMH-2D 123.55 12.84 26.23 7.75 18.38 12.10 1.97 Pressurized 48.97 79.09 STMH-2E 81.91 11.59 24.87 7.78 17.89 11.56 1.88 Pressurized 40.53 119.25 STMH-2F 29.08 5.92 30.00 6.92 30.00 6.92 0.00 Pressurized 33.98 89.66 STMH-2G 29.08 5.92 30.00 6.92 30.00 6.92 0.00 Pressurized 33.98 106.13 INLET-2EB 7.45 4.21 11.78 5.26 12.94 4.74 0.83 Pressurized 6.45 15.00 DI-2EB 7.45 4.21 11.78 5.26 12.94 4.74 0.83 Pressurized 6.45 1.00 STMH-2H 16.04 5.11 24.00 5.41 24.00 5.41 0.00 Pressurized 17.00 248.96 STMH-2FA 22.68 7.22 13.92 5.55 11.47 7.08 1.45 Pressurized 10.49 90.00 STMH-2FB 7.45 4.21 8.63 4.24 8.75 4.16 0.97 Pressurized 3.55 244.00 INLET-2FA 7.45 4.21 8.63 4.24 8.75 4.16 0.97 Pressurized 3.55 44.13 DI-2FA 7.45 4.21 8.63 4.24 8.75 4.16 0.97 Pressurized 3.55 1.00 INLET-2GA 7.45 4.21 12.24 5.42 13.76 4.79 0.79 Pressurized 6.94 29.50 DI-2GA 7.45 4.21 12.24 5.42 13.76 4.79 0.79 Pressurized 6.94 1.00 STMH-2I 7.45 4.21 12.26 5.44 13.81 4.79 0.79 Pressurized 6.97 122.50 INLET-2B 12.90 7.30 12.26 5.44 9.43 7.44 1.66 Pressurized 6.97 48.08 DI-SB 12.90 7.30 12.26 5.44 9.43 7.44 1.66 Pressurized 6.97 1.00 INLET-2EA 7.45 4.21 18.00 5.96 18.00 5.96 0.00 Pressurized 10.53 23.00 DI-2EA 7.45 4.21 18.00 5.96 18.00 5.96 0.00 Pressurized 10.53 1.00 INLET-2CA 16.04 5.11 14.41 5.69 14.77 5.52 0.95 Pressurized 11.20 46.13 DI-2CA 16.04 5.11 14.41 5.69 14.77 5.52 0.95 Pressurized 11.20 1.00 INLET-2CB 7.45 4.21 6.53 3.59 6.51 3.61 1.01 Pressurized 2.08 54.11 DI-2CB 7.45 4.21 6.53 3.59 6.51 3.61 1.01 Pressurized 2.08 1.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment INLET-2A 62.43 ELLIPSE 53.00 in 83.00 in 48.00 in 48.00 in 53.00 in 83.00 in 21.09 DI-2A 1.79 ELLIPSE 53.00 in 83.00 in 18.00 in 18.00 in 53.00 in 83.00 in 21.09 STMH-2A 61.18 ELLIPSE 53.00 in 83.00 in 48.00 in 48.00 in 53.00 in 83.00 in 21.09 INLET-2AA 1.75 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2AA 1.75 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2B 59.68 ELLIPSE 53.00 in 86.00 in 48.00 in 48.00 in 53.00 in 86.00 in 21.56 STMH-2IA 3.40 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-2JA 2.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2JA 2.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2JB 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2JB 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2C 57.15 ELLIPSE 43.00 in 68.00 in 33.00 in 33.00 in 43.00 in 68.00 in 13.97 INLET-2BB 3.54 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2BB 3.54 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2BA 6.43 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2BA 6.43 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2D 48.97 CIRCULAR 42.00 in 42.00 in 30.00 in 30.00 in 42.00 in 42.00 in 9.62 STMH-2E 40.53 CIRCULAR 36.00 in 36.00 in 30.00 in 30.00 in 36.00 in 36.00 in 7.07 STMH-2F 33.98 CIRCULAR 30.00 in 30.00 in 33.00 in 33.00 in 30.00 in 30.00 in 4.91 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-2G 33.98 CIRCULAR 30.00 in 30.00 in 33.00 in 33.00 in 30.00 in 30.00 in 4.91 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-2EB 6.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2EB 6.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2H 17.00 CIRCULAR 24.00 in 24.00 in 27.00 in 27.00 in 24.00 in 24.00 in 3.14 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-2FA 10.49 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2FB 3.55 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2FA 3.55 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2FA 3.55 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2GA 6.94 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2GA 6.94 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2I 6.97 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2B 6.97 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-SB 6.97 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2EA 10.53 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise DI-2EA 10.53 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-2CA 11.20 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 DI-2CA 11.20 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 INLET-2CB 2.08 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2CB 2.08 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 5001.00 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) INLET-2A 4993.80 4993.93 0.00 0.00 5001.00 5001.02 5001.14 0.02 5001.16 DI-2A 4994.00 4994.00 0.00 0.00 5001.16 5001.16 5001.16 0.00 5001.16 STMH-2A 4993.94 4993.98 0.02 0.00 5001.05 5001.06 5001.18 0.01 5001.19 INLET-2AA 4996.39 4996.48 0.00 0.00 5001.18 5001.18 5001.19 0.00 5001.19 DI-2AA 4996.48 4996.48 0.00 0.00 5001.19 5001.19 5001.19 0.00 5001.19 STMH-2B 4993.98 4994.09 0.07 0.00 5001.14 5001.15 5001.25 0.02 5001.27 STMH-2IA 4994.09 4994.66 0.00 0.00 5001.26 5001.27 5001.27 0.00 5001.27 INLET-2JA 4994.65 4994.75 0.03 0.00 5001.29 5001.30 5001.32 0.01 5001.33 DI-2JA 4994.72 4994.72 0.01 0.00 5001.31 5001.31 5001.34 0.00 5001.34 INLET-2JB 4994.65 4994.75 0.00 0.00 5001.27 5001.27 5001.28 0.00 5001.28 DI-2JB 4994.72 4994.72 0.00 0.00 5001.28 5001.28 5001.28 0.00 5001.28 STMH-2C 4994.08 4994.96 0.34 0.00 5001.49 5001.49 5001.67 0.08 5001.75 INLET-2BB 4997.04 4997.12 0.08 0.00 5001.77 5001.79 5001.83 0.02 5001.85 DI-2BB 4997.12 4997.12 0.02 0.00 5001.80 5001.80 5001.86 0.00 5001.86 INLET-2BA 4997.05 4997.16 0.27 0.00 5001.82 5001.91 5002.03 0.09 5002.11 DI-2BA 4997.16 4997.16 0.05 0.00 5001.96 5001.96 5002.16 0.00 5002.17 STMH-2D 4994.96 4996.15 0.02 0.00 5001.51 5001.70 5001.92 0.19 5002.10 STMH-2E 4996.65 4998.44 0.03 0.00 5001.73 5002.16 5002.24 0.44 5002.67 STMH-2F 4998.94 4999.39 0.04 0.00 5002.20 5002.81 5002.95 0.61 5003.56 STMH-2G 4999.39 4999.92 0.04 0.00 5002.85 5003.57 5003.59 0.72 5004.32 INLET-2EB 5000.92 5000.99 0.27 0.00 5004.39 5004.44 5004.59 0.06 5004.65 DI-2EB 5000.99 5000.99 0.05 0.00 5004.49 5004.50 5004.70 0.00 5004.70 STMH-2H 5000.42 5001.66 0.02 0.00 5003.89 5005.29 5004.34 1.40 5005.74 STMH-2FA 5001.73 5002.63 0.23 0.00 5005.80 5005.99 5005.97 0.19 5006.16 STMH-2FB 5003.13 5004.35 0.00 0.00 5006.10 5006.38 5006.16 0.28 5006.44 INLET-2FA 5004.35 5004.57 0.05 0.00 5006.43 5006.48 5006.49 0.05 5006.54 DI-2FA 5004.57 5004.57 0.02 0.00 5006.50 5006.50 5006.56 0.00 5006.56 INLET-2GA 5003.13 5003.28 0.32 0.00 5006.30 5006.43 5006.54 0.13 5006.67 DI-2GA 5003.28 5003.28 0.06 0.00 5006.49 5006.50 5006.73 0.00 5006.74 STMH-2I 5002.16 5002.77 0.01 0.00 5005.51 5006.05 5005.75 0.54 5006.29 INLET-2B 5002.78 5003.50 0.22 0.00 5006.26 5006.48 5006.51 0.21 5006.72 DI-SB 5003.49 5003.50 0.06 0.00 5006.54 5006.54 5006.78 0.00 5006.78 INLET-2EA 5000.92 5001.03 0.73 0.00 5004.50 5004.73 5005.05 0.23 5005.28 DI-2EA 5001.03 5001.03 0.14 0.00 5004.86 5004.87 5005.41 0.01 5005.42 INLET-2CA 4998.15 4998.38 0.24 0.00 5002.15 5002.26 5002.34 0.11 5002.46 DI-2CA 4998.38 4998.38 0.05 0.00 5002.31 5002.31 5002.51 0.00 5002.51 INLET-2CB 4998.15 4998.42 0.03 0.00 5002.11 5002.13 5002.13 0.02 5002.15 DI-2CB 4998.42 4998.42 0.01 0.00 5002.13 5002.13 5002.16 0.00 5002.16 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. Project: ID: Soil Type: Design Information: Design Discharge Q = 62.43 cfs Circular Culvert: Barrel Diameter in Inches D = 66 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4993.81 Elev IN = 4993.93 ft Outlet Elevation OR Slope 0.0019 Elev OUT = 4993.81 ft Culvert Length L = 62.76 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =5001 ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 23.76 ft2 Culvert Normal Depth Yn =2.22 ft Culvert Critical Depth Yc =2.16 ft Froude Number Fr = 0.95 Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =0.20 Sum of All Loss Coefficients ks =1.40 ft Headwater: Inlet Control Headwater HWI =3.00 ft Outlet Control Headwater HWO =6.11 ft Design Headwater Elevation HW = 5000.04 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.11 Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 0.88 ft0.5/s Tailwater Surface Height Yt =7.19 ft Tailwater/Diameter Yt/D = 1.31 Expansion Factor 1/(2*tan(Θ)) = 6.70 Flow Area at Max Channel Velocity At =12.49 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =17 ft Width of Riprap Protection at Downstream End T = 9 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=1 in Nominal Riprap Size d50 nominal=6 in MHFD Riprap Type Type = VL DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-02 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy ST-03 2-YEAR Rainfall Parameters Rainfall Return Period: 2 Backwater Calculations: Tailwater Elevation (ft): 4996.50 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-3A 4992.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3A 5000.94 35.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STH-3B 5001.06 35.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3C 5001.98 31.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3D 5002.33 21.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3YA 5001.95 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3YA 5001.95 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3YB 5001.95 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-Y-3B 5001.95 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3E 5001.92 20.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3F 5001.89 5.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3G 5001.01 5.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3FA 5001.24 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3FA 5001.24 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3H 5000.88 4.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3I 5001.96 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3J 5002.08 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3GA 5001.68 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3GA 5001.68 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3GB 5001.68 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3GB 5001.68 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3PA 5004.47 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3PA 5004.44 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3PA 5004.44 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3EB 5000.58 1.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3EB 5000.58 1.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3EA 5000.58 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3EA 5000.58 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BA 5001.74 16.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3HB 5001.45 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3HB 5001.45 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3HA 5001.45 3.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3HA 5001.45 3.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BB 5001.85 12.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BC 5003.20 12.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BD 5002.69 9.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BE 5002.66 9.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3OA 5002.38 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-OA 5002.38 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BF 5002.94 6.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BG 5003.35 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3BH 5003.97 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3CA 5004.66 1.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3CB 5005.76 1.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3CC 5005.42 1.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3CD 5005.99 1.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3JA 5006.24 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3JA 5006.24 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3JB 5006.20 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3JB 5006.20 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BI 5005.23 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2BJ 5005.87 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3BA 5006.03 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3BA 5006.03 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3QA 5003.03 4.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3QB 5002.90 4.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3QC 5003.51 4.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3QD 5003.94 2.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3QE 5004.11 2.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3UA 5003.70 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3UA 5003.70 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3UB 5003.70 2.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3UB 5003.70 2.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3SA 5004.10 1.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3SA 5004.10 1.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3OB 5002.38 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3OB 5002.38 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3IA 5003.35 2.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3IA 5003.35 2.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3AA 5003.45 11.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-3XA 5003.45 1.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3AB 5002.61 9.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3AA 5000.94 9.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AA 5000.94 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3AC 5001.27 9.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3KA 5002.19 3.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3KA 5002.23 1.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3KA 5002.23 1.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3MA 5002.24 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3MA 5002.24 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 3LA 5002.11 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3LA 5002.45 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3LA 5002.45 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3NA 5002.45 2.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3NA 5002.66 2.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3AB 5000.94 2.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3AC 5001.82 1.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AC 5001.82 1.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AB 5000.94 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3DA 5000.46 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3DA 5000.46 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3DB 5000.68 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3DB 5000.68 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35.08 Surface Water Present (Downstream) STH-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35.08 STMH-3C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31.65 STMH-3D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.17 INLET- 3YA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 DI-3YA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 INLET- 3YB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 DI-Y-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 STMH-3E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.69 STMH-3F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.30 STMH-3G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.30 INLET- 3FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.16 DI-3FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.16 STMH-3H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.61 STMH-3I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 STMH-3J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.43 INLET- 3GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.12 DI-3GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.12 INLET- 3GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.31 DI-3GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.31 STMH- 3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.60 INLET- 3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.60 DI-3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.60 INLET- 3EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.12 DI-3EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.12 INLET- 3EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 DI-3EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 STMH- 3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.31 INLET- 3HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.78 DI-3HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.78 INLET- 3HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.11 DI-3HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.11 STMH- 3BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.11 STMH- 3BC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.11 STMH- 3BD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.90 STMH- 3BE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.90 INLET- 3OA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 DI-OA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 STMH- 3BF 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.94 STMH- 3BG 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.08 STMH- 3BH 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.08 STMH- 3CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.76 STMH- 3CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.76 STMH- 3CC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.76 STMH- 3CD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.76 INLET- 3JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.41 DI-3JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.41 INLET- 3JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.42 DI-3JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.42 STMH- 3BI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.38 STMH- 2BJ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.38 INLET- 3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.38 DI-3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.38 STMH- 3QA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.21 STMH- 3QB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.21 STMH- 3QC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.21 STMH- 3QD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.73 STMH- 3QE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.73 INLET- 3UA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.71 DI-3UA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.71 INLET- 3UB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.10 DI-3UB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.10 INLET- 3SA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.86 DI-3SA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.86 INLET- 3OB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 DI-3OB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 INLET- 3IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.91 DI-3IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.91 STMH- 3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.28 FES-3XA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.67 STMH- 3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.94 INLET- 3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.94 DI-3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.72 STMH- 3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.43 STMH- 3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.72 INLET- 3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 DI-3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 INLET- 3MA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.24 DI-3MA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.24 STMH- 3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 INLET- 3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.08 DI-3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.08 INLET- 3NA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.54 DI-3NA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.54 INLET- 3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.44 INLET- 3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.72 DI-3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.72 DI-3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.72 INLET- 3DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.56 DI-3DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.56 INLET- 3DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.77 DI-3DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.77 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-3A 74.43 4992.00 0.3 4992.22 0.012 0.03 0.00 ELLIPSE 58.00 in 91.00 in STH-3B 67.41 4992.23 0.3 4992.43 0.012 1.32 0.00 ELLIPSE 58.00 in 91.00 in STMH-3C 167.06 4992.43 0.3 4992.93 0.012 0.05 0.00 ELLIPSE 58.00 in 91.00 in STMH-3D 212.88 4992.93 0.3 4993.57 0.012 0.05 0.00 ELLIPSE 53.00 in 83.00 in INLET-3YA 13.00 4996.47 0.5 4996.53 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3YA 1.00 4996.53 0.5 4996.53 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3YB 23.00 4996.47 0.5 4996.58 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-Y-3B 23.00 4996.47 0.5 4996.58 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-3E 48.65 4993.56 0.3 4993.71 0.012 0.05 0.00 ELLIPSE 53.00 in 83.00 in STMH-3F 20.62 4993.71 0.3 4993.77 0.013 0.08 0.00 CIRCULAR 48.00 in 48.00 in STMH-3G 99.00 4993.77 0.3 4994.07 0.013 0.07 0.00 CIRCULAR 48.00 in 48.00 in INLET-3FA 56.00 4995.12 0.5 4995.40 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-3FA 1.00 4995.40 0.5 4995.40 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in STMH-3H 43.64 4994.07 0.3 4994.20 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-3I 198.58 4994.20 0.3 4994.80 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-3J 19.75 4994.80 0.3 4994.86 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-3GA 13.69 4994.85 0.5 4994.92 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3GA 1.00 4994.92 0.5 4994.92 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3GB 22.31 4994.86 0.5 4994.97 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3GB 1.00 4994.94 0.5 4994.94 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3PA 134.06 4996.35 2.0 4999.03 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-3PA 29.99 4999.03 2.0 4999.63 0.013 0.11 0.00 CIRCULAR 18.00 in 18.00 in DI-3PA 1.00 4999.61 2.0 4999.63 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3EB 27.05 4994.20 0.5 4994.34 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3EB 1.00 4994.66 0.5 4994.66 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-3EA 8.95 4994.21 0.5 4994.25 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3EA 1.00 4994.25 0.5 4994.25 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3BA 146.46 4993.71 0.3 4994.15 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in INLET-3HB 8.00 4996.48 0.5 4996.52 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3HB 1.00 4996.52 0.5 4996.52 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3HA 28.00 4996.48 0.5 4996.62 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3HA 1.00 4996.62 0.5 4996.62 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3BB 39.75 4994.16 0.3 4994.28 0.013 0.05 0.00 CIRCULAR 54.00 in 54.00 in STMH-3BC 223.78 4994.27 0.3 4994.94 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3BD 65.23 4994.94 0.5 4995.27 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3BE 18.23 4995.27 0.5 4995.36 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in INLET-3OA 28.00 4995.36 1.0 4995.64 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-OA 1.00 4995.63 1.0 4995.64 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3BF 68.03 4995.36 0.5 4995.70 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-3BG 22.28 4995.70 0.5 4995.81 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-3BH 109.30 4995.81 0.5 4996.36 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-3CA 53.92 4997.86 1.0 4998.40 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in STMH-3CB 198.34 4998.39 0.8 4999.98 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in STMH-3CC 30.38 4999.98 0.5 5000.13 0.013 0.59 0.00 CIRCULAR 18.00 in 18.00 in STMH-3CD 119.31 5000.13 0.5 5000.73 0.013 0.22 0.00 CIRCULAR 18.00 in 18.00 in INLET-3JA 39.10 5000.73 0.5 5000.93 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3JA 1.00 5000.93 0.5 5000.93 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3JB 36.31 5000.73 0.5 5000.91 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3JB 1.00 5000.91 0.5 5000.91 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-3BI 174.31 4997.36 0.5 4998.23 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-2BJ 82.81 4998.23 0.5 4998.64 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3BA 44.37 4998.64 0.5 4998.86 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3BA 1.00 4998.86 0.5 4998.86 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3QA 16.08 4995.70 1.0 4995.86 0.013 1.32 0.00 CIRCULAR 36.00 in 36.00 in STMH-3QB 27.48 4996.36 1.0 4996.63 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-3QC 69.19 4997.14 1.0 4997.83 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-3QD 42.40 4997.83 1.0 4998.25 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-3QE 30.34 4998.25 1.0 4998.55 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3UA 14.00 4998.55 0.5 4998.62 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3UA 1.00 4998.62 0.5 4998.62 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3UB 14.00 4998.55 0.5 4998.62 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3UB 1.00 4998.62 0.5 4998.62 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3SA 22.98 4998.33 0.5 4998.44 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3SA 1.00 4998.44 0.5 4998.44 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3OB 8.00 4995.36 1.0 4995.44 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3OB 8.00 4995.36 1.0 4995.44 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3IA 50.00 4996.77 0.5 4997.02 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3IA 1.00 4997.02 0.5 4997.02 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3AA 361.00 4992.93 0.3 4994.01 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in FES-3XA 34.03 4995.80 0.5 4995.97 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in STMH-3AB 110.00 4994.01 0.3 4994.34 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in INLET-3AA 70.50 4994.34 0.3 4994.55 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in DI-3AA 1.00 4994.55 0.3 4994.55 0.013 0.25 0.00 CIRCULAR 48.00 in 48.00 in STMH-3AC 10.00 4994.55 0.3 4994.58 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3KA 122.53 4995.08 0.5 4995.69 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-3KA 42.38 4996.20 0.5 4996.41 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3KA 1.00 4996.41 0.5 4996.41 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3MA 42.38 4996.20 0.5 4996.41 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3MA 1.00 4996.41 0.5 4996.41 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3LA 84.47 4995.08 0.5 4995.50 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-3LA 42.38 4996.00 0.5 4996.21 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3LA 1.00 4996.21 0.5 4996.21 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3NA 42.38 4996.00 0.5 4996.21 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3NA 1.00 4996.21 0.5 4996.21 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3AB 10.00 4994.58 0.5 4994.63 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3AC 26.17 4994.63 0.5 4994.76 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in DI-3AC 26.17 4994.63 0.5 4994.76 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in DI-3AB 1.00 4994.63 0.5 4994.63 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3DA 24.00 4995.26 0.5 4995.38 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3DA 1.00 4995.38 0.5 4995.38 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3DB 23.00 4995.26 0.5 4995.37 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3DB 1.00 4995.37 0.5 4995.37 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-3A 262.35 10.38 18.58 5.95 17.94 6.25 1.07 Supercritical 35.08 0.00 STH-3B 262.35 10.38 18.58 5.95 17.94 6.25 1.07 Supercritical 35.08 0.00 STMH-3C 262.35 10.38 17.63 5.78 17.04 6.07 1.07 Supercritical 31.65 0.00 STMH-3D 205.91 9.76 14.72 5.27 14.37 5.45 1.05 Supercritical 21.17 0.00 INLET- 3YA 7.45 4.21 1.71 1.76 1.77 1.67 0.93 Subcritical 0.15 0.00 Velocity is Too Low DI-3YA 7.45 4.21 1.71 1.76 1.77 1.67 0.93 Subcritical 0.15 0.00 Velocity is Too Low INLET- 3YB 7.45 4.21 3.08 2.39 3.10 2.37 0.99 Subcritical 0.48 0.00 DI-Y-3B 7.45 4.21 3.08 2.39 3.10 2.37 0.99 Subcritical 0.48 0.00 STMH-3E 205.91 9.76 14.55 5.23 14.21 5.41 1.05 Supercritical 20.69 0.00 STMH-3F 78.89 6.28 7.99 3.85 8.43 3.57 0.90 Subcritical 5.30 0.00 STMH-3G 78.89 6.28 7.99 3.85 8.43 3.57 0.90 Subcritical 5.30 0.00 INLET- 3FA 29.08 5.92 4.19 2.78 4.09 2.89 1.05 Supercritical 1.16 0.00 DI-3FA 29.08 5.92 4.19 2.78 4.09 2.89 1.05 Supercritical 1.16 0.00 STMH-3H 55.25 5.74 7.72 3.80 8.20 3.48 0.89 Subcritical 4.61 0.00 STMH-3I 12.42 3.95 7.25 3.75 8.03 3.26 0.82 Subcritical Surcharged 3.00 145.25 STMH-3J 5.77 3.26 2.91 2.32 3.33 1.91 0.77 Pressurized 0.43 19.75 Velocity is Too Low INLET- 3GA 7.45 4.21 1.52 1.67 1.59 1.56 0.92 Pressurized 0.12 13.69 Velocity is Too Low DI-3GA 7.45 4.21 1.52 1.67 1.59 1.56 0.92 Pressurized 0.12 1.00 Velocity is Too Low INLET- 3GB 7.45 4.21 2.46 2.13 2.50 2.08 0.97 Pressurized 0.31 22.31 DI-3GB 16.04 5.11 2.28 2.04 2.31 2.00 0.97 Subcritical 0.31 0.00 STMH- 3PA 32.08 10.21 6.74 3.60 4.62 6.14 2.09 Supercritical 2.60 0.00 INLET- 3PA 14.90 8.43 7.33 3.84 5.09 6.33 2.02 Supercritical 2.60 0.00 DI-3PA 14.90 8.43 7.33 3.84 5.09 6.33 2.02 Supercritical 2.60 0.00 INLET- 3EB 16.04 5.11 4.38 2.86 4.29 2.94 1.04 Pressurized 1.12 27.05 DI-3EB 16.04 5.11 4.38 2.86 4.29 2.94 1.04 Supercritical 1.12 0.00 INLET- 3EA 16.04 5.11 2.99 2.35 2.99 2.35 1.00 Pressurized 0.53 8.95 DI-3EA 16.04 5.11 2.99 2.35 2.99 2.35 1.00 Pressurized 0.53 1.00 STMH- 3BA 108.00 6.79 13.74 5.12 14.18 4.89 0.94 Subcritical 16.31 0.00 INLET- 3HB 16.04 5.11 3.64 2.60 3.60 2.64 1.02 Supercritical 0.78 0.00 DI-3HB 16.04 5.11 3.64 2.60 3.60 2.64 1.02 Supercritical 0.78 0.00 INLET- 3HA 16.04 5.11 7.39 3.79 7.16 3.95 1.06 Supercritical 3.11 0.00 DI-3HA 16.04 5.11 7.39 3.79 7.16 3.95 1.06 Supercritical 3.11 0.00 STMH- 3BB 108.00 6.79 11.80 4.72 12.21 4.49 0.93 Subcritical 12.11 0.00 STMH- 3BC 78.89 6.28 12.19 4.82 12.71 4.55 0.92 Subcritical 12.11 0.00 STMH- 3BD 101.84 8.10 11.00 4.56 10.11 5.14 1.18 Supercritical 9.90 0.00 STMH- 3BE 47.29 6.69 11.94 4.83 11.18 5.29 1.14 Supercritical 9.90 0.00 INLET- 3OA 22.68 7.22 5.59 3.25 4.58 4.32 1.48 Supercritical 1.81 0.00 DI-OA 22.68 7.22 5.59 3.25 4.58 4.32 1.48 Supercritical 1.81 0.00 STMH- 3BF 47.29 6.69 9.94 4.37 9.32 4.78 1.13 Supercritical 6.94 0.00 STMH- 3BG 47.29 6.69 6.56 3.50 6.23 3.77 1.11 Supercritical 3.08 0.00 STMH- 3BH 47.29 6.69 6.56 3.50 6.23 3.77 1.11 Supercritical 3.08 0.00 STMH- 3CA 10.53 5.96 5.99 3.42 4.98 4.42 1.43 Supercritical 1.76 0.00 STMH- 3CB 9.42 5.33 5.99 3.42 5.27 4.08 1.28 Supercritical 1.76 0.00 STMH- 3CC 7.45 4.21 5.99 3.42 5.95 3.45 1.01 Supercritical 1.76 0.00 STMH- 3CD 7.45 4.21 5.99 3.42 5.95 3.45 1.01 Supercritical 1.76 0.00 INLET- 3JA 7.45 4.21 5.34 3.21 5.31 3.24 1.01 Supercritical 1.41 0.00 DI-3JA 7.45 4.21 5.34 3.21 5.31 3.24 1.01 Supercritical 1.41 0.00 INLET- 3JB 7.45 4.21 2.87 2.31 2.90 2.28 0.98 Subcritical 0.42 0.00 DI-3JB 7.45 4.21 2.87 2.31 2.90 2.28 0.98 Subcritical 0.42 0.00 STMH- 3BI 16.04 5.11 4.87 3.02 4.76 3.12 1.05 Supercritical 1.38 0.00 STMH- 2BJ 16.04 5.11 4.87 3.02 4.76 3.12 1.05 Supercritical 1.38 0.00 INLET- 3BA 16.04 5.11 4.87 3.02 4.76 3.12 1.05 Supercritical 1.38 0.00 DI-3BA 16.04 5.11 4.87 3.02 4.76 3.12 1.05 Supercritical 1.38 0.00 STMH- 3QA 66.88 9.46 7.69 3.81 6.12 5.28 1.56 Supercritical 4.21 0.00 STMH- 3QB 41.13 8.38 8.10 3.94 6.48 5.39 1.54 Supercritical 4.21 0.00 STMH- 3QC 22.68 7.22 8.64 4.13 7.00 5.52 1.50 Supercritical 4.21 0.00 STMH- 3QD 22.68 7.22 6.91 3.65 5.62 4.87 1.49 Supercritical 2.73 0.00 STMH- 3QE 22.68 7.22 6.91 3.65 5.62 4.87 1.49 Supercritical 2.73 0.00 INLET- 3UA 7.45 4.21 3.76 2.66 3.75 2.66 1.00 Supercritical 0.71 0.00 DI-3UA 7.45 4.21 3.76 2.66 3.75 2.66 1.00 Supercritical 0.71 0.00 INLET- 3UB 16.04 5.11 6.04 3.39 5.86 3.53 1.06 Supercritical 2.10 0.00 DI-3UB 16.04 5.11 6.04 3.39 5.86 3.53 1.06 Supercritical 2.10 0.00 INLET- 3SA 7.45 4.21 6.16 3.48 6.13 3.50 1.01 Supercritical 1.86 0.00 DI-3SA 7.45 4.21 6.16 3.48 6.13 3.50 1.01 Supercritical 1.86 0.00 INLET- 3OB 22.68 7.22 4.80 3.00 3.96 3.95 1.46 Supercritical 1.34 0.00 DI-3OB 22.68 7.22 4.80 3.00 3.96 3.95 1.46 Supercritical 1.34 0.00 INLET- 3IA 16.04 5.11 7.14 3.71 6.92 3.88 1.06 Supercritical 2.91 0.00 DI-3IA 16.04 5.11 7.14 3.71 6.92 3.88 1.06 Supercritical 2.91 0.00 STMH- 3AA 108.00 6.79 11.37 4.63 11.79 4.40 0.93 Subcritical 11.28 0.00 FES-3XA 7.45 4.21 5.83 3.37 5.79 3.40 1.01 Supercritical 1.67 0.00 STMH- 3AB 78.89 6.28 11.02 4.57 11.51 4.29 0.92 Subcritical 9.94 0.00 INLET- 3AA 78.89 6.28 11.02 4.57 11.51 4.29 0.92 Subcritical 9.94 0.00 DI-3AA 78.89 6.28 2.91 2.30 3.24 1.96 0.81 Subcritical 0.72 0.00 Velocity is Too Low STMH- 3AC 78.89 6.28 10.73 4.50 11.21 4.23 0.92 Subcritical 9.43 0.00 STMH- 3KA 29.08 5.92 7.60 3.80 7.25 4.07 1.10 Supercritical 3.72 0.00 INLET- 3KA 16.04 5.11 5.25 3.15 5.12 3.26 1.05 Supercritical 1.60 0.00 DI-3KA 16.04 5.11 5.25 3.15 5.12 3.26 1.05 Supercritical 1.60 0.00 INLET- 3MA 16.04 5.11 6.24 3.45 6.06 3.60 1.06 Supercritical 2.24 0.00 DI-3MA 16.04 5.11 6.24 3.45 6.06 3.60 1.06 Supercritical 2.24 0.00 STMH- 3LA 29.08 5.92 7.31 3.73 6.98 3.98 1.10 Supercritical 3.45 0.00 INLET- 3LA 16.04 5.11 4.30 2.83 4.22 2.91 1.04 Supercritical 1.08 0.00 DI-3LA 16.04 5.11 4.30 2.83 4.22 2.91 1.04 Supercritical 1.08 0.00 INLET- 3NA 16.04 5.11 6.66 3.57 6.46 3.73 1.06 Supercritical 2.54 0.00 DI-3NA 16.04 5.11 6.66 3.57 6.46 3.73 1.06 Supercritical 2.54 0.00 INLET- 3AB 16.04 5.11 6.52 3.53 6.33 3.69 1.06 Pressurized 2.44 10.00 INLET- 3AC 16.04 5.11 5.45 3.21 5.31 3.33 1.05 Supercritical Jump 1.72 4.00 DI-3AC 16.04 5.11 5.45 3.21 5.31 3.33 1.05 Supercritical Jump 1.72 4.28 DI-3AB 16.04 5.11 3.50 2.54 3.46 2.58 1.02 Pressurized 0.72 1.00 INLET- 3DA 16.04 5.11 3.08 2.38 3.07 2.39 1.01 Supercritical 0.56 0.00 DI-3DA 16.04 5.11 3.08 2.38 3.07 2.39 1.01 Supercritical 0.56 0.00 INLET- 3DB 16.04 5.11 3.62 2.59 3.58 2.63 1.02 Supercritical 0.77 0.00 DI-3DB 16.04 5.11 3.62 2.59 3.58 2.63 1.02 Supercritical 0.77 0.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-3A 35.08 ELLIPSE 58.00 in 91.00 in 36.00 in 36.00 in 58.00 in 91.00 in 25.29 STH-3B 35.08 ELLIPSE 58.00 in 91.00 in 36.00 in 36.00 in 58.00 in 91.00 in 25.29 STMH-3C 31.65 ELLIPSE 58.00 in 91.00 in 36.00 in 36.00 in 58.00 in 91.00 in 25.29 STMH-3D 21.17 ELLIPSE 53.00 in 83.00 in 30.00 in 30.00 in 53.00 in 83.00 in 21.09 INLET-3YA 0.15 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3YA 0.15 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3YB 0.48 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-Y-3B 0.48 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3E 20.69 ELLIPSE 53.00 in 83.00 in 30.00 in 30.00 in 53.00 in 83.00 in 21.09 STMH-3F 5.30 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 STMH-3G 5.30 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 INLET-3FA 1.16 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 DI-3FA 1.16 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 STMH-3H 4.61 CIRCULAR 42.00 in 42.00 in 18.00 in 18.00 in 42.00 in 42.00 in 9.62 STMH-3I 3.00 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3J 0.43 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3GA 0.12 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3GA 0.12 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3GB 0.31 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3GB 0.31 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3PA 2.60 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3PA 2.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3PA 2.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3EB 1.12 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3EB 1.12 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3EA 0.53 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3EA 0.53 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3BA 16.31 CIRCULAR 54.00 in 54.00 in 27.00 in 27.00 in 54.00 in 54.00 in 15.90 INLET-3HB 0.78 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3HB 0.78 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3HA 3.11 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3HA 3.11 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3BB 12.11 CIRCULAR 54.00 in 54.00 in 24.00 in 24.00 in 54.00 in 54.00 in 15.90 STMH-3BC 12.11 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 STMH-3BD 9.90 CIRCULAR 48.00 in 48.00 in 21.00 in 21.00 in 48.00 in 48.00 in 12.57 STMH-3BE 9.90 CIRCULAR 36.00 in 36.00 in 21.00 in 21.00 in 36.00 in 36.00 in 7.07 INLET-3OA 1.81 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-OA 1.81 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3BF 6.94 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 STMH-3BG 3.08 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 STMH-3BH 3.08 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 STMH-3CA 1.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3CB 1.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3CC 1.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3CD 1.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3JA 1.41 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3JA 1.41 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3JB 0.42 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3JB 0.42 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3BI 1.38 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2BJ 1.38 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3BA 1.38 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3BA 1.38 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3QA 4.21 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 STMH-3QB 4.21 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 STMH-3QC 4.21 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3QD 2.73 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3QE 2.73 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3UA 0.71 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3UA 0.71 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3UB 2.10 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3UB 2.10 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3SA 1.86 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3SA 1.86 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3OB 1.34 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3OB 1.34 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3IA 2.91 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3IA 2.91 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3AA 11.28 CIRCULAR 54.00 in 54.00 in 24.00 in 24.00 in 54.00 in 54.00 in 15.90 FES-3XA 1.67 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3AB 9.94 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 INLET-3AA 9.94 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 DI-3AA 0.72 CIRCULAR 48.00 in 48.00 in 18.00 in 18.00 in 48.00 in 48.00 in 12.57 STMH-3AC 9.43 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 STMH-3KA 3.72 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-3KA 1.60 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3KA 1.60 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3MA 2.24 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3MA 2.24 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3LA 3.45 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-3LA 1.08 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3LA 1.08 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3NA 2.54 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3NA 2.54 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3AB 2.44 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3AC 1.72 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3AC 1.72 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3AB 0.72 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3DA 0.56 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3DA 0.56 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3DB 0.77 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3DB 0.77 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4996.50 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-3A 4992.00 4992.22 0.00 0.00 4996.50 4996.50 4996.53 0.00 4996.54 STH-3B 4992.23 4992.43 0.04 0.00 4996.54 4996.54 4996.58 0.00 4996.58 STMH-3C 4992.43 4992.93 0.00 0.00 4996.55 4996.55 4996.58 0.01 4996.60 STMH-3D 4992.93 4993.57 0.00 0.00 4996.57 4996.57 4996.60 0.01 4996.61 INLET-3YA 4996.47 4996.53 0.00 0.00 4996.61 4996.68 4996.66 0.07 4996.72 DI-3YA 4996.53 4996.53 0.00 0.00 4996.69 4996.69 4996.72 0.00 4996.73 INLET-3YB 4996.47 4996.58 0.00 0.00 4996.72 4996.84 4996.81 0.12 4996.93 DI-Y-3B 4996.47 4996.58 0.00 0.00 4996.91 4996.91 4996.93 0.03 4996.95 STMH-3E 4993.56 4993.71 0.00 0.00 4996.58 4996.58 4996.61 0.00 4996.62 STMH-3F 4993.71 4993.77 0.00 0.00 4996.61 4996.61 4996.62 0.00 4996.62 STMH-3G 4993.77 4994.07 0.00 0.00 4996.61 4996.61 4996.62 0.00 4996.62 INLET-3FA 4995.12 4995.40 0.00 0.00 4996.62 4996.62 4996.62 0.00 4996.62 DI-3FA 4995.40 4995.40 0.00 0.00 4996.62 4996.62 4996.62 0.00 4996.62 STMH-3H 4994.07 4994.20 0.00 0.00 4996.61 4996.61 4996.62 0.00 4996.62 STMH-3I 4994.20 4994.80 0.00 0.00 4996.61 4996.65 4996.63 0.03 4996.66 STMH-3J 4994.80 4994.86 0.00 0.00 4996.66 4996.66 4996.66 0.00 4996.66 INLET-3GA 4994.85 4994.92 0.00 0.00 4996.66 4996.66 4996.66 0.00 4996.66 DI-3GA 4994.92 4994.92 0.00 0.00 4996.66 4996.66 4996.66 0.00 4996.66 INLET-3GB 4994.86 4994.97 0.00 0.00 4996.66 4996.66 4996.66 0.00 4996.66 DI-3GB 4994.94 4994.94 0.00 0.00 4996.66 4996.66 4996.66 0.00 4996.66 STMH-3PA 4996.35 4999.03 0.01 0.00 4996.73 4999.59 4997.32 2.47 4999.79 INLET-3PA 4999.03 4999.63 0.00 0.00 4999.60 5000.24 5000.08 0.39 5000.47 DI-3PA 4999.61 4999.63 0.01 0.00 5000.25 5000.58 5000.66 0.00 5000.66 INLET-3EB 4994.20 4994.34 0.00 0.00 4996.62 4996.62 4996.62 0.00 4996.62 DI-3EB 4994.66 4994.66 0.00 0.00 4996.62 4996.62 4996.63 0.00 4996.63 INLET-3EA 4994.21 4994.25 0.00 0.00 4996.62 4996.62 4996.62 0.00 4996.62 DI-3EA 4994.25 4994.25 0.00 0.00 4996.62 4996.62 4996.62 0.00 4996.62 STMH-3BA 4993.71 4994.15 0.02 0.00 4996.60 4996.61 4996.64 0.02 4996.66 INLET-3HB 4996.48 4996.52 0.00 0.00 4996.78 4996.82 4996.89 0.04 4996.93 DI-3HB 4996.52 4996.52 0.00 0.00 4996.85 4996.85 4996.93 0.00 4996.93 INLET-3HA 4996.48 4996.62 0.02 0.00 4997.08 4997.24 4997.32 0.14 4997.46 DI-3HA 4996.62 4996.62 0.00 0.00 4997.29 4997.29 4997.46 0.00 4997.47 STMH-3BB 4994.16 4994.28 0.00 0.00 4996.63 4996.63 4996.66 0.00 4996.67 STMH-3BC 4994.27 4994.94 0.00 0.00 4996.64 4996.66 4996.67 0.07 4996.75 STMH-3BD 4994.94 4995.27 0.00 0.00 4996.69 4996.69 4996.75 0.04 4996.79 STMH-3BE 4995.27 4995.36 0.00 0.00 4996.69 4996.69 4996.83 0.03 4996.86 INLET-3OA 4995.36 4995.64 0.01 0.00 4996.86 4996.86 4996.86 0.00 4996.87 DI-OA 4995.63 4995.64 0.00 0.00 4996.86 4996.86 4996.87 0.00 4996.87 STMH-3BF 4995.36 4995.70 0.00 0.00 4996.79 4996.79 4996.86 0.07 4996.93 STMH-3BG 4995.70 4995.81 0.00 0.00 4996.91 4996.91 4996.93 0.01 4996.94 STMH-3BH 4995.81 4996.36 0.00 0.00 4996.91 4996.91 4996.94 0.16 4997.10 STMH-3CA 4997.86 4998.40 0.02 0.00 4998.28 4998.90 4998.58 0.50 4999.08 STMH-3CB 4998.39 4999.98 0.00 0.00 4998.90 5000.48 4999.09 1.57 5000.66 STMH-3CC 4999.98 5000.13 0.01 0.00 5000.54 5000.63 5000.67 0.14 5000.81 STMH-3CD 5000.13 5000.73 0.00 0.00 5000.63 5001.23 5000.81 0.60 5001.41 INLET-3JA 5000.73 5000.93 0.01 0.00 5001.36 5001.37 5001.42 0.11 5001.54 DI-3JA 5000.93 5000.93 0.00 0.00 5001.41 5001.41 5001.54 0.00 5001.54 INLET-3JB 5000.73 5000.91 0.00 0.00 5001.41 5001.41 5001.41 0.01 5001.42 DI-3JB 5000.91 5000.91 0.00 0.00 5001.41 5001.41 5001.42 0.00 5001.42 STMH-3BI 4997.36 4998.23 0.00 0.00 4997.75 4998.64 4997.91 0.87 4998.78 STMH-2BJ 4998.23 4998.64 0.00 0.00 4998.66 4999.05 4998.78 0.41 4999.19 INLET-3BA 4998.64 4998.86 0.00 0.00 4999.08 4999.27 4999.19 0.22 4999.41 DI-3BA 4998.86 4998.86 0.00 0.00 4999.30 4999.30 4999.41 0.00 4999.41 STMH-3QA 4995.70 4995.86 0.01 0.00 4996.90 4996.90 4996.94 0.02 4996.96 STMH-3QB 4996.36 4996.63 0.00 0.00 4996.90 4997.30 4997.35 0.20 4997.55 STMH-3QC 4997.14 4997.83 0.00 0.00 4997.72 4998.55 4998.19 0.62 4998.82 STMH-3QD 4997.83 4998.25 0.00 0.00 4998.76 4998.83 4998.82 0.22 4999.03 STMH-3QE 4998.25 4998.55 0.00 0.00 4998.83 4999.13 4999.08 0.25 4999.33 INLET-3UA 4998.55 4998.62 0.00 0.00 4999.33 4999.33 4999.34 0.00 4999.34 DI-3UA 4998.62 4998.62 0.00 0.00 4999.33 4999.33 4999.34 0.00 4999.34 INLET-3UB 4998.55 4998.62 0.01 0.00 4999.28 4999.28 4999.34 0.02 4999.36 DI-3UB 4998.62 4998.62 0.00 0.00 4999.28 4999.28 4999.36 0.00 4999.37 INLET-3SA 4998.33 4998.44 0.02 0.00 4998.84 4998.95 4999.03 0.11 4999.14 DI-3SA 4998.44 4998.44 0.00 0.00 4999.00 4999.00 4999.15 0.00 4999.15 INLET-3OB 4995.36 4995.44 0.00 0.00 4996.86 4996.86 4996.86 0.00 4996.86 DI-3OB 4995.36 4995.44 0.00 0.00 4996.86 4996.86 4996.86 0.00 4996.86 INLET-3IA 4996.77 4997.02 0.02 0.00 4997.35 4997.61 4997.58 0.25 4997.83 DI-3IA 4997.02 4997.02 0.00 0.00 4997.66 4997.66 4997.83 0.00 4997.84 STMH-3AA 4992.93 4994.01 0.01 0.00 4996.60 4996.60 4996.61 0.02 4996.63 FES-3XA 4995.80 4995.97 0.02 0.00 4996.62 4996.62 4996.67 0.04 4996.70 STMH-3AB 4994.01 4994.34 0.00 0.00 4996.61 4996.61 4996.63 0.01 4996.64 INLET-3AA 4994.34 4994.55 0.00 0.00 4996.61 4996.61 4996.64 0.01 4996.65 DI-3AA 4994.55 4994.55 0.00 0.00 4996.65 4996.65 4996.65 0.00 4996.65 STMH-3AC 4994.55 4994.58 0.00 0.00 4996.62 4996.62 4996.65 0.00 4996.65 STMH-3KA 4995.08 4995.69 0.01 0.00 4996.64 4996.64 4996.66 0.05 4996.72 INLET-3KA 4996.20 4996.41 0.00 0.00 4996.65 4996.85 4996.79 0.21 4997.00 DI-3KA 4996.41 4996.41 0.00 0.00 4996.88 4996.88 4997.00 0.00 4997.01 INLET- 3MA 4996.20 4996.41 0.01 0.00 4996.70 4996.93 4996.90 0.21 4997.11 DI-3MA 4996.41 4996.41 0.00 0.00 4996.97 4996.97 4997.12 0.00 4997.12 STMH-3LA 4995.08 4995.50 0.01 0.00 4996.64 4996.64 4996.66 0.02 4996.68 INLET-3LA 4996.00 4996.21 0.00 0.00 4996.66 4996.66 4996.68 0.04 4996.73 DI-3LA 4996.21 4996.21 0.00 0.00 4996.67 4996.67 4996.73 0.00 4996.73 INLET-3NA 4996.00 4996.21 0.01 0.00 4996.65 4996.76 4996.75 0.21 4996.96 DI-3NA 4996.21 4996.21 0.00 0.00 4996.81 4996.81 4996.97 0.00 4996.97 INLET-3AB 4994.58 4994.63 0.00 0.00 4996.64 4996.64 4996.65 0.00 4996.65 INLET-3AC 4994.63 4994.76 0.00 0.00 4996.65 4996.65 4996.65 0.00 4996.65 DI-3AC 4994.63 4994.76 0.00 0.00 4996.65 4996.65 4996.65 0.00 4996.66 DI-3AB 4994.63 4994.63 0.00 0.00 4996.65 4996.65 4996.65 0.00 4996.65 INLET-3DA 4995.26 4995.38 0.00 0.00 4996.58 4996.58 4996.58 0.00 4996.58 DI-3DA 4995.38 4995.38 0.00 0.00 4996.58 4996.58 4996.58 0.00 4996.58 INLET-3DB 4995.26 4995.37 0.00 0.00 4996.58 4996.58 4996.58 0.00 4996.58 DI-3DB 4995.37 4995.37 0.00 0.00 4996.58 4996.58 4996.58 0.00 4996.58 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. ST-03 100-YEAR Rainfall Parameters Rainfall Return Period: 100 Backwater Calculations: Tailwater Elevation (ft): 4998.69 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-3A 4992.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3A 5000.94 147.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STH-3B 5001.06 147.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3C 5001.98 133.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3D 5002.33 87.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3UA 5001.95 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3UA 5001.95 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3UB 5001.95 2.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3UB 5001.95 2.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3E 5001.92 85.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3F 5001.89 22.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3G 5001.01 22.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3FA 5001.24 5.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3FA 5001.24 5.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3H 5000.88 17.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3I 5001.96 11.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3J 5002.08 1.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3GA 5001.68 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3GA 5001.68 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3GB 5001.68 1.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3GB 5001.68 1.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3PA 5004.47 9.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3PA 5004.44 9.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3PA 5004.44 9.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3EB 5000.58 4.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3EB 5000.58 4.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3EA 5000.58 2.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3EA 5000.58 2.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BA 5001.74 66.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3HB 5001.45 3.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3HB 5001.45 3.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3HA 5001.45 12.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3HA 5001.45 12.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BB 5002.97 50.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BC 5003.20 50.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BD 5002.69 42.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BE 5002.62 42.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BF 5003.97 12.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3CA 5004.55 7.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3CB 5005.42 7.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3CC 5005.99 7.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3JA 5006.24 6.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3JA 5006.24 6.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3JB 5006.20 1.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3JB 5006.20 1.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3BI 5005.23 5.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2BJ 5005.87 5.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3BA 5006.03 5.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3BA 5006.03 5.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3OA 5002.31 25.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-OA 5002.31 25.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3OB 5002.31 8.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3OB 5002.31 8.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3IA 5003.35 12.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3IA 5003.35 12.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3AA 5003.54 48.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3AB 5002.67 48.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3AA 5000.94 48.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AA 5000.94 10.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3AC 5001.27 40.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3KA 5002.19 16.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3KA 5002.23 6.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3KA 5002.23 6.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3MA 5002.24 9.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3MA 5002.24 9.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3LA 5002.11 15.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3LA 5002.45 4.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3LA 5002.45 4.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3NA 5002.45 11.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3NA 5002.45 11.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3AB 5000.94 9.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3AC 5001.82 7.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AC 5001.82 7.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AB 5000.94 2.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3DA 5000.46 2.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3DA 5000.46 2.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3DB 5000.68 3.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3DB 5000.68 3.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 147.55 Surface Water Present (Downstream) STH-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 147.55 STMH-3C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133.36 STMH-3D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 87.88 INLET-3UA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 DI-3UA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 INLET-3UB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.10 DI-3UB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.10 STMH-3E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 85.82 STMH-3F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.07 STMH-3G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.07 INLET-3FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.05 DI-3FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.05 STMH-3H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.23 STMH-3I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.25 STMH-3J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.86 INLET-3GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 DI-3GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 INLET-3GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.36 DI-3GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.36 STMH-3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.76 INLET-3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.76 DI-3PA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.76 INLET-3EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.89 DI-3EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.89 INLET-3EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.19 DI-3EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.19 STMH-3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66.80 INLET-3HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.82 DI-3HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.82 INLET-3HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.93 DI-3HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.93 STMH-3BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.71 STMH-3BC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.71 STMH-3BD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.40 STMH-3BE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.40 STMH-3BF 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.71 STMH-3CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.35 STMH-3CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.35 STMH-3CC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.35 INLET-3JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.14 DI-3JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.14 INLET-3JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.44 DI-3JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.44 STMH-3BI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.62 STMH-2BJ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.62 INLET-3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.62 DI-3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.62 INLET-3OA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.90 DI-OA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.90 INLET-3OB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.43 DI-3OB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.43 INLET-3IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.70 DI-3IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.70 STMH-3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.77 STMH-3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.77 INLET-3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.77 DI-3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.09 STMH-3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40.87 STMH-3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.21 INLET-3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.98 DI-3KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.98 INLET-3MA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.76 DI-3MA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.76 STMH-3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.01 INLET-3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.71 DI-3LA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.71 INLET-3NA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.04 DI-3NA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.04 INLET-3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.66 INLET-3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.50 DI-3AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.50 DI-3AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.89 INLET-3DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.42 DI-3DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.42 INLET-3DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.17 DI-3DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.17 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-3A 74.43 4992.00 0.3 4992.22 0.013 0.03 0.00 ELLIPSE 58.00 in 91.00 in STH-3B 67.41 4992.23 0.3 4992.43 0.013 1.32 0.00 ELLIPSE 58.00 in 91.00 in STMH-3C 167.06 4992.43 0.3 4992.93 0.013 0.05 0.00 ELLIPSE 58.00 in 91.00 in STMH-3D 212.88 4992.93 0.3 4993.57 0.013 0.05 0.00 CIRCULAR 66.00 in 66.00 in INLET-3UA 13.00 4997.22 0.5 4997.28 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3UA 1.00 4997.28 0.5 4997.28 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3UB 23.00 4997.22 0.5 4997.33 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3UB 1.00 4997.33 0.5 4997.33 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-3E 48.65 4993.56 0.3 4993.71 0.013 0.05 0.00 CIRCULAR 66.00 in 66.00 in STMH-3F 20.62 4993.71 0.3 4993.77 0.013 0.08 0.00 CIRCULAR 48.00 in 48.00 in STMH-3G 99.00 4993.77 0.3 4994.07 0.013 0.07 0.00 CIRCULAR 48.00 in 48.00 in INLET-3FA 56.00 4994.07 0.5 4994.35 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-3FA 1.00 4995.40 0.5 4995.40 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in STMH-3H 43.64 4994.07 0.3 4994.20 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-3I 198.58 4994.20 0.3 4994.80 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-3J 19.75 4994.80 0.3 4994.86 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-3GA 13.69 4994.85 0.5 4994.92 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3GA 1.00 4994.92 0.5 4994.92 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3GB 22.31 4994.86 0.5 4994.97 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3GB 1.00 4994.97 0.5 4994.97 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3PA 134.06 4996.35 2.0 4999.03 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-3PA 29.99 4999.03 2.0 4999.63 0.013 0.11 0.00 CIRCULAR 18.00 in 18.00 in DI-3PA 1.00 4999.61 2.0 4999.63 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3EB 27.05 4994.20 0.5 4994.34 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3EB 1.00 4994.34 0.5 4994.34 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-3EA 8.95 4994.21 0.5 4994.25 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3EA 1.00 4994.25 0.5 4994.25 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3BA 146.46 4993.71 0.3 4994.15 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in INLET-3HB 8.00 4996.48 0.5 4996.52 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3HB 1.00 4996.52 0.5 4996.52 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3HA 28.00 4996.48 0.5 4996.62 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3HA 1.00 4996.62 0.5 4996.62 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3BB 181.78 4994.15 0.3 4994.70 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3BC 81.76 4994.69 0.3 4994.94 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3BD 65.23 4994.94 0.5 4995.27 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3BE 18.23 4995.27 0.5 4995.36 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-3BF 199.62 4995.36 0.5 4996.36 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-3CA 53.92 4997.86 1.0 4998.40 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in STMH-3CB 228.73 4998.40 0.8 5000.23 0.013 0.59 0.00 CIRCULAR 18.00 in 18.00 in STMH-3CC 119.31 5000.13 0.5 5000.73 0.013 0.22 0.00 CIRCULAR 18.00 in 18.00 in INLET-3JA 39.10 5000.82 0.5 5001.02 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3JA 1.00 5001.02 0.5 5001.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3JB 36.31 5000.82 0.5 5001.00 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3JB 1.00 5001.00 0.5 5001.00 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-3BI 174.31 4997.36 0.5 4998.23 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-2BJ 82.81 4998.23 0.5 4998.64 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3BA 44.37 4998.64 0.5 4998.86 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3BA 1.00 4998.86 0.5 4998.86 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3OA 28.00 4995.36 0.5 4995.50 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-OA 1.00 4995.50 0.5 4995.50 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-3OB 8.00 4995.36 0.5 4995.40 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3OB 1.00 4995.40 0.5 4995.40 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3IA 50.00 4996.77 0.5 4997.02 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3IA 1.00 4997.02 0.5 4997.02 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3AA 344.63 4992.93 0.3 4993.96 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in STMH-3AB 121.06 4993.98 0.3 4994.34 0.013 0.05 0.00 CIRCULAR 54.00 in 54.00 in INLET-3AA 75.80 4994.32 0.3 4994.55 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in DI-3AA 1.00 4994.55 0.3 4994.55 0.013 0.25 0.00 CIRCULAR 48.00 in 48.00 in STMH-3AC 10.00 4994.55 0.3 4994.58 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3KA 122.53 4994.58 0.5 4995.19 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-3KA 42.38 4995.70 0.5 4995.91 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3KA 1.00 4995.91 0.5 4995.91 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3MA 42.38 4995.70 0.5 4995.91 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3MA 1.00 4995.91 0.5 4995.91 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-3LA 84.47 4994.58 0.5 4995.00 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-3LA 42.38 4995.51 0.5 4995.72 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3LA 1.00 4995.72 0.5 4995.72 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3NA 42.38 4995.50 0.5 4995.71 0.013 0.85 0.00 CIRCULAR 24.00 in 24.00 in DI-3NA 1.00 4995.71 0.5 4995.71 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3AB 10.00 4994.58 0.5 4994.63 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3AC 26.17 4994.63 0.5 4994.76 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in DI-3AC 26.17 4994.63 0.5 4994.76 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in DI-3AB 1.00 4994.63 0.5 4994.63 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3DA 24.00 4995.26 0.5 4995.38 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3DA 1.00 4995.38 0.5 4995.38 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-3DB 23.00 4995.26 0.5 4995.37 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-3DB 1.00 4995.37 0.5 4995.37 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-3A 262.35 10.38 39.16 9.15 38.76 9.27 1.02 Pressurized 147.55 74.43 STH-3B 262.35 10.38 39.16 9.15 38.76 9.27 1.02 Pressurized 147.55 67.41 STMH-3C 262.35 10.38 37.14 8.84 36.51 9.04 1.03 Pressurized 133.36 167.06 STMH-3D 199.79 8.41 30.99 8.02 30.64 8.14 1.02 Pressurized 87.88 212.88 INLET-3UA 7.45 4.21 3.45 2.54 3.45 2.53 0.99 Pressurized 0.60 13.00 DI-3UA 7.45 4.21 3.45 2.54 3.45 2.53 0.99 Pressurized 0.60 1.00 INLET-3UB 7.45 4.21 6.56 3.60 6.54 3.62 1.01 Pressurized 2.10 23.00 DI-3UB 7.45 4.21 6.56 3.60 6.54 3.62 1.01 Pressurized 2.10 1.00 STMH-3E 199.79 8.41 30.61 7.96 30.22 8.09 1.02 Pressurized 85.82 48.65 STMH-3F 78.89 6.28 16.62 5.72 17.36 5.38 0.92 Pressurized 22.07 20.62 STMH-3G 78.89 6.28 16.62 5.72 17.36 5.38 0.92 Pressurized 22.07 99.00 INLET-3FA 29.08 5.92 8.89 4.14 8.46 4.44 1.10 Pressurized 5.05 56.00 DI-3FA 29.08 5.92 8.89 4.14 8.46 4.44 1.10 Pressurized 5.05 1.00 STMH-3H 55.25 5.74 15.20 5.48 16.11 5.07 0.90 Pressurized 17.23 43.64 STMH-3I 12.42 3.95 14.44 5.70 17.89 4.48 0.66 Pressurized 11.25 198.58 STMH-3J 5.77 3.26 6.16 3.48 7.03 2.91 0.78 Pressurized 1.86 19.75 INLET-3GA 7.45 4.21 3.14 2.42 3.16 2.40 0.99 Pressurized 0.50 13.69 DI-3GA 7.45 4.21 3.14 2.42 3.16 2.40 0.99 Pressurized 0.50 1.00 INLET-3GB 7.45 4.21 5.24 3.18 5.21 3.21 1.01 Pressurized 1.36 22.31 DI-3GB 16.04 5.11 4.83 3.01 4.72 3.11 1.05 Pressurized 1.36 1.00 STMH-3PA 32.08 10.21 13.41 5.41 9.08 8.96 2.11 Pressurized 9.76 134.06 INLET-3PA 14.90 8.43 14.46 6.41 10.63 8.99 1.85 Pressurized 9.76 29.99 DI-3PA 14.90 8.43 14.46 6.41 10.63 8.99 1.85 Pressurized 9.76 1.00 INLET-3EB 16.04 5.11 9.34 4.32 9.09 4.48 1.05 Pressurized 4.89 27.05 DI-3EB 16.04 5.11 9.34 4.32 9.09 4.48 1.05 Pressurized 4.89 1.00 INLET-3EA 16.04 5.11 6.17 3.43 5.99 3.57 1.06 Pressurized 2.19 8.95 DI-3EA 16.04 5.11 6.17 3.43 5.99 3.57 1.06 Pressurized 2.19 1.00 STMH-3BA 108.00 6.79 28.57 7.82 30.73 7.15 0.87 Pressurized 66.80 146.46 INLET-3HB 16.04 5.11 8.22 4.02 7.97 4.19 1.06 Pressurized 3.82 8.00 DI-3HB 16.04 5.11 8.22 4.02 7.97 4.19 1.06 Pressurized 3.82 1.00 INLET-3HA 16.04 5.11 15.52 6.02 16.33 5.68 0.91 Pressurized 12.93 28.00 DI-3HA 16.04 5.11 15.52 6.02 16.33 5.68 0.91 Pressurized 12.93 1.00 STMH-3BB 78.89 6.28 25.64 7.42 27.99 6.67 0.85 Pressurized 50.71 181.78 STMH-3BC 78.89 6.28 25.64 7.42 27.99 6.67 0.85 Pressurized 50.71 81.76 STMH-3BD 101.84 8.10 23.35 6.99 21.59 7.73 1.16 Pressurized 42.40 65.23 STMH-3BE 47.29 6.69 25.45 7.94 26.62 7.57 0.91 Pressurized 42.40 18.23 STMH-3BF 47.29 6.69 13.59 5.20 12.75 5.67 1.13 Pressurized 12.71 199.62 STMH-3CA 10.53 5.96 12.60 5.56 11.07 6.44 1.28 Pressurized 7.35 53.92 STMH-3CB 9.42 5.33 12.60 5.56 11.96 5.90 1.11 Pressurized 7.35 228.73 STMH-3CC 7.45 4.21 12.60 5.56 14.54 4.80 0.74 Pressurized 7.35 119.31 INLET-3JA 7.45 4.21 11.49 5.16 12.45 4.71 0.85 Pressurized 6.14 39.10 DI-3JA 7.45 4.21 11.49 5.16 12.45 4.71 0.85 Pressurized 6.14 1.00 INLET-3JB 7.45 4.21 5.40 3.23 5.36 3.26 1.01 Pressurized 1.44 36.31 DI-3JB 7.45 4.21 5.40 3.23 5.36 3.26 1.01 Pressurized 1.44 1.00 STMH-3BI 16.04 5.11 10.04 4.51 9.81 4.65 1.05 Pressurized 5.62 174.31 STMH-2BJ 16.04 5.11 10.04 4.51 9.81 4.65 1.05 Pressurized 5.62 82.81 INLET-3BA 16.04 5.11 10.04 4.51 9.81 4.65 1.05 Pressurized 5.62 44.37 DI-3BA 16.04 5.11 10.04 4.51 9.81 4.65 1.05 Pressurized 5.62 1.00 INLET-3OA 29.08 5.92 20.81 7.13 22.06 6.70 0.89 Pressurized 25.90 28.00 DI-OA 29.08 5.92 20.81 7.13 22.06 6.70 0.89 Pressurized 25.90 1.00 INLET-3OB 16.04 5.11 12.42 5.14 12.36 5.17 1.01 Pressurized 8.43 8.00 DI-3OB 16.04 5.11 12.42 5.14 12.36 5.17 1.01 Pressurized 8.43 1.00 INLET-3IA 16.04 5.11 15.38 5.97 16.12 5.66 0.91 Pressurized 12.70 50.00 DI-3IA 16.04 5.11 15.38 5.97 16.12 5.66 0.91 Pressurized 12.70 1.00 STMH-3AA 108.00 6.79 24.23 7.05 25.45 6.62 0.91 Pressurized 48.77 344.63 STMH-3AB 108.00 6.79 24.23 7.05 25.45 6.62 0.91 Pressurized 48.77 121.06 INLET-3AA 78.89 6.28 25.12 7.33 27.30 6.61 0.85 Pressurized 48.77 75.80 DI-3AA 78.89 6.28 11.10 4.58 11.59 4.31 0.92 Pressurized 10.09 1.00 STMH-3AC 78.89 6.28 22.90 6.91 24.51 6.33 0.88 Pressurized 40.87 10.00 STMH-3KA 29.08 5.92 16.32 5.94 16.01 6.08 1.04 Pressurized 16.21 122.53 INLET-3KA 16.04 5.11 11.25 4.83 11.07 4.93 1.03 Pressurized 6.98 42.38 DI-3KA 16.04 5.11 11.25 4.83 11.07 4.93 1.03 Pressurized 6.98 1.00 INLET-3MA 16.04 5.11 13.41 5.41 13.52 5.35 0.98 Pressurized 9.76 42.38 DI-3MA 16.04 5.11 13.41 5.41 13.52 5.35 0.98 Pressurized 9.76 1.00 STMH-3LA 29.08 5.92 15.68 5.78 15.28 5.97 1.05 Pressurized 15.01 84.47 INLET-3LA 16.04 5.11 9.16 4.27 8.91 4.44 1.05 Pressurized 4.71 42.38 DI-3LA 16.04 5.11 9.16 4.27 8.91 4.44 1.05 Pressurized 4.71 1.00 INLET-3NA 16.04 5.11 14.30 5.66 14.63 5.50 0.96 Pressurized 11.04 42.38 DI-3NA 16.04 5.11 14.30 5.66 14.63 5.50 0.96 Pressurized 11.04 1.00 INLET-3AB 16.04 5.11 13.33 5.39 13.43 5.34 0.99 Pressurized 9.66 10.00 INLET-3AC 16.04 5.11 11.68 4.94 11.54 5.02 1.02 Pressurized 7.50 26.17 DI-3AC 16.04 5.11 11.68 4.94 11.54 5.02 1.02 Pressurized 7.50 26.17 DI-3AB 16.04 5.11 7.11 3.71 6.90 3.87 1.06 Pressurized 2.89 1.00 INLET-3DA 16.04 5.11 6.49 3.53 6.30 3.68 1.06 Pressurized 2.42 24.00 DI-3DA 16.04 5.11 6.49 3.53 6.30 3.68 1.06 Pressurized 2.42 1.00 INLET-3DB 16.04 5.11 7.46 3.81 7.23 3.97 1.06 Pressurized 3.17 23.00 DI-3DB 16.04 5.11 7.46 3.81 7.23 3.97 1.06 Pressurized 3.17 1.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-3A 147.55 ELLIPSE 58.00 in 91.00 in 60.00 in 60.00 in 58.00 in 91.00 in 25.29 Existing height is smaller than the suggested height. STH-3B 147.55 ELLIPSE 58.00 in 91.00 in 60.00 in 60.00 in 58.00 in 91.00 in 25.29 Existing height is smaller than the suggested height. STMH-3C 133.36 ELLIPSE 58.00 in 91.00 in 60.00 in 60.00 in 58.00 in 91.00 in 25.29 Existing height is smaller than the suggested height. STMH-3D 87.88 CIRCULAR 66.00 in 66.00 in 54.00 in 54.00 in 66.00 in 66.00 in 23.76 INLET-3UA 0.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3UA 0.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3UB 2.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3UB 2.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3E 85.82 CIRCULAR 66.00 in 66.00 in 54.00 in 54.00 in 66.00 in 66.00 in 23.76 STMH-3F 22.07 CIRCULAR 48.00 in 48.00 in 30.00 in 30.00 in 48.00 in 48.00 in 12.57 STMH-3G 22.07 CIRCULAR 48.00 in 48.00 in 30.00 in 30.00 in 48.00 in 48.00 in 12.57 INLET-3FA 5.05 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 DI-3FA 5.05 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 STMH-3H 17.23 CIRCULAR 42.00 in 42.00 in 30.00 in 30.00 in 42.00 in 42.00 in 9.62 STMH-3I 11.25 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 STMH-3J 1.86 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3GA 0.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3GA 0.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3GB 1.36 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3GB 1.36 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3PA 9.76 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3PA 9.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3PA 9.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3EB 4.89 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3EB 4.89 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3EA 2.19 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3EA 2.19 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-3BA 66.80 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 INLET-3HB 3.82 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3HB 3.82 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3HA 12.93 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 DI-3HA 12.93 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 STMH-3BB 50.71 CIRCULAR 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in 12.57 STMH-3BC 50.71 CIRCULAR 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in 12.57 STMH-3BD 42.40 CIRCULAR 48.00 in 48.00 in 36.00 in 36.00 in 48.00 in 48.00 in 12.57 STMH-3BE 42.40 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 STMH-3BF 12.71 CIRCULAR 36.00 in 36.00 in 24.00 in 24.00 in 36.00 in 36.00 in 7.07 STMH-3CA 7.35 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3CB 7.35 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3CC 7.35 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3JA 6.14 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3JA 6.14 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3JB 1.44 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3JB 1.44 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3BI 5.62 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2BJ 5.62 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3BA 5.62 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3BA 5.62 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3OA 25.90 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 DI-OA 25.90 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 INLET-3OB 8.43 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-3OB 8.43 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-3IA 12.70 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 DI-3IA 12.70 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 STMH-3AA 48.77 CIRCULAR 54.00 in 54.00 in 42.00 in 42.00 in 54.00 in 54.00 in 15.90 STMH-3AB 48.77 CIRCULAR 54.00 in 54.00 in 42.00 in 42.00 in 54.00 in 54.00 in 15.90 INLET-3AA 48.77 CIRCULAR 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in 12.57 DI-3AA 10.09 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 STMH-3AC 40.87 CIRCULAR 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in 12.57 STMH-3KA 16.21 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91 INLET-3KA 6.98 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3KA 6.98 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3MA 9.76 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-3MA 9.76 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 STMH-3LA 15.01 CIRCULAR 30.00 in 30.00 in 24.00 in 24.00 in 30.00 in 30.00 in 4.91 INLET-3LA 4.71 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3LA 4.71 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3NA 11.04 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-3NA 11.04 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-3AB 9.66 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-3AC 7.50 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-3AC 7.50 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-3AB 2.89 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3DA 2.42 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3DA 2.42 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3DB 3.17 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-3DB 3.17 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4998.69 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-3A 4992.00 4992.22 0.00 0.00 4998.69 4998.76 4999.22 0.07 4999.29 STH-3B 4992.23 4992.43 0.70 0.00 4999.46 4999.52 4999.99 0.06 5000.05 STMH-3C 4992.43 4992.93 0.02 0.00 4999.64 4999.77 5000.07 0.13 5000.20 STMH-3D 4992.93 4993.57 0.01 0.00 5000.00 5000.12 5000.21 0.12 5000.34 INLET-3UA 4997.22 4997.28 0.00 0.00 5000.34 5000.34 5000.34 0.00 5000.34 DI-3UA 4997.28 4997.28 0.00 0.00 5000.34 5000.34 5000.34 0.00 5000.34 INLET-3UB 4997.22 4997.33 0.03 0.00 5000.34 5000.35 5000.37 0.01 5000.37 DI-3UB 4997.33 4997.33 0.01 0.00 5000.36 5000.36 5000.38 0.00 5000.38 STMH-3E 4993.56 4993.71 0.01 0.00 5000.14 5000.17 5000.35 0.03 5000.37 STMH-3F 4993.71 4993.77 0.00 0.00 5000.33 5000.33 5000.38 0.00 5000.38 STMH-3G 4993.77 4994.07 0.00 0.00 5000.34 5000.36 5000.39 0.02 5000.41 INLET-3FA 4994.07 4994.35 0.02 0.00 5000.41 5000.42 5000.43 0.01 5000.44 DI-3FA 4995.40 4995.40 0.00 0.00 5000.43 5000.43 5000.44 0.00 5000.44 STMH-3H 4994.07 4994.20 0.00 0.00 5000.36 5000.38 5000.41 0.01 5000.43 STMH-3I 4994.20 4994.80 0.01 0.00 5000.39 5000.87 5000.59 0.49 5001.07 STMH-3J 4994.80 4994.86 0.00 0.00 5001.06 5001.06 5001.07 0.01 5001.08 INLET-3GA 4994.85 4994.92 0.00 0.00 5001.08 5001.08 5001.08 0.00 5001.08 DI-3GA 4994.92 4994.92 0.00 0.00 5001.08 5001.08 5001.08 0.00 5001.08 INLET-3GB 4994.86 4994.97 0.01 0.00 5001.08 5001.09 5001.09 0.00 5001.10 DI-3GB 4994.97 4994.97 0.00 0.00 5001.09 5001.09 5001.10 0.00 5001.10 STMH-3PA 4996.35 4999.03 0.20 0.00 5001.12 5001.37 5001.27 0.25 5001.52 INLET-3PA 4999.03 4999.63 0.05 0.00 5001.42 5001.68 5001.90 0.26 5002.15 DI-3PA 4999.61 4999.63 0.12 0.00 5001.80 5001.81 5002.27 0.01 5002.28 INLET-3EB 4994.20 4994.34 0.05 0.00 5000.44 5000.45 5000.48 0.01 5000.49 DI-3EB 4994.34 4994.34 0.05 0.00 5000.50 5000.50 5000.54 0.00 5000.54 INLET-3EA 4994.21 4994.25 0.01 0.00 5000.43 5000.43 5000.44 0.00 5000.44 DI-3EA 4994.25 4994.25 0.00 0.00 5000.43 5000.43 5000.44 0.00 5000.44 STMH-3BA 4993.71 4994.15 0.36 0.00 5000.53 5000.70 5000.81 0.17 5000.97 INLET-3HB 4996.48 4996.52 0.03 0.00 5000.98 5000.98 5001.00 0.00 5001.01 DI-3HB 4996.52 4996.52 0.01 0.00 5000.99 5000.99 5001.01 0.00 5001.01 INLET-3HA 4996.48 4996.62 0.35 0.00 5001.06 5001.15 5001.32 0.09 5001.41 DI-3HA 4996.62 4996.62 0.07 0.00 5001.22 5001.22 5001.48 0.00 5001.48 STMH-3BB 4994.15 4994.70 0.01 0.00 5000.73 5000.96 5000.99 0.23 5001.21 STMH-3BC 4994.69 4994.94 0.01 0.00 5000.97 5001.07 5001.23 0.10 5001.33 STMH-3BD 4994.94 4995.27 0.01 0.00 5001.16 5001.22 5001.34 0.06 5001.39 STMH-3BE 4995.27 4995.36 0.03 0.00 5001.24 5001.32 5001.80 0.07 5001.88 STMH-3BF 4995.36 4996.36 0.00 0.00 5001.83 5001.90 5001.88 0.07 5001.95 STMH-3CA 4997.86 4998.40 0.35 0.00 5002.25 5002.52 5002.52 0.26 5002.79 STMH-3CB 4998.40 5000.23 0.16 0.00 5002.68 5003.79 5002.94 1.11 5004.06 STMH-3CC 5000.13 5000.73 0.06 0.00 5003.85 5004.43 5004.12 0.58 5004.70 INLET-3JA 5000.82 5001.02 0.25 0.00 5004.76 5004.89 5004.95 0.13 5005.08 DI-3JA 5001.02 5001.02 0.05 0.00 5004.94 5004.94 5005.12 0.00 5005.13 INLET-3JB 5000.82 5001.00 0.01 0.00 5004.70 5004.71 5004.71 0.01 5004.72 DI-3JB 5001.00 5001.00 0.00 0.00 5004.71 5004.71 5004.72 0.00 5004.72 STMH-3BI 4997.36 4998.23 0.00 0.00 5001.90 5002.01 5001.95 0.11 5002.06 STMH-2BJ 4998.23 4998.64 0.00 0.00 5002.01 5002.06 5002.06 0.05 5002.11 INLET-3BA 4998.64 4998.86 0.07 0.00 5002.13 5002.16 5002.18 0.03 5002.21 DI-3BA 4998.86 4998.86 0.01 0.00 5002.17 5002.17 5002.22 0.00 5002.22 INLET-3OA 4995.36 4995.50 0.57 0.00 5002.01 5002.12 5002.45 0.11 5002.56 DI-OA 4995.50 4995.50 0.11 0.00 5002.23 5002.24 5002.66 0.00 5002.67 INLET-3OB 4995.36 4995.40 0.15 0.00 5001.91 5001.92 5002.02 0.01 5002.03 DI-3OB 4995.40 4995.40 0.03 0.00 5001.95 5001.95 5002.06 0.00 5002.06 INLET-3IA 4996.77 4997.02 0.33 0.00 5001.41 5001.57 5001.66 0.16 5001.82 DI-3IA 4997.02 4997.02 0.06 0.00 5001.63 5001.63 5001.88 0.00 5001.89 STMH-3AA 4992.93 4993.96 0.19 0.00 5000.25 5000.46 5000.40 0.21 5000.61 STMH-3AB 4993.98 4994.34 0.01 0.00 5000.47 5000.54 5000.61 0.07 5000.69 INLET-3AA 4994.32 4994.55 0.01 0.00 5000.55 5000.64 5000.79 0.09 5000.87 DI-3AA 4994.55 4994.55 0.00 0.00 5000.87 5000.87 5000.88 0.00 5000.88 STMH-3AC 4994.55 4994.58 0.01 0.00 5000.72 5000.73 5000.88 0.01 5000.89 STMH-3KA 4994.58 4995.19 0.22 0.00 5000.95 5001.14 5001.12 0.19 5001.31 INLET-3KA 4995.70 4995.91 0.07 0.00 5001.30 5001.34 5001.37 0.04 5001.41 DI-3KA 4995.91 4995.91 0.02 0.00 5001.36 5001.36 5001.43 0.00 5001.43 INLET-3MA 4995.70 4995.91 0.13 0.00 5001.29 5001.36 5001.44 0.08 5001.51 DI-3MA 4995.91 4995.91 0.04 0.00 5001.40 5001.40 5001.55 0.00 5001.55 STMH-3LA 4994.58 4995.00 0.19 0.00 5000.94 5001.05 5001.08 0.11 5001.19 INLET-3LA 4995.51 4995.72 0.03 0.00 5001.19 5001.21 5001.22 0.02 5001.24 DI-3LA 4995.72 4995.72 0.01 0.00 5001.22 5001.22 5001.25 0.00 5001.25 INLET-3NA 4995.50 4995.71 0.16 0.00 5001.21 5001.31 5001.40 0.10 5001.50 DI-3NA 4995.71 4995.71 0.05 0.00 5001.36 5001.36 5001.55 0.00 5001.55 INLET-3AB 4994.58 4994.63 0.01 0.00 5000.75 5000.77 5000.90 0.02 5000.92 INLET-3AC 4994.63 4994.76 0.00 0.00 5000.83 5000.86 5000.92 0.03 5000.95 DI-3AC 4994.63 4994.76 0.02 0.00 5000.88 5000.91 5000.97 0.03 5001.00 DI-3AB 4994.63 4994.63 0.00 0.00 5000.91 5000.91 5000.92 0.00 5000.92 INLET-3DA 4995.26 4995.38 0.01 0.00 5000.05 5000.06 5000.06 0.00 5000.07 DI-3DA 4995.38 4995.38 0.00 0.00 5000.06 5000.06 5000.07 0.00 5000.07 INLET-3DB 4995.26 4995.37 0.02 0.00 5000.06 5000.06 5000.07 0.00 5000.08 DI-3DB 4995.37 4995.37 0.00 0.00 5000.06 5000.06 5000.08 0.00 5000.08 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. Project: ID: Soil Type: Design Information: Design Discharge Q = 147.55 cfs Circular Culvert: Barrel Diameter in Inches D = 72 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4992 Elev IN = 4992.22 ft Outlet Elevation OR Slope 0.0030 Elev OUT = 4992 ft Culvert Length L = 74.43 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =4998.69 ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 28.27 ft2 Culvert Normal Depth Yn =2.22 ft Culvert Critical Depth Yc =2.16 ft Froude Number Fr = 0.95 Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =0.21 Sum of All Loss Coefficients ks =1.41 ft Headwater: Inlet Control Headwater HWI =3.00 ft Outlet Control Headwater HWO =6.11 ft Design Headwater Elevation HW = 4998.33 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.02 Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 1.67 ft0.5/s Tailwater Surface Height Yt =6.69 ft Tailwater/Diameter Yt/D = 1.11 Expansion Factor 1/(2*tan(Θ)) = 6.70 Flow Area at Max Channel Velocity At =29.51 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =17 ft Width of Riprap Protection at Downstream End T = 9 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=2 in Nominal Riprap Size d50 nominal=6 in MHFD Riprap Type Type = VL DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-03 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy ST-04 100-YEAR Rainfall Parameters Rainfall Return Period: 2 Backwater Calculations: Tailwater Elevation (ft): 4994.91 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-4A 4991.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4A 5000.25 20.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 4AA 4999.34 7.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 4AB 4999.23 7.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4FB 4998.90 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4FB 4998.90 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4FA 4998.90 2.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4FA 4998.90 2.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4B 4999.86 10.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4C 5001.10 9.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4D 5001.14 9.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4E 5001.38 9.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4F 5001.07 9.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4G 5000.78 9.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4CB 5000.37 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4CB 5000.37 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4H 5001.15 8.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4I 5001.76 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4J 5001.89 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4K 5002.34 4.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4EA 5002.83 1.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4EA 5002.83 1.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-4A 5002.64 2.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4A 5002.64 2.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4GB 5001.60 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4GB 5001.60 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4GA 5001.60 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4GA 5001.60 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4DA 5000.74 2.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4DA 5000.74 2.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4DB 5000.74 2.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4DB 5000.74 2.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4CA 5000.37 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4CA 5000.37 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4BA 4999.25 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4BA 4999.25 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4BB 4999.51 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4BB 4999.28 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.99 Surface Water Present (Downstream) STMH- 4AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.66 STMH- 4AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.66 INLET- 4FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.15 DI-4FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.15 INLET- 4FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 DI-4FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 STMH-4B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.04 STMH-4C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.86 STMH-4D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.86 STMH-4E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.86 STMH-4F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.86 STMH-4G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.86 INLET- 4CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.65 DI-4CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.65 STMH-4H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.89 STMH-4I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.50 STMH-4J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.50 STMH-4K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.07 INLET- 4EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.17 DI-4EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.17 INLET-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.95 DI-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.95 INLET- 4GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.29 DI-4GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.29 INLET- 4GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 DI-4GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 INLET- 4DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.26 DI-4DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.26 INLET- 4DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.45 DI-4DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.45 INLET- 4CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.62 DI-4CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.62 INLET- 4BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.14 DI-4BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.14 INLET- 4BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 DI-4BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-4A 70.20 4991.09 0.5 4991.44 0.013 0.03 0.00 CIRCULAR 54.00 in 54.00 in STMH-4AA 277.26 4991.44 0.5 4992.83 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-4AB 50.00 4992.83 0.5 4993.08 0.013 0.07 0.00 CIRCULAR 30.00 in 30.00 in INLET-4FB 9.85 4993.58 0.5 4993.63 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4FB 1.00 4993.63 0.5 4993.63 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4FA 28.15 4993.58 0.5 4993.72 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-4FA 1.00 4993.72 0.5 4993.72 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-4B 80.41 4991.44 0.4 4991.76 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in STMH-4C 226.79 4991.76 0.4 4992.67 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-4D 226.79 4992.66 0.4 4993.57 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-4E 63.41 4993.57 0.3 4993.76 0.013 1.32 0.00 CIRCULAR 42.00 in 42.00 in STMH-4F 26.11 4993.76 0.3 4993.84 0.013 0.16 0.00 CIRCULAR 42.00 in 42.00 in STMH-4G 64.72 4993.84 0.3 4994.03 0.013 0.16 0.00 CIRCULAR 42.00 in 42.00 in INLET-4CB 14.50 4995.58 0.5 4995.65 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4CB 1.00 4995.65 0.5 4995.65 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-4H 273.91 4994.03 0.3 4994.85 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-4I 116.02 4995.85 0.3 4996.20 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-4J 54.91 4996.20 0.5 4996.47 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in STMH-4K 57.59 4996.47 0.5 4996.76 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-4EA 37.20 4996.76 0.5 4996.95 0.013 0.85 0.00 CIRCULAR 18.00 in 18.00 in DI-4EA 1.00 4996.95 0.5 4996.95 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4A 54.63 4996.77 0.5 4997.04 0.013 0.75 0.00 CIRCULAR 24.00 in 24.00 in DI-4A 1.00 4997.04 0.5 4997.04 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4GB 28.00 4996.47 0.5 4996.61 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4GB 1.00 4996.61 0.5 4996.61 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4GA 8.00 4996.47 0.5 4996.51 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4GA 1.00 4996.51 0.5 4996.51 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4DA 14.50 4995.95 0.5 4996.02 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4DA 1.00 4996.02 0.5 4996.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4DB 57.50 4995.95 0.5 4996.24 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4DB 1.00 4996.24 0.5 4996.24 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4CA 57.50 4995.58 0.5 4995.87 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4CA 1.00 4995.87 0.5 4995.87 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4BA 24.00 4994.26 0.5 4994.38 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4BA 1.00 4994.38 0.5 4994.38 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4BB 24.40 4991.77 0.5 4991.89 0.013 0.83 0.00 CIRCULAR 36.00 in 36.00 in DI-4BB 1.00 4991.89 0.5 4991.89 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-4A 139.43 8.77 15.64 5.49 14.16 6.31 1.21 Supercritical 20.99 0.00 STMH- 4AA 29.08 5.92 11.03 4.68 10.51 5.00 1.10 Supercritical Jump 7.66 208.44 STMH- 4AB 29.08 5.92 11.03 4.68 10.51 5.00 1.10 Supercritical 7.66 0.00 INLET- 4FB 7.45 4.21 4.81 3.03 4.78 3.06 1.01 Supercritical 1.15 0.00 DI-4FB 7.45 4.21 4.81 3.03 4.78 3.06 1.01 Supercritical 1.15 0.00 INLET- 4FA 16.04 5.11 6.18 3.43 6.00 3.58 1.06 Supercritical 2.20 0.00 DI-4FA 16.04 5.11 6.18 3.43 6.00 3.58 1.06 Supercritical 2.20 0.00 STMH-4B 91.09 7.25 11.08 4.58 10.76 4.77 1.06 Supercritical 10.04 0.00 STMH-4C 63.80 6.63 11.40 4.67 11.16 4.81 1.04 Supercritical 9.86 0.00 STMH-4D 63.80 6.63 11.40 4.67 11.16 4.81 1.04 Supercritical 9.86 0.00 STMH-4E 55.25 5.74 11.40 4.67 12.01 4.34 0.90 Subcritical 9.86 0.00 STMH-4F 55.25 5.74 11.40 4.67 12.01 4.34 0.90 Subcritical 9.86 0.00 STMH-4G 55.25 5.74 11.40 4.67 12.01 4.34 0.90 Subcritical 9.86 0.00 INLET- 4CB 7.45 4.21 3.59 2.59 3.59 2.59 1.00 Subcritical 0.65 0.00 DI-4CB 7.45 4.21 3.59 2.59 3.59 2.59 1.00 Subcritical 0.65 0.00 STMH-4H 36.63 5.18 11.29 4.68 12.08 4.27 0.88 Subcritical 8.89 0.00 STMH-4I 12.42 3.95 8.95 4.22 9.99 3.64 0.81 Subcritical 4.50 0.00 STMH-4J 16.04 5.11 8.95 4.22 8.70 4.38 1.06 Supercritical 4.50 0.00 STMH-4K 16.04 5.11 8.49 4.09 8.24 4.26 1.06 Supercritical 4.07 0.00 INLET- 4EA 7.45 4.21 4.85 3.05 4.82 3.07 1.01 Supercritical 1.17 0.00 DI-4EA 7.45 4.21 4.85 3.05 4.82 3.07 1.01 Supercritical 1.17 0.00 INLET- 4A 16.04 5.11 7.19 3.73 6.97 3.89 1.06 Supercritical 2.95 0.00 DI-4A 7.45 4.21 7.83 4.00 7.87 3.97 0.99 Subcritical 2.95 0.00 INLET- 4GB 7.45 4.21 2.38 2.09 2.43 2.04 0.96 Subcritical 0.29 0.00 DI-4GB 7.45 4.21 2.38 2.09 2.43 2.04 0.96 Subcritical 0.29 0.00 INLET- 4GA 7.45 4.21 2.25 2.04 2.30 1.97 0.96 Subcritical 0.26 0.00 Velocity is Too Low DI-4GA 7.45 4.21 2.25 2.04 2.30 1.97 0.96 Subcritical 0.26 0.00 Velocity is Too Low INLET- 4DA 7.45 4.21 6.82 3.68 6.80 3.70 1.00 Supercritical 2.26 0.00 DI-4DA 7.45 4.21 6.82 3.68 6.80 3.70 1.00 Supercritical 2.26 0.00 INLET- 4DB 7.45 4.21 7.11 3.77 7.11 3.78 1.00 Supercritical 2.45 0.00 DI-4DB 7.45 4.21 7.11 3.77 7.11 3.78 1.00 Supercritical 2.45 0.00 INLET- 4CA 7.45 4.21 3.50 2.56 3.51 2.55 1.00 Subcritical 0.62 0.00 DI-4CA 7.45 4.21 3.50 2.56 3.51 2.55 1.00 Subcritical 0.62 0.00 INLET- 4BA 7.45 4.21 1.65 1.73 1.71 1.64 0.93 Subcritical 0.14 0.00 Velocity is Too Low DI-4BA 7.45 4.21 1.65 1.73 1.71 1.64 0.93 Subcritical 0.14 0.00 Velocity is Too Low INLET- 4BB 47.29 6.69 1.22 1.48 1.28 1.38 0.91 Pressurized 0.11 24.40 Velocity is Too Low DI-4BB 7.45 4.21 1.46 1.63 1.53 1.52 0.91 Pressurized 0.11 1.00 Velocity is Too Low · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-4A 20.99 CIRCULAR 54.00 in 54.00 in 27.00 in 27.00 in 54.00 in 54.00 in 15.90 STMH-4AA 7.66 CIRCULAR 30.00 in 30.00 in 21.00 in 21.00 in 30.00 in 30.00 in 4.91 STMH-4AB 7.66 CIRCULAR 30.00 in 30.00 in 21.00 in 21.00 in 30.00 in 30.00 in 4.91 INLET-4FB 1.15 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4FB 1.15 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4FA 2.20 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-4FA 2.20 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-4B 10.04 CIRCULAR 48.00 in 48.00 in 24.00 in 24.00 in 48.00 in 48.00 in 12.57 STMH-4C 9.86 CIRCULAR 42.00 in 42.00 in 21.00 in 21.00 in 42.00 in 42.00 in 9.62 STMH-4D 9.86 CIRCULAR 42.00 in 42.00 in 21.00 in 21.00 in 42.00 in 42.00 in 9.62 STMH-4E 9.86 CIRCULAR 42.00 in 42.00 in 24.00 in 24.00 in 42.00 in 42.00 in 9.62 STMH-4F 9.86 CIRCULAR 42.00 in 42.00 in 24.00 in 24.00 in 42.00 in 42.00 in 9.62 STMH-4G 9.86 CIRCULAR 42.00 in 42.00 in 24.00 in 24.00 in 42.00 in 42.00 in 9.62 INLET-4CB 0.65 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4CB 0.65 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-4H 8.89 CIRCULAR 36.00 in 36.00 in 24.00 in 24.00 in 36.00 in 36.00 in 7.07 STMH-4I 4.50 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-4J 4.50 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-4K 4.07 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-4EA 1.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4EA 1.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4A 2.95 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-4A 2.95 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4GB 0.29 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4GB 0.29 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4GA 0.26 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4GA 0.26 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4DA 2.26 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4DA 2.26 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4DB 2.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4DB 2.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4CA 0.62 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4CA 0.62 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4BA 0.14 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4BA 0.14 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4BB 0.11 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 DI-4BB 0.11 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4994.91 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-4A 4991.09 4991.44 0.00 0.00 4994.91 4994.91 4994.94 0.01 4994.95 STMH-4AA 4991.44 4992.83 0.00 0.00 4994.91 4994.98 4994.95 0.07 4995.02 STMH-4AB 4992.83 4993.08 0.00 0.00 4994.98 4994.98 4995.03 0.01 4995.04 INLET-4FB 4993.58 4993.63 0.01 0.00 4995.04 4995.04 4995.05 0.00 4995.05 DI-4FB 4993.63 4993.63 0.00 0.00 4995.04 4995.04 4995.05 0.00 4995.05 INLET-4FA 4993.58 4993.72 0.01 0.00 4995.04 4995.04 4995.05 0.00 4995.05 DI-4FA 4993.72 4993.72 0.00 0.00 4995.04 4995.04 4995.05 0.00 4995.05 STMH-4B 4991.44 4991.76 0.01 0.00 4994.95 4994.95 4994.96 0.00 4994.96 STMH-4C 4991.76 4992.67 0.00 0.00 4994.95 4994.95 4994.97 0.02 4994.99 STMH-4D 4992.66 4993.57 0.00 0.00 4994.95 4994.95 4994.99 0.09 4995.07 STMH-4E 4993.57 4993.76 0.02 0.00 4994.98 4995.00 4995.10 0.07 4995.16 STMH-4F 4993.76 4993.84 0.00 0.00 4995.00 4995.02 4995.17 0.04 4995.20 STMH-4G 4993.84 4994.03 0.00 0.00 4995.02 4995.08 4995.21 0.13 4995.34 INLET-4CB 4995.58 4995.65 0.00 0.00 4995.88 4995.95 4995.98 0.07 4996.05 DI-4CB 4995.65 4995.65 0.00 0.00 4995.98 4995.98 4996.05 0.00 4996.06 STMH-4H 4994.03 4994.85 0.00 0.00 4995.10 4995.82 4995.34 0.80 4996.13 STMH-4I 4995.85 4996.20 0.00 0.00 4996.60 4997.10 4996.87 0.39 4997.27 STMH-4J 4996.20 4996.47 0.04 0.00 4997.17 4997.22 4997.31 0.18 4997.49 STMH-4K 4996.47 4996.76 0.00 0.00 4997.34 4997.47 4997.49 0.23 4997.73 INLET-4EA 4996.76 4996.95 0.01 0.00 4997.72 4997.72 4997.73 0.01 4997.74 DI-4EA 4996.95 4996.95 0.00 0.00 4997.72 4997.72 4997.75 0.00 4997.75 INLET-4A 4996.77 4997.04 0.01 0.00 4997.67 4997.67 4997.74 0.12 4997.86 DI-4A 4997.04 4997.04 0.01 0.00 4997.69 4997.70 4997.94 0.01 4997.94 INLET-4GB 4996.47 4996.61 0.00 0.00 4997.49 4997.49 4997.49 0.00 4997.49 DI-4GB 4996.61 4996.61 0.00 0.00 4997.49 4997.49 4997.49 0.00 4997.49 INLET-4GA 4996.47 4996.51 0.00 0.00 4997.49 4997.49 4997.49 0.00 4997.49 DI-4GA 4996.51 4996.51 0.00 0.00 4997.49 4997.49 4997.49 0.00 4997.49 INLET-4DA 4995.95 4996.02 0.03 0.00 4996.51 4996.59 4996.73 0.07 4996.80 DI-4DA 4996.02 4996.02 0.01 0.00 4996.65 4996.65 4996.81 0.00 4996.81 INLET-4DB 4995.95 4996.24 0.04 0.00 4996.54 4996.83 4996.77 0.29 4997.05 DI-4DB 4996.24 4996.24 0.01 0.00 4996.89 4996.89 4997.06 0.00 4997.06 INLET-4CA 4995.58 4995.87 0.00 0.00 4995.87 4996.16 4995.98 0.29 4996.26 DI-4CA 4995.87 4995.87 0.00 0.00 4996.19 4996.19 4996.26 0.00 4996.27 INLET-4BA 4994.26 4994.38 0.00 0.00 4994.96 4994.96 4994.96 0.00 4994.97 DI-4BA 4994.38 4994.38 0.00 0.00 4994.96 4994.96 4994.97 0.00 4994.97 INLET-4BB 4991.77 4991.89 0.00 0.00 4994.96 4994.96 4994.96 0.00 4994.96 DI-4BB 4991.89 4991.89 0.00 0.00 4994.96 4994.96 4994.96 0.00 4994.96 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. ST-04 100-YEAR Rainfall Parameters Rainfall Return Period: 100 Backwater Calculations: Tailwater Elevation (ft): 4994.91 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-4A 4991.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4A 5000.25 88.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 4AA 4999.34 30.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 4AB 4999.23 30.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4FB 4998.90 4.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4FB 4998.90 4.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4FA 4998.90 27.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4FA 4998.90 27.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4B 4999.86 62.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4C 5001.06 43.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4D 5001.14 42.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4E 5001.38 42.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4F 5001.07 42.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4G 5000.78 42.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4CB 5000.37 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4CB 5000.37 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4H 5001.15 38.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4I 5001.76 19.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4J 5001.89 19.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4K 5002.34 17.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4EA 5002.64 5.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4EA 5002.64 5.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-4A 5002.64 12.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4A 5002.64 12.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4GB 5001.60 1.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4GB 5001.60 1.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4GA 5001.60 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4GA 5001.60 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4DA 5000.74 9.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4DA 5000.74 9.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4DB 5000.74 10.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4DB 5000.74 10.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4CA 5000.37 2.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4CA 5000.37 2.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4HB 5000.68 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4HB 5000.68 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4HA 5000.46 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4HA 5000.46 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4BA 4999.25 3.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4BA 4999.25 3.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 4BB 4999.51 22.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4BB 4999.51 22.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) STMH-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 88.07 Surface Water Present (Downstream) STMH- 4AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.98 STMH- 4AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.98 INLET- 4FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.56 DI-4FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.56 INLET- 4FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27.70 DI-4FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27.70 STMH-4B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62.86 STMH-4C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43.60 STMH-4D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.96 STMH-4E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.96 STMH-4F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.96 STMH-4G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.96 INLET- 4CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 DI-4CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 STMH-4H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.72 STMH-4I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.55 STMH-4J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.55 STMH-4K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.77 INLET- 4EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.10 DI-4EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.10 INLET-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.86 DI-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.86 INLET- 4GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.19 DI-4GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.19 INLET- 4GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.09 DI-4GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.09 INLET- 4DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.89 DI-4DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.89 INLET- 4DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.71 DI-4DB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.71 INLET- 4CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.70 DI-4CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.70 INLET- 4HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 DI-4HB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 INLET- 4HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 DI-4HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 INLET- 4BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.38 DI-4BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.38 INLET- 4BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.07 DI-4BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.07 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) STMH-4A 70.20 4991.09 0.5 4991.44 0.013 0.03 0.00 CIRCULAR 54.00 in 54.00 in STMH-4AA 277.26 4991.44 0.5 4992.83 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-4AB 50.00 4992.83 0.5 4993.08 0.013 0.07 0.00 CIRCULAR 30.00 in 30.00 in INLET-4FB 9.85 4993.58 0.5 4993.63 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4FB 1.00 4993.63 0.5 4993.63 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4FA 28.15 4993.08 0.5 4993.22 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-4FA 1.00 4993.72 0.5 4993.72 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-4B 80.41 4991.44 0.4 4991.76 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in STMH-4C 376.64 4991.76 0.4 4993.27 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-4D 76.95 4993.27 0.4 4993.58 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-4E 63.41 4993.58 0.3 4993.77 0.013 1.32 0.00 CIRCULAR 42.00 in 42.00 in STMH-4F 26.11 4993.76 0.3 4993.84 0.013 0.16 0.00 CIRCULAR 42.00 in 42.00 in STMH-4G 64.72 4993.85 0.3 4994.04 0.013 0.16 0.00 CIRCULAR 42.00 in 42.00 in INLET-4CB 14.50 4995.58 0.5 4995.65 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4CB 1.00 4995.65 0.5 4995.65 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-4H 273.91 4994.04 0.3 4994.86 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-4I 116.02 4995.86 0.3 4996.21 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-4J 54.91 4996.21 0.5 4996.48 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in STMH-4K 57.59 4996.48 0.5 4996.77 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-4EA 54.63 4996.78 0.5 4997.05 0.013 0.85 0.00 CIRCULAR 18.00 in 18.00 in DI-4EA 1.00 4997.05 0.5 4997.05 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4A 54.63 4996.77 0.5 4997.04 0.013 0.75 0.00 CIRCULAR 24.00 in 24.00 in DI-4A 1.00 4997.04 0.5 4997.04 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4GB 28.00 4996.47 0.5 4996.61 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4GB 1.00 4996.61 0.5 4996.61 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4GA 8.00 4996.47 0.5 4996.51 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4GA 1.00 4996.51 0.5 4996.51 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4DA 14.50 4995.95 0.5 4996.02 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4DA 1.00 4996.02 0.5 4996.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4DB 57.50 4995.95 0.5 4996.24 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4DB 1.00 4996.24 0.5 4996.24 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4CA 57.50 4995.58 0.5 4995.87 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4CA 1.00 4995.87 0.5 4995.87 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4HB 23.00 4995.27 0.5 4995.38 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4HB 1.00 4995.38 0.5 4995.38 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4HA 24.00 4995.26 0.5 4995.38 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4HA 1.00 4995.38 0.5 4995.38 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4BA 24.00 4994.26 0.5 4994.38 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4BA 1.00 4994.38 0.5 4994.38 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-4BB 24.40 4992.77 0.5 4992.89 0.013 0.83 0.00 CIRCULAR 36.00 in 36.00 in DI-4BB 1.00 4992.89 0.5 4992.89 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment STMH-4A 139.43 8.77 33.01 8.65 31.14 9.27 1.12 Supercritical 88.07 0.00 STMH-4AA 29.08 5.92 30.00 6.31 30.00 6.31 0.00 Pressurized 30.98 277.26 STMH-4AB 29.08 5.92 30.00 6.31 30.00 6.31 0.00 Pressurized 30.98 50.00 INLET-4FB 7.45 4.21 9.84 4.62 10.18 4.43 0.94 Pressurized 4.56 9.85 DI-4FB 7.45 4.21 9.84 4.62 10.18 4.43 0.94 Pressurized 4.56 1.00 INLET-4FA 29.08 5.92 21.53 7.35 23.40 6.74 0.84 Pressurized 27.70 28.15 DI-4FA 16.04 5.11 24.00 8.82 24.00 8.82 0.00 Pressurized 27.70 1.00 STMH-4B 91.09 7.25 28.69 8.02 29.31 7.82 0.96 Pressurized 62.86 80.41 STMH-4C 63.80 6.63 24.69 7.41 25.48 7.14 0.94 Subcritical Surcharged 43.60 330.74 STMH-4D 63.80 6.63 24.50 7.37 25.24 7.12 0.94 Subcritical 42.96 0.00 STMH-4E 55.25 5.74 24.50 7.37 27.84 6.35 0.78 Pressurized 42.96 63.41 STMH-4F 55.25 5.74 24.50 7.37 27.84 6.35 0.78 Pressurized 42.96 26.11 STMH-4G 55.25 5.74 24.50 7.37 27.84 6.35 0.78 Pressurized 42.96 64.72 INLET-4CB 7.45 4.21 7.68 3.95 7.71 3.93 0.99 Pressurized 2.84 14.50 DI-4CB 7.45 4.21 7.68 3.95 7.71 3.93 0.99 Pressurized 2.84 1.00 STMH-4H 36.63 5.18 36.00 5.48 36.00 5.48 0.00 Pressurized 38.72 273.91 STMH-4I 12.42 3.95 24.00 6.22 24.00 6.22 0.00 Pressurized 19.55 116.02 STMH-4J 16.04 5.11 24.00 6.22 24.00 6.22 0.00 Pressurized 19.55 54.91 STMH-4K 16.04 5.11 24.00 5.66 24.00 5.66 0.00 Pressurized 17.77 57.59 INLET-4EA 7.45 4.21 10.43 4.80 10.94 4.54 0.91 Pressurized 5.10 54.63 DI-4EA 7.45 4.21 10.43 4.80 10.94 4.54 0.91 Pressurized 5.10 1.00 INLET-4A 16.04 5.11 15.48 6.00 16.26 5.67 0.91 Pressurized 12.86 54.63 DI-4A 7.45 4.21 18.00 7.28 18.00 7.28 0.00 Pressurized 12.86 1.00 INLET-4GB 7.45 4.21 4.89 3.06 4.87 3.09 1.01 Pressurized 1.19 28.00 DI-4GB 7.45 4.21 4.89 3.06 4.87 3.09 1.01 Pressurized 1.19 1.00 INLET-4GA 7.45 4.21 4.68 2.99 4.65 3.01 1.01 Pressurized 1.09 8.00 DI-4GA 7.45 4.21 4.68 2.99 4.65 3.01 1.01 Pressurized 1.09 1.00 INLET-4DA 7.45 4.21 18.00 5.60 18.00 5.60 0.00 Pressurized 9.89 14.50 DI-4DA 7.45 4.21 18.00 5.60 18.00 5.60 0.00 Pressurized 9.89 1.00 INLET-4DB 7.45 4.21 18.00 6.06 18.00 6.06 0.00 Pressurized 10.71 57.50 DI-4DB 7.45 4.21 18.00 6.06 18.00 6.06 0.00 Pressurized 10.71 1.00 INLET-4CA 7.45 4.21 7.48 3.89 7.50 3.88 1.00 Pressurized 2.70 57.50 DI-4CA 7.45 4.21 7.48 3.89 7.50 3.88 1.00 Pressurized 2.70 1.00 INLET-4HB 7.45 4.21 2.80 2.28 2.83 2.24 0.98 Pressurized 0.40 23.00 DI-4HB 7.45 4.21 2.80 2.28 2.83 2.24 0.98 Pressurized 0.40 1.00 INLET-4HA 7.45 4.21 3.14 2.42 3.16 2.40 0.99 Pressurized 0.50 24.00 DI-4HA 7.45 4.21 3.14 2.42 3.16 2.40 0.99 Pressurized 0.50 1.00 INLET-4BA 7.45 4.21 8.41 4.17 8.51 4.11 0.98 Pressurized 3.38 24.00 DI-4BA 7.45 4.21 8.41 4.17 8.51 4.11 0.98 Pressurized 3.38 1.00 INLET-4BB 47.29 6.69 18.13 6.19 17.29 6.57 1.09 Pressurized 22.07 24.40 DI-4BB 7.45 4.21 18.00 12.49 18.00 12.49 0.00 Pressurized 22.07 1.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment STMH-4A 88.07 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 STMH-4AA 30.98 CIRCULAR 30.00 in 30.00 in 33.00 in 33.00 in 30.00 in 30.00 in 4.91 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-4AB 30.98 CIRCULAR 30.00 in 30.00 in 33.00 in 33.00 in 30.00 in 30.00 in 4.91 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-4FB 4.56 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4FB 4.56 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4FA 27.70 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 DI-4FA 27.70 CIRCULAR 24.00 in 24.00 in 30.00 in 30.00 in 24.00 in 24.00 in 3.14 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-4B 62.86 CIRCULAR 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in 12.57 STMH-4C 43.60 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 STMH-4D 42.96 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 STMH-4E 42.96 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 STMH-4F 42.96 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 STMH-4G 42.96 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 INLET-4CB 2.84 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4CB 2.84 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-4H 38.72 CIRCULAR 36.00 in 36.00 in 42.00 in 42.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-4I 19.55 CIRCULAR 24.00 in 24.00 in 30.00 in 30.00 in 24.00 in 24.00 in 3.14 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-4J 19.55 CIRCULAR 24.00 in 24.00 in 27.00 in 27.00 in 24.00 in 24.00 in 3.14 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise STMH-4K 17.77 CIRCULAR 24.00 in 24.00 in 27.00 in 27.00 in 24.00 in 24.00 in 3.14 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-4EA 5.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4EA 5.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4A 12.86 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 DI-4A 12.86 CIRCULAR 18.00 in 18.00 in 24.00 in 24.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-4GB 1.19 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4GB 1.19 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4GA 1.09 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4GA 1.09 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4DA 9.89 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise DI-4DA 9.89 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-4DB 10.71 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise DI-4DB 10.71 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-4CA 2.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4CA 2.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4HB 0.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4HB 0.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4HA 0.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4HA 0.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4BA 3.38 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4BA 3.38 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4BB 22.07 CIRCULAR 36.00 in 36.00 in 30.00 in 30.00 in 36.00 in 36.00 in 7.07 DI-4BB 22.07 CIRCULAR 18.00 in 18.00 in 30.00 in 30.00 in 18.00 in 18.00 in 1.77 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4994.91 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) STMH-4A 4991.09 4991.44 0.00 0.00 4994.91 4994.91 4995.49 0.11 4995.61 STMH-4AA 4991.44 4992.83 0.03 0.00 4995.02 4996.59 4995.64 1.57 4997.21 STMH-4AB 4992.83 4993.08 0.04 0.00 4996.63 4996.92 4997.25 0.28 4997.54 INLET-4FB 4993.58 4993.63 0.14 0.00 4997.57 4997.59 4997.67 0.02 4997.69 DI-4FB 4993.63 4993.63 0.03 0.00 4997.61 4997.62 4997.72 0.00 4997.72 INLET-4FA 4993.08 4993.22 0.65 0.00 4997.69 4997.82 4998.19 0.13 4998.32 DI-4FA 4993.72 4993.72 0.30 0.00 4998.12 4998.14 4999.33 0.01 4999.35 STMH-4B 4991.44 4991.76 0.51 0.00 4995.73 4995.88 4996.12 0.15 4996.27 STMH-4C 4991.76 4993.27 0.02 0.00 4995.97 4996.66 4996.29 0.70 4996.99 STMH-4D 4993.27 4993.58 0.02 0.00 4996.69 4996.79 4997.00 0.12 4997.12 STMH-4E 4993.58 4993.77 0.41 0.00 4997.22 4997.34 4997.53 0.11 4997.65 STMH-4F 4993.76 4993.84 0.05 0.00 4997.39 4997.43 4997.70 0.05 4997.74 STMH-4G 4993.85 4994.04 0.05 0.00 4997.48 4997.60 4997.79 0.12 4997.91 INLET-4CB 4995.58 4995.65 0.05 0.00 4997.92 4997.93 4997.96 0.01 4997.97 DI-4CB 4995.65 4995.65 0.01 0.00 4997.94 4997.95 4997.98 0.00 4997.99 STMH-4H 4994.04 4994.86 0.02 0.00 4997.63 4998.54 4998.09 0.92 4999.01 STMH-4I 4995.86 4996.21 0.03 0.00 4998.57 4999.44 4999.17 0.86 5000.04 STMH-4J 4996.21 4996.48 0.79 0.00 5000.23 5000.64 5000.83 0.41 5001.24 STMH-4K 4996.48 4996.77 0.02 0.00 5000.77 5001.12 5001.26 0.35 5001.62 INLET-4EA 4996.78 4997.05 0.11 0.00 5001.60 5001.73 5001.73 0.13 5001.85 DI-4EA 4997.05 4997.05 0.03 0.00 5001.76 5001.76 5001.89 0.00 5001.89 INLET-4A 4996.77 4997.04 0.20 0.00 5001.55 5001.73 5001.81 0.18 5001.99 DI-4A 4997.04 4997.04 0.21 0.00 5001.93 5001.95 5002.75 0.01 5002.77 INLET-4GB 4996.47 4996.61 0.01 0.00 5001.24 5001.24 5001.25 0.00 5001.25 DI-4GB 4996.61 4996.61 0.00 0.00 5001.25 5001.25 5001.25 0.00 5001.25 INLET-4GA 4996.47 4996.51 0.01 0.00 5001.24 5001.24 5001.25 0.00 5001.25 DI-4GA 4996.51 4996.51 0.00 0.00 5001.24 5001.24 5001.25 0.00 5001.25 INLET-4DA 4995.95 4996.02 0.64 0.00 4999.19 4999.31 4999.67 0.13 4999.80 DI-4DA 4996.02 4996.02 0.12 0.00 4999.43 4999.44 4999.92 0.01 4999.93 INLET-4DB 4995.95 4996.24 0.75 0.00 4999.30 4999.89 4999.87 0.59 5000.46 DI-4DB 4996.24 4996.24 0.14 0.00 5000.03 5000.04 5000.60 0.01 5000.61 INLET-4CA 4995.58 4995.87 0.05 0.00 4997.92 4997.96 4997.96 0.04 4998.00 DI-4CA 4995.87 4995.87 0.01 0.00 4997.97 4997.97 4998.01 0.00 4998.01 INLET-4HB 4995.27 4995.38 0.00 0.00 4996.99 4996.99 4996.99 0.00 4996.99 DI-4HB 4995.38 4995.38 0.00 0.00 4996.99 4996.99 4996.99 0.00 4996.99 INLET-4HA 4995.26 4995.38 0.00 0.00 4996.99 4996.99 4996.99 0.00 4996.99 DI-4HA 4995.38 4995.38 0.00 0.00 4996.99 4996.99 4996.99 0.00 4996.99 INLET-4BA 4994.26 4994.38 0.07 0.00 4996.29 4996.31 4996.35 0.02 4996.37 DI-4BA 4994.38 4994.38 0.01 0.00 4996.33 4996.33 4996.39 0.00 4996.39 INLET-4BB 4992.77 4992.89 0.13 0.00 4996.25 4996.27 4996.40 0.03 4996.42 DI-4BB 4992.89 4992.89 0.61 0.00 4996.88 4996.92 4999.30 0.04 4999.34 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. Project: ID: Soil Type: Design Information: Design Discharge Q = 88.07 cfs Circular Culvert: Barrel Diameter in Inches D = 54 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4991.09 Elev IN = 4991.44 ft Outlet Elevation OR Slope 0.0050 Elev OUT = 4991.09 ft Culvert Length L = 70.2 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =4994.91 ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 15.90 ft2 Culvert Normal Depth Yn =2.22 ft Culvert Critical Depth Yc =2.16 ft Froude Number Fr = 0.95 Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =0.29 Sum of All Loss Coefficients ks =1.49 ft Headwater: Inlet Control Headwater HWI =3.00 ft Outlet Control Headwater HWO =6.11 ft Design Headwater Elevation HW = 4997.55 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.36 Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 2.05 ft0.5/s Tailwater Surface Height Yt =3.82 ft Tailwater/Diameter Yt/D = 0.85 Expansion Factor 1/(2*tan(Θ)) = 6.70 Flow Area at Max Channel Velocity At =17.61 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =17 ft Width of Riprap Protection at Downstream End T = 8 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=3 in Nominal Riprap Size d50 nominal=6 in MHFD Riprap Type Type = VL DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-04 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0.00 cfs Design Flow: 108.00 cfs Maximum Flow: 500.00 cfs Table 1 - Summary of Culvert Flows at Crossing: Crossing 1 Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 4997.00 0.00 0.00 0.00 1 4999.95 50.00 50.00 0.00 1 5001.86 108.00 108.00 0.00 1 5003.52 150.00 150.00 0.00 1 5005.10 200.00 180.96 18.94 15 5005.23 250.00 183.27 66.61 7 5005.33 300.00 185.00 114.94 6 5005.44 350.00 174.51 175.39 5 5005.54 400.00 163.14 236.82 5 5005.62 450.00 151.02 298.97 5 5005.71 500.00 138.09 361.87 4 5005.00 179.15 179.15 0.00 Overtopping Culvert Data: Culvert 1 Table 1 - Culvert Summary Table: Culvert 1 Total Disch arge (cfs) Culve rt Disch arge (cfs) Head water Elevat ion (ft) Inle t Cont rol Dep th (ft) Outl et Cont rol Dep th (ft) Fl ow Ty pe Nor mal Dep th (ft) Criti cal Dep th (ft) Out let De pth (ft) Tailw ater Dept h (ft) Outl et Velo city (ft/s ) Tailw ater Veloc ity (ft/s) 0.00 cfs 0.00 cfs 4997.0 0 0.00 0.00 0 0- NF 0.00 0.00 0.0 0 0.00 0.00 0.00 50.00 cfs 50.00 cfs 4999.9 5 2.95 1.35 8 1- S2 n 1.65 2.05 1.6 8 1.51 9.26 2.21 108.0 0 cfs 108.0 0 cfs 5001.8 6 4.86 3.51 3 5- S2 n 2.56 3.06 2.6 2 2.50 11.2 2 2.88 150.0 0 cfs 150.0 0 cfs 5003.5 2 6.52 5.85 5 5- S2 n 3.21 3.59 3.2 6 3.11 12.1 6 3.21 200.0 0 cfs 180.9 6 cfs 5005.1 0 8.10 7.28 5 5- S2 n 3.86 3.89 3.8 6 3.79 12.4 7 3.52 250.0 0 cfs 183.2 7 cfs 5005.2 3 8.23 7.62 6 6- FFt 3.93 3.91 4.5 0 4.43 11.5 6 3.76 300.0 0 cfs 185.0 0 cfs 5005.3 3 8.33 8.31 8 4- FFf 4.00 3.93 4.5 0 5.05 11.6 3 3.96 350.0 0 cfs 174.5 1 cfs 5005.4 4 7.74 8.43 9 4- FFf 3.69 3.84 4.5 0 5.64 10.9 7 4.14 400.0 0 cfs 163.1 4 cfs 5005.5 4 7.15 8.53 6 4- FFf 3.45 3.73 4.5 0 6.21 10.2 6 4.29 450.0 0 cfs 151.0 2 cfs 5005.6 2 6.57 8.62 4 4- FFf 3.23 3.60 4.5 0 6.78 9.50 4.43 500.0 0 cfs 138.0 9 cfs 5005.7 1 6.00 8.71 0 4- FFf 3.02 3.46 4.5 0 7.33 8.68 4.55 Culvert Barrel Data Culvert Barrel Type Straight Culvert Inlet Elevation (invert): 4997.00 ft, Outlet Elevation (invert): 4996.00 ft Culvert Length: 127.38 ft, Culvert Slope: 0.0079 Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4997.00 ft Outlet Station: 127.38 ft Outlet Elevation: 4996.00 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 4.50 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0130 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Tailwater Data for Crossing: Crossing 1 Table 2 - Downstream Channel Rating Curve (Crossing: Crossing 1) Flow (cfs) Water Surface Elev (ft) Velocity (ft/s) Depth (ft) Shear (psf) Froude Number 0.00 4996.00 0.00 0.00 0.00 0.00 50.00 4997.51 1.51 2.21 0.19 0.32 108.00 4998.50 2.50 2.88 0.31 0.32 150.00 4999.11 3.11 3.21 0.39 0.32 200.00 4999.79 3.79 3.52 0.47 0.32 250.00 5000.43 4.43 3.76 0.55 0.31 300.00 5001.05 5.05 3.96 0.63 0.31 350.00 5001.64 5.64 4.14 0.70 0.31 400.00 5002.21 6.21 4.29 0.78 0.30 450.00 5002.78 6.78 4.43 0.85 0.30 500.00 5003.33 7.33 4.55 0.91 0.30 Tailwater Channel Data - Crossing 1 Tailwater Channel Option: Rectangular Channel Bottom Width: 15.00 ft Channel Slope: 0.0020 Channel Manning's n: 0.0350 Channel Invert Elevation: 4996.00 ft Roadway Data for Crossing: Crossing 1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 200.00 ft Crest Elevation: 5005.00 ft Roadway Surface: Paved Roadway Top Width: 60.00 ft Project: ID: Soil Type: Design Information: Design Discharge Q = 108 cfs Circular Culvert: Barrel Diameter in Inches D = 54 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4996 Elev IN = 4997 ft Outlet Elevation OR Slope 0.0079 Elev OUT = 4996 ft Culvert Length L = 127.3 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 15.90 ft2 Culvert Normal Depth Yn =2.22 ft Culvert Critical Depth Yc =2.16 ft Froude Number Fr = 0.95 Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =0.53 Sum of All Loss Coefficients ks =1.73 ft Headwater: Inlet Control Headwater HWI =3.00 ft Outlet Control Headwater HWO =6.11 ft Design Headwater Elevation HW = 5003.11 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.36 Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 2.51 ft0.5/s Tailwater Surface Height Yt =1.80 ft Tailwater/Diameter Yt/D = 0.40 Expansion Factor 1/(2*tan(Θ)) = 5.04 Flow Area at Max Channel Velocity At =21.60 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =17 ft Width of Riprap Protection at Downstream End T = 8 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=9 in Nominal Riprap Size d50 nominal=12 in MHFD Riprap Type Type = M DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-04 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy ST-07 100-YEAR Rainfall Parameters Rainfall Return Period: 100 Backwater Calculations: Tailwater Elevation (ft): 4993.52 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) FES-7A 4994.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 7A 4998.74 80.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-7B 4998.74 78.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-7B 4991.87 78.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-7B 4998.74 2.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-7A 4998.74 2.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment FES-7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80.41 INLET- 7B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 78.32 FES-7B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 78.32 Surface Water Present (Upstream) DI-7B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.19 DI-7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.09 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) INLET-7A 57.07 4991.43 0.3 4991.60 0.013 0.03 0.00 CIRCULAR 36.00 in 36.00 in INLET-7B 38.00 4991.60 0.3 4991.71 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in FES-7B 51.39 4991.72 0.3 4991.87 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in DI-7B 1.00 4991.71 0.3 4991.71 0.013 0.25 0.00 CIRCULAR 36.00 in 36.00 in DI-7A 1.00 4991.60 0.3 4991.60 0.013 0.25 0.00 CIRCULAR 36.00 in 36.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment INLET-7A 36.63 5.18 36.00 11.38 36.00 11.38 0.00 Pressurized 80.41 57.07 INLET-7B 36.63 5.18 36.00 11.08 36.00 11.08 0.00 Pressurized 78.32 38.00 FES-7B 36.63 5.18 36.00 11.08 36.00 11.08 0.00 Pressurized 78.32 51.39 DI-7B 36.63 5.18 5.51 3.20 5.97 2.85 0.85 Pressurized 2.19 1.00 DI-7A 36.63 5.18 5.38 3.16 5.84 2.81 0.85 Pressurized 2.09 1.00 · A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). · If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. · If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment INLET-7A 80.41 CIRCULAR 36.00 in 36.00 in 54.00 in 54.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise INLET-7B 78.32 CIRCULAR 36.00 in 36.00 in 48.00 in 48.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise FES-7B 78.32 CIRCULAR 36.00 in 36.00 in 48.00 in 48.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise DI-7B 2.19 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 DI-7A 2.09 CIRCULAR 36.00 in 36.00 in 18.00 in 18.00 in 36.00 in 36.00 in 7.07 · Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. · Sewer sizes should not decrease downstream. · All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4993.52 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) INLET-7A 4991.43 4991.60 0.00 0.00 4994.43 4995.25 4996.44 0.83 4997.26 INLET-7B 4991.60 4991.71 0.10 0.00 4995.45 4995.97 4997.36 0.52 4997.88 FES-7B 4991.72 4991.87 0.10 0.00 4996.07 4996.77 4997.98 0.70 4998.68 DI-7B 4991.71 4991.71 0.00 0.00 4997.88 4997.88 4997.88 0.00 4997.88 DI-7A 4991.60 4991.60 0.00 0.00 4997.26 4997.26 4997.26 0.00 4997.26 · Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. · Bend loss = Bend K * V_fi ^ 2/(2*g) · Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). · Friction loss is always Upstream EGL - Downstream EGL. Project: ID: Soil Type: Design Information: Design Discharge Q = 80.41 cfs Circular Culvert: Barrel Diameter in Inches D = 36 inches Inlet Edge Type (Choose from pull-down list) Grooved Edge Projecting OR: Box Culvert:OR Barrel Height (Rise) in Feet H (Rise) = ft Barrel Width (Span) in Feet W (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels # Barrels = 1 Inlet Elevation 4991.41 Elev IN = 4991.87 ft Outlet Elevation OR Slope 0.0031 Elev OUT = 4991.41 ft Culvert Length L = 146.46 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb =0 Exit Loss Coefficient kx =1 Tailwater Surface Elevation Yt, Elevation =4993.52 ft Max Allowable Channel Velocity V = 5 ft/s Calculated Results:1 Culvert Cross Sectional Area Available A = 7.07 ft2 Culvert Normal Depth Yn =3.00 ft Culvert Critical Depth Yc =2.77 ft Froude Number Fr = -Pressure flow! Entrance Loss Coefficient ke =0.20 Friction Loss Coefficient kf =1.05 Sum of All Loss Coefficients ks =2.25 ft Headwater: Inlet Control Headwater HWI =6.17 ft Outlet Control Headwater HWO =6.95 ft Design Headwater Elevation HW = 4998.82 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 2.32 HW/D > 1.5! Outlet Protection: Flow/(Diameter^2.5) Q/D^2.5 = 5.16 ft0.5/s Tailwater Surface Height Yt =2.11 ft Tailwater/Diameter Yt/D = 0.70 Expansion Factor 1/(2*tan(Θ)) = 4.92 Flow Area at Max Channel Velocity At =16.08 ft2 Width of Equivalent Conduit for Multiple Barrels Weq =-ft Length of Riprap Protection Lp =23 ft Width of Riprap Protection at Downstream End T = 8 ft Adjusted Diameter for Supercritical Flow Da = - ft Minimum Theoretical Riprap Size d50 min=7 in Nominal Riprap Size d50 nominal=9 in MHFD Riprap Type Type = L DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MONTAVA SUBDIVISION PHASE D ST-07 MHFD-Culvert, Version 4.00 (May 2020) Choose One: Sandy Non-Sandy APPENDIX H DRAINAGE SWALE ANALYSIS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 15 2024 SWALE A-A User-defined Invert Elev (ft) = 1.00 Slope (%) = 0.20 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 250.00 (Sta, El, n)-(Sta, El, n)... ( 0.00, 7.91)-(27.10, 1.14, 0.035)-(34.10, 1.00, 0.035)-(41.10, 1.14, 0.035)-(76.42, 8.99, 0.035) Highlighted Depth (ft) = 3.16 Q (cfs) = 250.00 Area (sqft) = 82.03 Velocity (ft/s) = 3.05 Wetted Perim (ft) = 40.38 Crit Depth, Yc (ft) = 1.89 Top Width (ft) = 39.68 EGL (ft) = 3.30 -10 0 10 20 30 40 50 60 70 80 90 Elev (ft) Depth (ft)Section 0.00 -1.00 1.00 0.00 2.00 1.00 3.00 2.00 4.00 3.00 5.00 4.00 6.00 5.00 7.00 6.00 8.00 7.00 9.00 8.00 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Sep 16 2024 SWALE B-B User-defined Invert Elev (ft) = 1.00 Slope (%) = 0.20 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 125.00 (Sta, El, n)-(Sta, El, n)... ( 0.00, 7.00)-(24.02, 1.00, 0.035)-(27.03, 1.00, 0.035)-(68.05, 11.20, 0.035) Highlighted Depth (ft) = 3.07 Q (cfs) = 125.00 Area (sqft) = 47.04 Velocity (ft/s) = 2.66 Wetted Perim (ft) = 28.39 Crit Depth, Yc (ft) = 1.94 Top Width (ft) = 27.64 EGL (ft) = 3.18 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Elev (ft) Depth (ft)Section -1.00 -2.00 1.00 0.00 3.00 2.00 5.00 4.00 7.00 6.00 9.00 8.00 11.00 10.00 13.00 12.00 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Jan 22 2025 SWALE C-C Triangular Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 1.00 Slope (%) = 0.09 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 11.00 Highlighted Depth (ft) = 1.60 Q (cfs) = 11.00 Area (sqft) = 10.24 Velocity (ft/s) = 1.07 Wetted Perim (ft) = 13.19 Crit Depth, Yc (ft) = 0.86 Top Width (ft) = 12.80 EGL (ft) = 1.62 0 2 4 6 8 10 12 14 16 18 20 22 24 Elev (ft) Depth (ft)Section 0.50 -0.50 1.00 0.00 1.50 0.50 2.00 1.00 2.50 1.50 3.00 2.00 3.50 2.50 4.00 3.00 Reach (ft) APPENDIX I DETENTION & ROUTING ANALYSIS [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION MODIFIED_HORTON FLOW_ROUTING DYNWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING YES SKIP_STEADY_STATE NO START_DATE 01/28/2024 START_TIME 00:00:00 REPORT_START_DATE 01/28/2024 REPORT_START_TIME 00:00:00 END_DATE 01/31/2024 END_TIME 00:00:00 SWEEP_START 01/31 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:00:30 WET_STEP 00:01:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:01 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION D-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.566 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- FOCO-2YEAR INTENSITY 0:05 1.0 TIMESERIES FOCO-INTESITY-2YR FOCO-5YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSITY-5YEAR FOCO-10YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSTIY-10YEAR FOCO-25YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENISTY-25YEAR FOCO-50YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSITY-50YEAR FOCO-100YEAR INTENSITY 0:05 1.0 TIMESERIES FOCO-INTENSITY-100YEAR [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- STORM-1 FOCO-100YEAR POND-D 21.26 59.11 719.25 0.85 0 STORM-2 FOCO-100YEAR POND-D 10.24 78.24 382.3 1.0 0 STORM-3 FOCO-100YEAR STORM-3-OUTFALL 23.51 77.90 1231.5 0.6 0 STORM-4 FOCO-100YEAR STORM-4-OUTFALL 12.93 80.33 830 0.5 0 OFFSITE-1 FOCO-100YEAR SWALEPOND-2 103.58 20 166.12 1.5 0 FUTURE-2 FOCO-100YEAR SWALEPOND-1 3.31 77.52 285.5 0.5 0 FUTURE-4 FOCO-100YEAR FUTURE-2-OUTFALL 4.52 77.65 219 0.50 0 FUTURE-5 FOCO-100YEAR FUTURE-3-OUTFALL 7.57 77.49 266.23 0.85 0 STORM-5 FOCO-100YEAR SWALEPOND-1 1.15 81.25 76.5 1.5 0 F-1-BASIN FOCO-100YEAR INLET-1 .51 100 210 1 0 F-2-BASIN FOCO-100YEAR INLET-2 .49 100 220 1 0 G-14-BASIN FOCO-100YEAR INLET-4 0.22 90.67 150 1.0 0 G-13-BASIN FOCO-100YEAR INLET-3 .21 90.67 150 1 0 FUTURE-3 FOCO-100YEAR SWALEPOND-1 2.96 45.78 66.5 0.5 0 FUTURE-1 FOCO-100YEAR SWALEPOND-2 6.37 56.79 327 0.5 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- STORM-1 0.016 0.25 0.1 0.3 1 OUTLET STORM-2 0.016 0.25 0.1 0.3 1 OUTLET STORM-3 0.016 0.25 0.1 0.3 1 OUTLET STORM-4 0.016 0.25 0.1 0.3 1 OUTLET OFFSITE-1 0.016 0.25 0.1 0.3 1 OUTLET FUTURE-2 0.016 0.25 0.1 0.3 1 OUTLET FUTURE-4 0.016 0.25 0.1 0.3 1 OUTLET FUTURE-5 0.016 0.25 0.1 0.3 1 OUTLET STORM-5 0.016 0.25 0.1 0.3 1 OUTLET F-1-BASIN 0.016 0.25 0.1 0.3 1 OUTLET F-2-BASIN 0.016 0.25 0.1 0.3 1 OUTLET G-14-BASIN 0.016 0.25 0.1 0.3 1 OUTLET G-13-BASIN 0.016 0.25 0.1 0.3 1 OUTLET FUTURE-3 0.016 0.25 0.1 0.3 1 OUTLET FUTURE-1 0.016 0.25 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- STORM-1 0.51 0.5 6.48 7 0 HORTON STORM-2 0.51 0.5 6.48 7 0 HORTON STORM-3 0.51 0.5 6.48 7 0 HORTON STORM-4 0.51 0.5 6.48 7 0 HORTON OFFSITE-1 0.51 0.5 6.48 7 0 HORTON FUTURE-2 0.51 0.5 6.48 7 0 HORTON FUTURE-4 0.51 0.5 6.48 7 0 HORTON FUTURE-5 0.51 0.5 6.48 7 0 HORTON STORM-5 0.51 0.5 6.48 7 0 HORTON F-1-BASIN 0.51 0.5 6.48 7 0 HORTON F-2-BASIN 0.51 0.5 6.48 7 0 HORTON G-14-BASIN 0.51 0.5 6.48 7 0 HORTON G-13-BASIN 0.51 0.5 6.48 7 0 HORTON FUTURE-3 0.51 0.5 6.48 7 0 HORTON FUTURE-1 0.51 0.5 6.48 7 0 HORTON [JUNCTIONS] ;;Name Elevation MaxDepth InitDepth SurDepth Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- POND-D-OUTFALL 4996.19 6.31 0 0 0 STORM-3-OUTFALL 4992 0 0 0 0 STORM-4-OUTFALL 4991 0 0 0 0 FUTURE-2-OUTFALL 4991.87 0 0 0 0 FES-2 4991.41 0 0 0 0 INLET-4 4991.58 7.16 0 0 0 INLET-3 4991.71 7.03 0 0 0 SWALEPOND-2-OUTFALL 4994.49 0 0 0 0 POND-427-OUTFALL 4986.92 11 0 0 0 FES-3 4986.69 6. 0 0 0 FUTURE-3-OUTFALL 4989.44 0 0 0 0 INLET-1 4995.28 5.48 0 0 0 INLET-2 4995.06 7.09 0 0 0 FES-1 4995 0 0 0 0 POND-427-INFALL 4989.44 0 0 0 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- SITE-OUTFALL 4985 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- -------- POND-D 4999.75 2.25 0 TABULAR POND-D-STAGE-STORAGE 0 0 POND-427 4987 9 0 TABULAR POND-427-STAGE-STORAGE 0 0 SWALEPOND-1 4994.85 7.15 0 TABULAR SWALEPOND-1-STAGE-STORAGE 0 0 SWALEPOND-2 4995.85 6 0 TABULAR SWALEPOND-2-STAGE-STORAGE 0 0 [CONDUITS] ;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- SWALE-B1 SWALEPOND-2-OUTFALL FUTURE-2-OUTFALL 846 0.25 0 0 0 0 STORM-2A FUTURE-2-OUTFALL INLET-3 51.39 0.016 0 0 0 0 STORM-2B INLET-3 INLET-4 38.00 0.016 0 0 0 0 STORM-2C INLET-4 FES-2 57.07 0.016 0 0 0 0 SWALE-B2 FES-2 FUTURE-3-OUTFALL 620 0.25 0 0 0 0 POND-427-SWALE-B-INFALL FUTURE-3-OUTFALL POND-427 73 0.016 0 0 0 0 SWALE-A2 STORM-3-OUTFALL STORM-4-OUTFALL 562 0.25 0 0 0 0 POND-427-OUTFALL1 POND-427-OUTFALL FES-3 30.59 0.016 0 0 0 0 STORM-1A POND-D-OUTFALL INLET-1 41.51 0.016 0 0 0 0 STORM-1B INLET-1 INLET-2 22 0.016 0 0 0 0 STORM-1C INLET-2 FES-1 56.82 0.016 0 0 0 0 SWALE-A1 FES-1 STORM-3-OUTFALL 1090 0.25 0 0 0 0 SWALEPOND SWALEPOND-1 SWALEPOND-2 127.38 0.016 0 0 0 0 SWALE-A3 STORM-4-OUTFALL POND-427-INFALL 540 0.25 0 0 0 0 POND-427-SWALE-A-INFALL POND-427-INFALL POND-427 128 0.016 0 0 0 0 59 FES-3 SITE-OUTFALL 150 0.016 0 0 0 0 [ORIFICES] ;;Name From Node To Node Type Offset Qcoeff Gated CloseTime ;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ---------- POND-D-OUTFALL POND-D POND-D-OUTFALL BOTTOM 0 0.65 NO 0 POND-427-OUTFALL POND-427 POND-427-OUTFALL BOTTOM 0 0.65 NO 0 SWALE-POND-OUTFALL SWALEPOND-1 SWALEPOND-2-OUTFALL BOTTOM 0 0.65 NO 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ---------- SWALE-B1 TRAPEZOIDAL 5 5 4 4 1 STORM-2A CIRCULAR 3 0 0 0 1 STORM-2B CIRCULAR 3 0 0 0 1 STORM-2C CIRCULAR 3 0 0 0 1 SWALE-B2 TRAPEZOIDAL 7 5 4 4 1 POND-427-SWALE-B-INFALL CIRCULAR 3 0 0 0 1 SWALE-A2 TRAPEZOIDAL 7 14 4 4 1 POND-427-OUTFALL1 CIRCULAR 1.5 0 0 0 1 STORM-1A CIRCULAR 1.5 0 0 0 1 STORM-1B CIRCULAR 1.5 0 0 0 1 STORM-1C CIRCULAR 3 0 0 0 1 SWALE-A1 TRAPEZOIDAL 5 14 4 4 1 SWALEPOND CIRCULAR 5 0 0 0 2 SWALE-A3 TRAPEZOIDAL 8 14 4 4 1 POND-427-SWALE-A-INFALL CIRCULAR 3 0 0 0 1 59 CIRCULAR 1.5 0 0 0 1 POND-D-OUTFALL CIRCULAR .97 0 0 0 POND-427-OUTFALL CIRCULAR 1.135 0 0 0 SWALE-POND-OUTFALL CIRCULAR 1 0 0 0 [LOSSES] ;;Link Kentry Kexit Kavg Flap Gate Seepage ;;-------------- ---------- ---------- ---------- ---------- ---------- SWALE-B1 0 0 0 YES 0 STORM-2A 0 0 0 YES 0 STORM-2B 0 0 0 YES 0 STORM-2C 0 0 0 YES 0 SWALE-B2 0 0 0 YES 0 POND-427-SWALE-B-INFALL 0 0 0 YES 0 SWALE-A2 0 0 0 YES 0 STORM-1A 0 0 0 YES 0 STORM-1B 0 0 0 YES 0 STORM-1C 0 0 0 YES 0 SWALE-A1 0 0 0 YES 0 SWALE-A3 0 0 0 YES 0 POND-427-SWALE-A-INFALL 0 0 0 YES 0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- TEST Rating 1 1 TEST 2 1.5 TEST 3 2 ; Pond-D-outfall Rating 0 5 Pond-D-outfall 1 5 Pond-D-outfall 2 5 Pond-D-outfall 3 5 ; pond-427-outfall Rating 0 8 pond-427-outfall 1 8 pond-427-outfall 2 8 pond-427-outfall 3 8 pond-427-outfall 4 8 pond-427-outfall 5 8 pond-427-outfall 6 8 pond-427-outfall 7 8 pond-427-outfall 8 8 ; Swale-pond-outfall Rating 0 24 Swale-pond-outfall 1 24 Swale-pond-outfall 2 24 Swale-pond-outfall 3 24 Swale-pond-outfall 4 24 Swale-pond-outfall 5 24 Swale-pond-outfall 6 24 Swale-pond-outfall 7 24 ; POND-D-STAGE-STORAGE Storage 0 172456 POND-D-STAGE-STORAGE 0.25 173026 POND-D-STAGE-STORAGE 1.25 180032 POND-D-STAGE-STORAGE 2.25 187141 ; POND-427-STAGE-STORAGE Storage 0 173 POND-427-STAGE-STORAGE 1 8162 POND-427-STAGE-STORAGE 2 35772 POND-427-STAGE-STORAGE 3 75228 POND-427-STAGE-STORAGE 4 107043 POND-427-STAGE-STORAGE 5 133704 POND-427-STAGE-STORAGE 6 151585 POND-427-STAGE-STORAGE 7 160821 POND-427-STAGE-STORAGE 8 167206 ; SWALEPOND-1-STAGE-STORAGE Storage 0 0 SWALEPOND-1-STAGE-STORAGE .15 474.6161 SWALEPOND-1-STAGE-STORAGE 1.15 12091.335 SWALEPOND-1-STAGE-STORAGE 2.15 17983.3571 SWALEPOND-1-STAGE-STORAGE 3.15 24078.6199 SWALEPOND-1-STAGE-STORAGE 4.15 30385.5131 SWALEPOND-1-STAGE-STORAGE 5.15 37043.4864 SWALEPOND-1-STAGE-STORAGE 6.15 43933.1097 ; SWALEPOND-2-STAGE-STORAGE Storage 0 1538.5904 SWALEPOND-2-STAGE-STORAGE 1 9409.0403 SWALEPOND-2-STAGE-STORAGE 2 21486.7414 SWALEPOND-2-STAGE-STORAGE 3 31946.4671 SWALEPOND-2-STAGE-STORAGE 4 42155.5138 SWALEPOND-2-STAGE-STORAGE 5 52675.8441 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- FOCO-INTESITY-2YR 5 .29 FOCO-INTESITY-2YR 10 0.33 FOCO-INTESITY-2YR 15 0.38 FOCO-INTESITY-2YR 20 0.64 FOCO-INTESITY-2YR 25 0.81 FOCO-INTESITY-2YR 30 1.57 FOCO-INTESITY-2YR 35 2.85 FOCO-INTESITY-2YR 40 1.18 FOCO-INTESITY-2YR 45 0.71 FOCO-INTESITY-2YR 50 0.42 FOCO-INTESITY-2YR 55 0.35 FOCO-INTESITY-2YR 60 0.30 FOCO-INTESITY-2YR 65 0.20 FOCO-INTESITY-2YR 70 0.19 FOCO-INTESITY-2YR 75 .18 FOCO-INTESITY-2YR 80 .17 FOCO-INTESITY-2YR 85 .17 FOCO-INTESITY-2YR 90 .16 FOCO-INTESITY-2YR 95 .15 FOCO-INTESITY-2YR 100 .15 FOCO-INTESITY-2YR 105 .14 FOCO-INTESITY-2YR 110 .14 FOCO-INTESITY-2YR 115 .13 FOCO-INTESITY-2YR 120 .13 ; FOCO-INTENSITY-5YEAR 5 .4 FOCO-INTENSITY-5YEAR 10 .45 FOCO-INTENSITY-5YEAR 15 .53 FOCO-INTENSITY-5YEAR 20 .89 FOCO-INTENSITY-5YEAR 25 1.13 FOCO-INTENSITY-5YEAR 30 2.19 FOCO-INTENSITY-5YEAR 35 3.97 FOCO-INTENSITY-5YEAR 40 1.64 FOCO-INTENSITY-5YEAR 45 .99 FOCO-INTENSITY-5YEAR 50 .58 FOCO-INTENSITY-5YEAR 55 .49 FOCO-INTENSITY-5YEAR 60 .42 FOCO-INTENSITY-5YEAR 65 .28 FOCO-INTENSITY-5YEAR 70 .27 FOCO-INTENSITY-5YEAR 75 .25 FOCO-INTENSITY-5YEAR 80 .24 FOCO-INTENSITY-5YEAR 85 .23 FOCO-INTENSITY-5YEAR 90 .22 FOCO-INTENSITY-5YEAR 95 .21 FOCO-INTENSITY-5YEAR 100 .20 FOCO-INTENSITY-5YEAR 105 .19 FOCO-INTENSITY-5YEAR 110 .19 FOCO-INTENSITY-5YEAR 115 .18 FOCO-INTENSITY-5YEAR 120 .18 ; FOCO-INTENSTIY-10YEAR 5 .49 FOCO-INTENSTIY-10YEAR 10 .56 FOCO-INTENSTIY-10YEAR 15 .65 FOCO-INTENSTIY-10YEAR 20 1.09 FOCO-INTENSTIY-10YEAR 25 1.39 FOCO-INTENSTIY-10YEAR 30 2.69 FOCO-INTENSTIY-10YEAR 35 4.87 FOCO-INTENSTIY-10YEAR 40 2.02 FOCO-INTENSTIY-10YEAR 45 1.21 FOCO-INTENSTIY-10YEAR 50 0.71 FOCO-INTENSTIY-10YEAR 55 0.6 FOCO-INTENSTIY-10YEAR 60 0.52 FOCO-INTENSTIY-10YEAR 65 0.39 FOCO-INTENSTIY-10YEAR 70 0.37 FOCO-INTENSTIY-10YEAR 75 0.35 FOCO-INTENSTIY-10YEAR 80 0.34 FOCO-INTENSTIY-10YEAR 85 0.32 FOCO-INTENSTIY-10YEAR 90 0.31 FOCO-INTENSTIY-10YEAR 95 0.30 FOCO-INTENSTIY-10YEAR 100 0.29 FOCO-INTENSTIY-10YEAR 105 0.28 FOCO-INTENSTIY-10YEAR 110 0.27 FOCO-INTENSTIY-10YEAR 115 0.26 FOCO-INTENSTIY-10YEAR 120 0.25 ; FOCO-INTENISTY-25YEAR 5 0.63 FOCO-INTENISTY-25YEAR 10 0.72 FOCO-INTENISTY-25YEAR 15 0.84 FOCO-INTENISTY-25YEAR 20 1.41 FOCO-INTENISTY-25YEAR 25 1.80 FOCO-INTENISTY-25YEAR 30 3.48 FOCO-INTENISTY-25YEAR 35 6.30 FOCO-INTENISTY-25YEAR 40 2.61 FOCO-INTENISTY-25YEAR 45 1.57 FOCO-INTENISTY-25YEAR 50 .92 FOCO-INTENISTY-25YEAR 55 .77 FOCO-INTENISTY-25YEAR 60 .67 FOCO-INTENISTY-25YEAR 65 .62 FOCO-INTENISTY-25YEAR 70 .59 FOCO-INTENISTY-25YEAR 75 .56 FOCO-INTENISTY-25YEAR 80 .54 FOCO-INTENISTY-25YEAR 85 .52 FOCO-INTENISTY-25YEAR 90 .50 FOCO-INTENISTY-25YEAR 95 .48 FOCO-INTENISTY-25YEAR 100 .47 FOCO-INTENISTY-25YEAR 105 .45 FOCO-INTENISTY-25YEAR 110 .44 FOCO-INTENISTY-25YEAR 115 .42 FOCO-INTENISTY-25YEAR 120 .41 ; FOCO-INTENSITY-50YEAR 5 .79 FOCO-INTENSITY-50YEAR 10 .90 FOCO-INTENSITY-50YEAR 15 1.05 FOCO-INTENSITY-50YEAR 20 1.77 FOCO-INTENSITY-50YEAR 25 2.25 FOCO-INTENSITY-50YEAR 30 4.36 FOCO-INTENSITY-50YEAR 35 7.90 FOCO-INTENSITY-50YEAR 40 3.27 FOCO-INTENSITY-50YEAR 45 1.97 FOCO-INTENSITY-50YEAR 50 1.16 FOCO-INTENSITY-50YEAR 55 .97 FOCO-INTENSITY-50YEAR 60 .84 FOCO-INTENSITY-50YEAR 65 .79 FOCO-INTENSITY-50YEAR 70 .75 FOCO-INTENSITY-50YEAR 75 .72 FOCO-INTENSITY-50YEAR 80 .69 FOCO-INTENSITY-50YEAR 85 .66 FOCO-INTENSITY-50YEAR 90 .64 FOCO-INTENSITY-50YEAR 95 .62 FOCO-INTENSITY-50YEAR 100 .60 FOCO-INTENSITY-50YEAR 105 .58 FOCO-INTENSITY-50YEAR 110 .56 FOCO-INTENSITY-50YEAR 115 .54 FOCO-INTENSITY-50YEAR 120 .53 ; FOCO-INTENSITY-100YEAR 0:5 1.00 FOCO-INTENSITY-100YEAR 0:10 1.14 FOCO-INTENSITY-100YEAR 0:15 1.33 FOCO-INTENSITY-100YEAR 0:20 2.23 FOCO-INTENSITY-100YEAR 0:25 2.84 FOCO-INTENSITY-100YEAR 0:30 5.49 FOCO-INTENSITY-100YEAR 0:35 9.95 FOCO-INTENSITY-100YEAR 0:40 4.12 FOCO-INTENSITY-100YEAR 0:45 2.48 FOCO-INTENSITY-100YEAR 0:50 1.46 FOCO-INTENSITY-100YEAR 0:55 1.22 FOCO-INTENSITY-100YEAR 1:00 1.06 FOCO-INTENSITY-100YEAR 1:05 1.00 FOCO-INTENSITY-100YEAR 1:10 0.95 FOCO-INTENSITY-100YEAR 1:15 0.91 FOCO-INTENSITY-100YEAR 1:20 0.87 FOCO-INTENSITY-100YEAR 1:25 0.84 FOCO-INTENSITY-100YEAR 1:30 0.81 FOCO-INTENSITY-100YEAR 1:35 0.78 FOCO-INTENSITY-100YEAR 1:40 0.75 FOCO-INTENSITY-100YEAR 1:45 0.73 FOCO-INTENSITY-100YEAR 1:50 0.71 FOCO-INTENSITY-100YEAR 1:55 0.69 FOCO-INTENSITY-100YEAR 2:00 0.67 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... MODIFIED_HORTON Flow Routing Method ...... DYNWAVE Surcharge Method ......... EXTRAN Starting Date ............ 01/28/2024 00:00:00 Ending Date .............. 01/31/2024 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:00:30 Wet Time Step ............ 00:01:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 1.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Number of Threads ........ 1 Head Tolerance ........... 0.005000 ft ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 60.795 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 27.643 1.668 Surface Runoff ........... 32.419 1.957 Final Storage ............ 0.740 0.045 Continuity Error (%) ..... -0.012 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 32.419 10.564 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 32.295 10.524 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.126 0.041 Continuity Error (%) ..... -0.005 *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** Link POND-427-OUTFALL1 (2) Link POND-427-OUTFALL (1) ********************************* Most Frequent Nonconverging Nodes ********************************* Convergence obtained at all time steps. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.00 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 2.00 % of Steps Not Converging : 0.00 Time Step Frequencies : 1.000 - 0.871 sec : 99.90 % 0.871 - 0.758 sec : 0.01 % 0.758 - 0.660 sec : 0.01 % 0.660 - 0.574 sec : 0.01 % 0.574 - 0.500 sec : 0.07 % *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ STORM-1 3.67 0.00 0.00 0.79 2.11 0.71 2.82 1.63 105.56 0.768 STORM-2 3.67 0.00 0.00 0.36 2.79 0.44 3.23 0.90 64.20 0.881 STORM-3 3.67 0.00 0.00 0.36 2.78 0.45 3.23 2.06 151.48 0.880 STORM-4 3.67 0.00 0.00 0.31 2.87 0.41 3.28 1.15 88.07 0.894 OFFSITE-1 3.67 0.00 0.00 2.74 0.71 0.20 0.91 2.57 74.84 0.249 FUTURE-2 3.67 0.00 0.00 0.35 2.77 0.48 3.24 0.29 24.10 0.884 FUTURE-4 3.67 0.00 0.00 0.38 2.77 0.44 3.21 0.39 27.32 0.876 FUTURE-5 3.67 0.00 0.00 0.38 2.77 0.44 3.21 0.66 44.73 0.874 STORM-5 3.67 0.00 0.00 0.28 2.90 0.41 3.31 0.10 9.24 0.903 F-1-BASIN 3.67 0.00 0.00 0.00 3.57 0.00 3.57 0.05 5.07 0.974 F-2-BASIN 3.67 0.00 0.00 0.00 3.57 0.00 3.57 0.05 4.88 0.974 G-14-BASIN 3.67 0.00 0.00 0.12 3.24 0.22 3.46 0.02 2.19 0.943 G-13-BASIN 3.67 0.00 0.00 0.12 3.24 0.22 3.46 0.02 2.09 0.943 FUTURE-3 3.67 0.00 0.00 1.30 1.63 0.69 2.32 0.19 9.62 0.633 FUTURE-1 3.67 0.00 0.00 0.82 2.03 0.76 2.79 0.48 32.49 0.761 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POND-D-OUTFALL JUNCTION 0.26 0.68 4996.87 0 02:05 0.68 STORM-3-OUTFALL JUNCTION 0.67 4.26 4996.26 0 00:55 4.26 STORM-4-OUTFALL JUNCTION 1.00 4.61 4995.61 0 00:55 4.61 FUTURE-2-OUTFALL JUNCTION 0.58 2.37 4994.24 0 01:10 2.37 FES-2 JUNCTION 0.76 2.77 4994.18 0 01:08 2.77 INLET-4 JUNCTION 0.69 2.62 4994.20 0 01:08 2.62 INLET-3 JUNCTION 0.64 2.51 4994.22 0 01:09 2.51 SWALEPOND-2-OUTFALL JUNCTION 0.49 2.09 4996.58 0 03:16 2.09 POND-427-OUTFALL JUNCTION 1.06 2.29 4989.21 0 11:52 2.29 FES-3 JUNCTION 0.94 2.01 4988.70 0 11:52 2.01 FUTURE-3-OUTFALL JUNCTION 1.58 4.12 4993.56 0 11:44 4.12 INLET-1 JUNCTION 0.34 1.26 4996.54 0 00:39 1.22 INLET-2 JUNCTION 0.43 1.42 4996.48 0 00:40 1.33 FES-1 JUNCTION 0.38 1.16 4996.16 0 01:07 1.16 POND-427-INFALL JUNCTION 1.65 4.12 4993.56 0 11:51 4.12 SITE-OUTFALL OUTFALL 0.71 1.27 4986.27 0 11:52 1.27 POND-D STORAGE 0.34 1.68 5001.43 0 02:32 1.68 POND-427 STORAGE 2.94 6.55 4993.55 0 11:52 6.55 SWALEPOND-1 STORAGE 1.21 6.83 5001.68 0 03:06 6.83 SWALEPOND-2 STORAGE 0.94 5.83 5001.68 0 03:07 5.83 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POND-D-OUTFALL JUNCTION 0.00 5.00 0 02:32 0 2.5 0.001 STORM-3-OUTFALL JUNCTION 151.48 153.22 0 00:40 2.06 4.64 -0.335 STORM-4-OUTFALL JUNCTION 88.07 115.87 0 00:40 1.15 5.81 -0.625 FUTURE-2-OUTFALL JUNCTION 27.32 29.64 0 00:40 0.395 4.03 0.038 FES-2 JUNCTION 0.00 20.42 0 00:42 0 4.07 -0.570 INLET-4 JUNCTION 2.19 20.63 0 00:43 0.0207 4.07 -0.001 INLET-3 JUNCTION 2.09 19.82 0 00:43 0.0197 4.05 -0.000 SWALEPOND-2-OUTFALL JUNCTION 0.00 9.28 0 02:36 0 3.63 -0.031 POND-427-OUTFALL JUNCTION 0.00 11.00 0 11:52 0 10.5 0.001 FES-3 JUNCTION 0.00 11.00 0 11:52 0 10.5 -0.001 FUTURE-3-OUTFALL JUNCTION 44.73 50.09 0 00:40 0.659 4.75 0.499 INLET-1 JUNCTION 5.07 7.51 0 00:40 0.0495 2.55 -0.000 INLET-2 JUNCTION 4.88 12.46 0 00:39 0.0475 2.6 -0.002 FES-1 JUNCTION 0.00 15.51 0 00:39 0 2.6 0.697 POND-427-INFALL JUNCTION 0.00 89.80 0 01:01 0 5.84 0.838 SITE-OUTFALL OUTFALL 0.00 11.00 0 11:52 0 10.5 0.000 POND-D STORAGE 169.76 169.76 0 00:40 2.52 2.52 0.000 POND-427 STORAGE 0.00 109.81 0 01:11 0 10.5 -0.005 SWALEPOND-1 STORAGE 42.97 130.77 0 00:48 0.582 3.71 0.012 SWALEPOND-2 STORAGE 100.98 132.03 0 00:45 3.05 3.13 -0.014 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- POND-427-OUTFALL JUNCTION 27.40 0.788 8.712 FES-3 JUNCTION 25.64 0.511 3.989 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft Full Loss Loss 1000 ft Full days hr:min CFS ------------------------------------------------------------------------------------------------ POND-D 59.865 14.8 0.0 0.0 297.937 73.9 0 02:32 5.00 POND-427 193.814 20.9 0.0 0.0 520.702 56.2 0 11:52 11.00 SWALEPOND-1 24.345 12.7 0.0 0.0 175.440 91.8 0 03:06 48.34 SWALEPOND-2 21.865 11.5 0.0 0.0 179.670 94.5 0 03:07 107.19 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- SITE-OUTFALL 99.62 5.45 11.00 10.523 ----------------------------------------------------------- System 99.62 5.45 11.00 10.523 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------------------------- SWALE-B1 CONDUIT 9.34 0 03:43 0.39 0.12 0.41 STORM-2A CONDUIT 18.90 0 00:43 4.21 0.62 0.81 STORM-2B CONDUIT 19.66 0 00:43 4.36 0.62 0.85 STORM-2C CONDUIT 20.42 0 00:42 4.84 0.69 0.90 SWALE-B2 CONDUIT 16.66 0 01:23 0.51 0.09 0.46 POND-427-SWALE-B-INFALL CONDUIT 46.49 0 00:42 12.18 0.47 1.00 SWALE-A2 CONDUIT 56.54 0 00:55 0.41 0.30 0.63 POND-427-OUTFALL1 CONDUIT 11.00 0 11:52 6.22 1.49 1.00 STORM-1A CONDUIT 5.00 0 02:32 5.20 0.40 0.56 STORM-1B CONDUIT 7.59 0 00:39 5.06 0.89 0.88 STORM-1C CONDUIT 15.51 0 00:39 9.17 0.88 0.38 SWALE-A1 CONDUIT 6.28 0 01:09 0.20 0.06 0.53 SWALEPOND CONDUIT 107.19 0 00:48 4.02 0.29 1.00 SWALE-A3 CONDUIT 89.80 0 01:01 0.86 0.28 0.50 POND-427-SWALE-A-INFALL CONDUIT 73.77 0 00:57 10.65 0.99 1.00 59 CONDUIT 11.00 0 11:52 6.45 1.21 0.92 POND-D-OUTFALL ORIFICE 5.00 0 02:32 POND-427-OUTFALL ORIFICE 11.00 0 11:52 SWALE-POND-OUTFALL ORIFICE 9.28 0 02:36 *************************** Flow Classification Summary *************************** ---------------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ---------------------------------------------------------------------------------------------- SWALE-B1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.90 0.00 STORM-2A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.02 0.00 STORM-2B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.60 0.00 STORM-2C 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.59 0.00 SWALE-B2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.14 0.00 POND-427-SWALE-B-INFALL 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.49 0.00 SWALE-A2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.47 0.00 POND-427-OUTFALL1 1.00 0.00 0.00 0.00 0.79 0.21 0.00 0.00 0.02 0.00 STORM-1A 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 0.79 0.00 STORM-1B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.60 0.00 STORM-1C 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 SWALE-A1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.99 0.00 SWALEPOND 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.20 0.00 SWALE-A3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.11 0.00 POND-427-SWALE-A-INFALL 1.00 0.00 0.00 0.00 0.66 0.33 0.00 0.00 0.31 0.00 59 1.00 0.00 0.00 0.00 0.47 0.53 0.00 0.00 0.17 0.00 ************************* Conduit Surcharge Summary ************************* ------------------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ------------------------------------------------------------------------------------- POND-427-SWALE-B-INFALL 23.40 23.40 35.14 0.01 0.01 POND-427-OUTFALL1 25.64 27.40 25.64 35.17 25.64 SWALEPOND 5.37 5.37 8.94 0.01 0.01 POND-427-SWALE-A-INFALL 24.31 24.31 35.14 0.01 0.01 59 0.01 25.64 0.01 30.25 0.01 Analysis begun on: Tue Oct 15 11:26:31 2024 Analysis ended on: Tue Oct 15 11:26:32 2024 Total elapsed time: 00:00:01 Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 15 2024 POND D SPILLWAY Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 166.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 174.00 Highlighted Depth (ft) = 0.49 Q (cfs) = 174.00 Area (sqft) = 82.30 Velocity (ft/s) = 2.11 Top Width (ft) = 169.92 0 20 40 60 80 100 120 140 160 180 200 220 Depth (ft) Depth (ft)POND D SPILLWAY -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. HEA (FT) Q (CFS) 0 0.00 0.05 5.77 0.10 16.35 0.15 30.11 0.20 46.47 0.25 65.10 0.30 85.78 0.35 108.35 0.40 132.69 0.45 158.71 0.50 186.32 0.55 215.46 0.60 246.08 0.65 278.12 0.70 311.55 0.75 346.32 0.80 382.41 0.85 419.79 0.90 458.43 0.95 498.31 1.00 539.40 POND D 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 0.00 100.00 200.00 300.00 400.00 500.00 600.00 HE A D A B O V E S P I L L W A Y C R E S T ( F T ) DISCHARGE (CFS) POND D SPILLWAY RATING CURVE Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd =ft/ft Rectangle OR… Circle / Ellipse OR… Irregular X (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship:Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input)Below El.(output) (output) (output)Overide (output) (output) (output) (for goal seek) 4998.75 (input)172,456 0 3.959 0.000 4999.00 4.00 0.00 0.00 173,026 43,185 3.972 0.991 5000.00 4.00 0.00 0.00 180,032 219,714 4.133 5.044 5001.00 4.00 0.00 0.00 187,141 403,301 4.296 9.259 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS MONTAVA PHASE D Check Basin Shape POND D Pond D.xlsm, Basin 9/16/2024, 9:56 AM Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 4998.75 4999.25 4999.75 5000.25 5000.75 5001.25 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 St a g e ( f t . e l e v . ) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND Pond D.xlsm, Basin 9/16/2024, 9:56 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 5,001.00 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,996.25 feet Required Peak Flow through Orifice at Design Depth Q = 5.00 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches Orifice Coefficient Co = 0.65 Full-flow Capacity (Calculated) Full-flow area Af = 1.77 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 18.4 cfs Percent of Design Flow = 369% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 1.17 rad Flow area Ao = 0.45 sq ft Top width of Orifice (inches) To = 16.54 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.45 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,996.70 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 5.0 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.00 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,996.48 feet MONTAVA PHASE D POND D RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Pond D.xlsm, Restrictor Plate 9/16/2024, 10:12 AM Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 15 2024 INTERIM POND 427 SPILLWAY Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 230.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 250.00 Highlighted Depth (ft) = 0.50 Q (cfs) = 250.00 Area (sqft) = 116.00 Velocity (ft/s) = 2.16 Top Width (ft) = 234.00 0 50 100 150 200 250 300 350 Depth (ft) Depth (ft)INTERIM POND 427 SPILLWAY -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. HEAD (FT) Q (CFS) 0.00 0.00 0.05 7.99 0.10 22.63 0.15 41.64 0.20 64.22 0.25 89.90 0.30 118.38 0.35 149.43 0.40 182.89 0.45 218.60 0.50 256.47 0.55 296.39 0.60 338.29 0.65 382.09 0.70 427.74 0.75 475.19 0.80 524.38 0.85 575.27 0.90 627.83 0.95 682.01 1.00 737.80 INTERIM POND 427 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 0.00 100.00 200.00 300.00 400.00 500.00 600.00 700.00 800.00 HE A D A B O V E S P I L L W A Y C R E S T ( F T ) DISCHARGE (CFS) INTERIM POND 427 SPILLWAY RATING CURVE Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd =ft/ft Rectangle OR… Circle / Ellipse OR… Irregular X (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship:Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input)Below El.(output) (output) (output)Overide (output) (output) (output) (for goal seek) 4987.00 (input)173 0 0.004 0.000 4988.00 4.00 0.00 0.00 8,162 4,168 0.187 0.096 4989.00 4.00 0.00 0.00 35,772 26,135 0.821 0.600 4990.00 4.00 0.00 0.00 75,228 81,635 1.727 1.874 4991.00 4.00 0.00 0.00 107,043 172,770 2.457 3.966 4992.00 4.00 0.00 0.00 133,704 293,144 3.069 6.730 4993.00 4.00 0.00 0.00 151,585 435,788 3.480 10.004 4994.00 4.00 0.00 0.00 160,821 591,991 3.692 13.590 4995.00 4.00 0.00 0.00 167,206 756,005 3.839 17.355 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS MONTAVA PHASE D Check Basin Shape INTERIM POND 427 INTERIM POND 427.xlsm, Basin 9/16/2024, 10:08 AM Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 4987.00 4988.00 4989.00 4990.00 4991.00 4992.00 4993.00 4994.00 4995.00 4996.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 St a g e ( f t . e l e v . ) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND INTERIM POND 427.xlsm, Basin 9/16/2024, 10:08 AM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 59.5 percent Catchment Area, A = 34.32 acres Diameter of holes, D =1.950 inches Depth at WQCV outlet above lowest perforation, H = 2.3 feet Number of holes per row, N = 1 Vertical distance between rows, h = 6.00 inches OR Number of rows, NL =5.00 Orifice discharge coefficient, Co =0.65 Height of slot, H = inches Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches Time to Drain the Pond = 40 hours Watershed Design Information (Input):2.348 Percent Soil Type A = 0 % Percent Soil Type B = 1 % Percent Soil Type C/D = 99 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV = 0.304 watershed inches Water Quality Capture Volume (WQCV) = 0.869 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 1.043 acre-feet Outlet area per row, Ao = 2.99 square inches Total opening area at each row based on user-input above, Ao =2.99 square inches Total opening area at each row based on user-input above, Ao =0.021 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4987.00 4987.50 4988.00 4988.50 4989.00 Flow 4987.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4988.00 0.1082 0.0765 0.0000 0.0000 0.0000 0.18 4989.00 0.1530 0.1325 0.1082 0.0765 0.0000 0.47 4990.00 0.1873 0.1710 0.1530 0.1325 0.1082 0.75 4991.00 0.2163 0.2023 0.1873 0.1710 0.1530 0.93 4992.00 0.2418 0.2294 0.2163 0.2023 0.1873 1.08 4993.00 0.2649 0.2536 0.2418 0.2294 0.2163 1.21 4994.00 0.2861 0.2757 0.2649 0.2536 0.2418 1.32 4995.00 0.3059 0.2962 0.2861 0.2757 0.2649 1.43 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET MONTAVA PHASE D INTERIM POND 427 INTERIM POND 427.xlsm, WQCV 9/16/2024, 10:08 AM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET MONTAVA PHASE D INTERIM POND 427 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 St a g e ( f e e t , e l e v . ) Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE INTERIM POND 427.xlsm, WQCV 9/16/2024, 10:08 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,990.25 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,987.00 feet Required Peak Flow through Orifice at Design Depth Q = 11.00 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches Orifice Coefficient Co = 0.65 Full-flow Capacity (Calculated) Full-flow area Af = 1.77 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 14.6 cfs Percent of Design Flow = 132% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 1.93 rad Flow area Ao = 1.27 sq ft Top width of Orifice (inches) To = 16.83 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 1.02 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,988.02 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 11.0 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.25 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,987.51 feet MONTAVA PHASE D INTERIM POND 427 RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES INTERIM POND 427.xlsm, Restrictor Plate 9/16/2024, 10:08 AM HEAD (FT) Q (CFS) 0.00 0.00 0.05 3.48 0.10 9.88 0.15 18.23 0.20 28.17 0.25 39.53 0.30 52.16 0.35 65.99 0.40 80.93 0.45 96.95 0.50 113.99 0.55 132.01 0.60 150.99 0.65 170.90 0.70 191.72 0.75 213.43 0.80 236.01 0.85 259.45 0.90 283.74 0.95 308.86 1.00 334.80 INTERIM SWALE POND 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 0.00 100.00 200.00 300.00 400.00 500.00 600.00 700.00 800.00 HE A D A B O V E S P I L L W A Y C R E S T ( F T ) DISCHARGE (CFS) INTERIM SWALE POND SPILLWAY RATING CURVE We i r R e p o r t Hy d r a f l o w E x p r e s s E x t e n s i o n f o r A u t o d e s k ® C i v i l 3 D ® b y A u t o d e s k , I n c . M o n d a y , J u l 1 5 2 0 2 4 IN T E R I M S W A L E P O N D S P I L L W A Y Tr a p e z o i d a l W e i r Cr e s t = S h a r p Bo t t o m L e n g t h ( f t ) = 1 0 0 . 0 0 To t a l D e p t h ( f t ) = 1 . 0 0 Si d e S l o p e ( z : 1 ) = 4 . 0 0 Ca l c u l a t i o n s W e i r C o e f f . C w = 3 . 1 0 Co m p u t e b y : K n o w n Q Kn o w n Q ( c f s ) = 1 0 8 . 0 0 Hi g h l i g h t e d De p t h ( f t ) = 0 . 5 0 Q ( c f s ) = 1 0 8 . 0 0 Ar e a ( s q f t ) = 5 1 . 0 0 Ve l o c i t y ( f t / s ) = 2 . 1 2 To p W i d t h ( f t ) = 1 0 4 . 0 0 0 10 20 30 40 50 60 70 80 90 10 0 11 0 12 0 13 0 De p t h ( f t ) D e p t h ( f t ) IN T E R I M S W A L E P O N D S P I L L W A Y -0 . 5 0 - 0 . 5 0 0. 0 0 0 . 0 0 0. 5 0 0 . 5 0 1. 0 0 1 . 0 0 1. 5 0 1 . 5 0 2. 0 0 2 . 0 0 Le n g t h ( f t ) We i r W . S . Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd =ft/ft Rectangle OR… Circle / Ellipse OR… Irregular X (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship:Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input)Below El.(output) (output) (output)Overide (output) (output) (output) (for goal seek) 4994.85 (input)0 0 0.000 0.000 4995.00 4.00 0.00 0.00 475 36 0.011 0.001 4996.00 4.00 0.00 0.00 13,630 7,088 0.313 0.163 4997.00 4.00 0.00 0.00 27,392 27,599 0.629 0.634 4998.00 4.00 0.00 0.00 45,565 64,078 1.046 1.471 4999.00 4.00 0.00 0.00 62,332 118,027 1.431 2.710 5000.00 4.00 0.00 0.00 79,199 188,792 1.818 4.334 5001.00 4.00 0.00 0.00 96,609 276,696 2.218 6.352 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Montava Phase D Check Basin Shape INTERIM SWALE POND INTERIM SWALE POND .xlsm, Basin 9/16/2024, 9:53 AM Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 4994.85 4995.85 4996.85 4997.85 4998.85 4999.85 5000.85 5001.85 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 St a g e ( f t . e l e v . ) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND INTERIM SWALE POND .xlsm, Basin 9/16/2024, 9:53 AM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 24.5 percent Catchment Area, A = 57.30 acres Diameter of holes, D =1.841 inches Depth at WQCV outlet above lowest perforation, H = 2.5 feet Number of holes per row, N = 1 Vertical distance between rows, h = 6.00 inches OR Number of rows, NL =5.00 Orifice discharge coefficient, Co =0.65 Height of slot, H = inches Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches Time to Drain the Pond = 40 hours Watershed Design Information (Input):2.54 Percent Soil Type A = 0 % Percent Soil Type B = 1 % Percent Soil Type C/D = 99 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV = 0.167 watershed inches Water Quality Capture Volume (WQCV) = 0.799 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.959 acre-feet Outlet area per row, Ao = 2.66 square inches Total opening area at each row based on user-input above, Ao =2.66 square inches Total opening area at each row based on user-input above, Ao =0.018 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4994.85 4995.35 4995.85 4996.35 4996.85 Flow 4994.85 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4995.00 0.0374 0.0000 0.0000 0.0000 0.0000 0.04 4996.00 0.1035 0.0778 0.0374 0.0000 0.0000 0.22 4997.00 0.1415 0.1239 0.1035 0.0778 0.0374 0.48 4998.00 0.1712 0.1570 0.1415 0.1239 0.1035 0.70 4999.00 0.1965 0.1843 0.1712 0.1570 0.1415 0.85 5000.00 0.2189 0.2080 0.1965 0.1843 0.1712 0.98 5001.00 0.2392 0.2293 0.2189 0.2080 0.1965 1.09 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET MONTAVA PHASE D INTERIM SWALE POND INTERIM SWALE POND .xlsm, WQCV 9/16/2024, 9:54 AM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET MONTAVA PHASE D INTERIM SWALE POND 4994.00 4996.00 4998.00 5000.00 5002.00 5004.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 St a g e ( f e e t , e l e v . ) Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE INTERIM SWALE POND .xlsm, WQCV 9/16/2024, 9:54 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 5,000.00 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,995.00 feet Required Peak Flow through Orifice at Design Depth Q = 51.00 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 36.0 inches Orifice Coefficient Co = 0.65 Full-flow Capacity (Calculated) Full-flow area Af = 7.07 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 69.0 cfs Percent of Design Flow = 135% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 1.88 rad Flow area Ao = 4.88 sq ft Top width of Orifice (inches) To = 34.30 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 1.96 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,996.96 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 51.0 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 2.49 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,995.98 feet MONTAVA PHASE D DETENTION POND D RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES INTERIM SWALE POND .xlsm, Restrictor Plate 9/16/2024, 9:54 AM APPENDIX J BNSF RAILWAY INTERIM STORMWATER OUTFALL MEMO May 15, 2025 Rafer Nichols, PE Manager Public Project II BNSF Railway Re: Montava Phase D – BNSF Railway Interim Stormwater Outfall Martin/Martin, Inc. Project No.: 19.1354 Dear Mr. Nichols, The intent of this letter is to outline the interim stormwater outfall approach for Phase D of the Montava Development relative to the existing Upper Cooper Slough (UCS) drainageway crossing of the BNSF Railway. An existing 24-inch (wide) by 12-inch (high) timber box culvert currently conveys runoff from the UCS watershed directly into the Larimer and Weld Canal, which serves as the historic stormwater outfall for the proposed development. The existing culvert crossing is located approximately half a mile (2,500 feet) south of Mountain Vista Drive (CR 50), centered in Section 4, Township 7 North, Range 68 West of the 6 th Principal Meridian, City of Fort Collins, Larimer County, Colorado. Phase D of the Montava development is located northwest of the intersection of Mountain Vista Drive and Giddings Road, which as discussed, has historically drained to the existing UCS BNSF Railway crossing. This phase of the development includes both single-family and multi-family units. As proposed, Phase D will provide stormwater detention to attenuate developed 100-year discharges to historic 2-year rates, with the intent to improve conditions at the existing outfall culvert under BNSF right-of-way. The proposed detention facility will be located directly northwest of the Mountain Vista Drive and Giddings Road intersection and will discharge to the existing agricultural parcel to the southeast through an improved conveyance swale to the BNSF Railway embankment. After being conveyed under the BNSF tracks, flows will enter an improved conveyance swale, which will route stormwater discharges to existing Anheuser Busch detention Pond 425, located east of the BNSF right-of-way, south of Mountain Vista Drive. See Appendix A for the location of Phase D relative to the existing culvert crossing. Montava is proposing improvements to the existing timber box culvert to meet City of Fort Collins requirements for an adequate stormwater outfall in accordance with current drainage design criteria. The existing culvert is proposed to be lined using cured-in-place-pipe (CIPP) methods, as timber is not an acceptable culvert material, based on city criteria. Per the attached CIPP product data, the proposed lining is expected to have a maximum thickness of approximately half an inch. While the lining does provide additional structure to the culvert, the CIPP is not being relied upon to provide load support, as the existing structure appears to be in fair condition. Improved scour protection and undermining resistance is required for the proposed design and will be provided by the CIPP liner. Based on correspondence with the CIPP vendor, train traffic is not anticipated to interfere with the pipe curing process, if there is no shifting of the timber box under loads. The existing culvert will need to be Montava Phase D – BNSF Railway Interim Stormwater Outfall May 15, 2025 P a g e 2 | 2 monitored prior to CIPP installation to verify that there is no visual shifting or deflection with the presence of train traffic. Photos showing the condition of the existing timber box culvert are included in Appendix B. Product data for the proposed CIPP liner is included in Appendix C. In addition to the CIPP liner, concrete headwalls and wingwalls will be constructed at the terminations of the existing box culvert to improve the inlet and outlet and minimize the potential for railroad ballast material from entering the structure, which has occurred in the past. From a hydraulic performance perspective, the improved inlet configuration will offset losses in capacity due to the change in cross-sectional area, as the existing culvert functions in an inlet-controlled condition. The existing culvert was analyzed using a projecting inlet configuration and the improved culvert was modeled assuming a square edge headwall with 45-degree wingwalls, which results in a negligible loss in capacity. Federal Highway Administration (FHWA) HY-8 calculations are included in Appendix D documenting the existing and improved hydraulic capacity. The interim outfall plans attached in Appendix E include the layout and grading of the proposed approach channels, riprap armoring extents, typical CIPP box culvert section, utility crossings, and grading and layout of the headwalls and wingwalls. The existing 21-inch sanitary sewer main that crosses the outfall channel within BNSF right-of-way is shown in plan and profile. Based on the depth of the existing sewer, the proposed interim solution appears to meet the BNSF Utility Accommodation Policy, as it will not be adversely impacted by the proposed grading changes and will not require relocation. If you have any questions or require any further information, please do not hesitate to contact me by phone at 303-431-6100 or by email at rbyrne@martinmartin.com. Sincerely, Ryan D. Byrne, PE, CFM Principal Attachments Appendix A – Vicinity Map Appendix B – Existing Timber Box Culvert Photos Appendix C – Cured-In-Place-Pipe Product Data Appendix D – FHWA HY-8 Calculations Appendix E – Phase D Interim Stormwater Outfall Plans G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\REPORT\INTERIM BNSF OUTFALL MEMO\Interim BNSF Stormwater Outfall Memo.docx APPENDIX A VICINITY MAP PHASE E PHASE G PHASE H PHASE I PHASE F PHASE D PHASE J PHASE N PHASE O PHASE K PHASE L PHASE C PHASE M FARM PHASE B PHASE A PR O J E C T N A M E PR O J E C T N U M B E R PR O J E C T L O C A T I O N MA P ID DA T E Mo n t a v a 17 2 5 Ft C o l l i n s , C O Ph a s i n g P l a n 7/ 2 6 / 2 0 2 4 OR I E N T A T I O N SC A L E The above drawings, ideas and designs are the property of DPZ Partners. No part thereof shall be copied, disclosed to others, or used in connection with any work other than for the specific project for which they have been prepared without the written consent of the architects/town planners. Preliminary-this is a conceptual drawing not to be used for engineering, surveying, or construction. 0 20 0 40 0 80 0 12 0 0 16 0 0 20 0 0 Fe e t 1 o f 1 POND 426 DETENTION AND WATER QUALITY FACILITY. PROPOSED TO DETATIN 100-YEAR DEVELOPED DISCHARGES TO HISTORIC 2-YEAR RATES. PROPOSED PHASE D INTERIM OUTFALL SWALE EX. A-B POND 425 IMPROVED EXISTING 24"X12" TIMBER BOX CULVERT (CIPP) PROPOSED PHASE D INTERIM OUTFALL SWALE TO POND 425 MOUNTAIN VISTA DRIVE (CR 50) IN T E R S A T E 2 5 GI D D I N G S R O A D RICHARDS LAKE ROAD (CR 52) TI M B E R L I N E R O A D BN S F R A I L W A Y LARIMER AND WELD CANAL APPENDIX B EXISTING 24"X12" TIMBER BOX CULVERT PHOTOS EXISTING 24"X12" TIMBER BOX CULVERT POST-CLEANING EXISTING 24"X12" TIMBER BOX CULVERT DOWNSTREAM CULVERT OUTLET EXISTING 24"X12" TIMBER BOX CULVERT DOWNSTREAM CULVERT OUTLET EXISTING 24"X12" TIMBER BOX CULVERT UPSTREAM CULVERT INLET EXISTING 24"X12" TIMBER BOX CULVERT UPSTREAM CULVERT INLET APPENDIX C CURED-IN-PLACE-PIPE (CIPP) PRODUCT DATA Product Data Sheet of SAERTEX-LINER® / SAERTEX-LINER® Premium Type S+ SAERTEX multiCom® LP – 12200 Mt. Holly-Huntersville Rd. – Huntersville, NC 28078, USA - www.saertex-multicom.com - +1 704 584-4059 2016-01-01-Product Data Sheet SAERTEX-LINER Type S+_us.docx Page 1 / 1 Place and date of initial registration Oststeinbek, 14.07.2015 (Germany) Dimension range 6“ – 63“ (DN 150 – DN 1,600) Special profiles up to circumference 198“ (5,026 mm) Wall thickness in cured condition 0.118” – 0.591” (3 mm – 15 mm, in 1 mm steps) Number of layers minimum 2 Longitudinal seam yes Winding none Wall mounting DIBt approval, appendix 1 and 2 Square weight per mm wall thickness 1,100 g/m2 ± 150 g/m2 Specific density according to DIN EN ISO 1183-2 1.6 g/cm³ ± 0.5 g/cm3 Glass content according to DIN EN ISO 1172 ≥ 46% (by mass) Barcol hardness according to DIN EN 59 ≥ 50 IRHD Field of application Surface water, combined wastewater, wastewater and industrial wastewater after test for resistance. Short-term circumferential E-Modulus according to ASTM D 790 and DIN EN 1228 ≥ 2,973,273 psi (20,500 N/mm²) Long-term circumferential E-Modulus* according to ASTM D 2990 and DIN EN 761 2,320,603 psi (16,000 N/mm²) Short-term bending E-Modulus according to ASTM D 790, DIN EN ISO 178 and DIN EN ISO 11296-4 ≥ 2,436,634 psi (16,800 N/mm²) Short-term bending strength according to ASTM D 790, DIN EN ISO 178 and DIN EN ISO 11296-4 ≥ 39,160 psi (270 N/mm2) Long-term bending strength* according to ASTM D 2990 and DIN EN 761 30,457 psi (210 N/mm2) Reduction factor A* after 10 000 h according to ASTM D 2990 and DIN EN 761 1.28 Creep behavior after 24 h according to DIN EN ISO 899-2 < 5 % * These values are used for the static calculation of the Liner stability according to DWA-A 143-2. Status: 01. January 2016 NO COMPROMISES ON SEWER PIPE REHABILITAT ION THE SAER TEX - L INER ® A technically mature,economic,environmentally sound and flexible installa- tion process;quality checked materials and production processes;individual consultancy and support;professionally trained installers:these are the essential factors you can expect when using SAERTEX multiCom®fibreglass lining. Thousands of SAERTEX-LINER®installations have already been completed worldwide – each liner representing a piece of know-how that can directly benefit you. BENEFIT FROM THE MOST ADV ANCED TECHNOLOGIES Not prepared to accept compromises when it comes to the renewal of sewer pipes? No longer want to deal with renovated sewer pipes – at least for the next 50 years? »KNOW -HOW Whether you need circular profiles,egg-shaped profiles, mouth-shaped or box sections: SAERTEX-LINER®is always a first class choice. Rehabilitation made-to-measure All sewer pipes are individual.They all have different dimensions,profiles,special re- quirements regarding aggressive flows and mechanical load bearing capabilities – there is a long list of local condition differences.Flexible solutions are therefore in demand in order to save time and money and to ensure a long working life. Both its excellent material characteristics and the extremely economical installation method of SAERTEX-LINERS®satisfy the highest requirements with regard to modern sewer pipe rehabilitation.One thing is certain,in most cases these days,the rehabilitation of sewer pipes no longer means that entire streets have to be paralysed for several weeks at a time due to excavation work.Major inconvenience to a large number of homes and commercial buildings can also be avoided. Depending on its dimensions and wall thickness,SAERTEX-LINER®can be produced in lengths of up to 500 m.Even a change of dimension within one pipeline or bends up to 30ºcan be completed without any problems.This applies to all common profiles (including circular, egg-shaped,mouth-shaped and box sections).Dimensions range from DN 150 to DN 1200,with wall thicknesses from 3 mm to 12 mm. FLEXIBLE,QUICK AND INNOV AT IVE SAERTEX-LINER®is entirely produced by us,from the single glass fibre through to the ready-to-use hose. In contrast to placing an order with manufacturers that rely on external suppliers,you can always expect a high degree of flexibility and technical innovation, as well as short delivery times and individual solutions.All of which are features from which you can profit enormously during both the planning and installation phases. Arrival in the morning – same-day completion You will barely set eyes on the SAERTEX-LINER®between its arrival at the site and the com- pletion of the rehabilitation works.The liner will be drawn into the old pipe immediately after a sliding foil has been put into place.The light-weight liner means that its tensile strength,due to the longitudinal reinforcement of the liner, is able to absorb any winching forces,thus avoi- ding the liner being torn off or over-expanded. Installation of the SAERTEX-LINERS®is carried out using compressed air. If there is still some water in the pipeline or in existing sumps,this water will be displaced evenly. The result is that the installed SAERTEX-LINER®fits perfectly to the wall of the old pipe. All-round expertise We put particular emphasis on training for our partner companies.Within the framework of intensive training courses in Saerbeck participants will get to know everything about the appropriate handling of SAERTEX-LINER®. At our in-house training premises future users will learn everything they need to know about technically perfecting the installation of the liners both in theory and in practice.The training courses will be completed with detailed back- ground information on our production processes. Following the successful completion of the training programme,the next step will be the work on site.Again,our experts will personally assist installers and customers during initial projects, with both advice and practical work.As soon as users have proven their qualifications nothing can stand in the way of a long-term co-operation. It goes without saying that we will keep our partners informed on technical innovations and new products at regular intervals.If you have questions on site you can rely on our field workers and application engineer's continued support.The result of this regular exchange of information between users and the manufacturer is the continuous development of SAERTEX-LINERS®. For you this will mean that both the materials and the installation pro- cesses are always state-of-the-art in terms of technology and economic efficiency. »BENEFITS 1]Use of a sliding film for easier insertion of the liner before the beginning of an installation Assembly of packing at the head of the liner Insertion of the liner using a winch 2]Assembly of packing at the end of the liner Assembly of connection pipes and temperature sensors between the packing and steam generator /UV installation 3]Calibration of a SAERTEX-LINER®, using compressed air, until it has reached the optimum fit against the walls of the existing sewer Curing as detailed in the installation instructions 4]Curing is followed by the removal of the packing at the liner ends in the manholes Removal of the inner film Closeness /tightness test of the laminate if required Opening of lateral connections giving fast recommissioning of pipeline and sewerage network 1] 2] 3] 4] You can always rely on the smooth technical exe- cution of the pipe renovation by our partner companies. This is ensured by comprehensive training courses on our premises as well as by the qualified assistance and consultation by our staff on site. »SCHEDULE IMMEDIATELY REA DY FOR USE Once your pipe has been rehabilitated,are you still having to wait days or even weeks before it is ready to use again?This is not the case if you use SAERTEX-LINER®. Recommissioning activities can be carried out immediately after the curing process.This applies both to the liner connections within the shafts and to the opening of lateral connections using standard techniques.This is an invalu- able advantage for residents and customers as 4 hours is usually sufficient time to install one liner and to put the rehabilitated pipe section into operation again. 08:00 After the pipe section has been closed off,cleaned and TV-inspected, rehabilitation works can begin and the flow of traffic can continue. 09:00 The sliding film will be drawn in – at the same time the packing will be installed at the ends of the liner. 09:30 The liner will be drawn into the existing pipe and then inflated using compressed air. 10:00 Curing of the installed liner under UV light or steam can start. 12:00 The entire computer-controlled curing process is supervised and the rehabilitated construction area can be put into operation again on the same day. CURING: COS T-EFFECTIVE, NON-POLLUTING, SAFE Curing of SAERTEX-LINERS®with either UV light or steam is cost-effective.In shorter pipelines the UV curing process has some advantages whilst the steam curing process is favourable in cases of thicker walled liners. SAERTEX-LINER®is suitable for curing using both steam and UV light. When compared to the curing process of traditional needle felt liners using warm water, both processes excel in that they require a low energy input and manageable equipment as well as short curing times. Detailed discussions in the planning of your rehabilita- tion project will ensure that the most cost-effective solution will be used. »PROCEDURE Immediate tightness check In contrast to other hose liners,the inner film of the SAERTEX-LINER® just serves as an aid to installation and is removed immediately follo- wing the curing process.This means that you can immediately check the tightness of the laminate in the rehabilitated pipe as required by DIN EN 1610.Various tests carried out by independent test institutes continue to attest to excellent results being achieved by SAERTEX- LINER®. The foundation for the liner’s tight fit is created during the manufacturing process. CER TIFIED PRO DUC TIO N PROCESSES The SAERTEX-LINER®consists of a complex of several fibreglass-reinforced laminated sheet layers.For produc- tion in our works we only use high-quality Advantex glass which is permanently resistant to chemical agents or corrosion. On one hand,the entire impregnation process is subject to the strictest controls,so eliminating production failures from the outset.On the other, the use of chemicals on the site becomes completely unnecessary – an important aspect with regard to the safety of installers and residents and for the protection of the environment.Both resins are suitable for UV curing and warm curing with steam. The reinforcing glass fibres are embedded in the ideally adapted resins.Hose liners made of synthetic fibres,such as polyester needle felt,just serve as a base material for the resin and do not have any reinforcing properties.This is why the material specific values of the SAERTEX-LINER®are substantially higher when compared to traditional hose liners produced with synthetic fibres. »PRODUCTION All phases of the liner production process are subject to very strict examination from the first glass fibre through to the finished liner. FIRST CLASS MATERIAL PRO PER TIE S The high degree of resilience as well as the longevity of the SAERTEX-LINER®is based on its excellent mechanical properties.The MoE and the bending strength are of particular importance in this context. At a glance »SPECIFIC VA LUES Short-term flectional strength Short-term MoE Diminution factor The mechanical properties of the SAERTEX-LINER®achieve material specific values which can by not be expected from hose liners using synthetic fibres. The same applies to direct comparison of the long-term MoE. During a 10,000 hour long-stress rupture test,the diminu- tion factor for permanent loads was determined.The test takes the creep properties of the materials tested into con- sideration.On the basis of the results,a prognosis can be made concerning the behaviour of the material over a period of 50 years under permanent load. Also in this context,the SAERTEX-LINER®is unbeatable when compared directly to other hose liners:with a diminution factor of 1.35 (S-Liner)its resulting long-term MoE is substan- tially higher. SAERTEX-LINER®can therefore be installed using a substantially thinner wall thickness.This means that the rehabilitated pipe profile will only be reduced marginal- ly, even in the case of extreme static load requirements. Expansion properties Despite its high tensile properties SAERTEX-LINER®has excel- lent radial expansion characteristics.Only the thermal shrin- kage,which is less by factor of 10 compared with synthetic fibre liners,can lead to an annular gap,normally of less than 0.5 %,i.e.substantially lower than that which is provided for in the advisory leaflet ATV-M 127,part 2. Length-wise expansion of the liner is eliminated due to the construction of the SAERTEX-LINER®. Material properties as per DIN EN ISO 178 and DIN EN ISO 761 SAERTEX-S-LINER®SAERTEX-M-LINER® 250 N/mm 2 200 N/mm 2 12.000 N/mm 2 7.000 N/mm 2 1,35 1,8 »QUALITY WE NEVER LOSE TRACK OF YOUR LINER We never leave anything to chance.From the first glass fibre and the resins used through to the processed films,all materials are subject to strict controls and tests.Regular and repeated liner tests are carried out in our in-house laboratories using samples from the production line. Tested Quality Based on the evidence for the SAERTEX-LINER®, it shows that you can rely on its quality for many decades.Apart from the DIN EN ISO 9001 certification for the production of the SAERTEX-LINER®, all evidence of suitability for purpose requi- red for the SAERTEX-LINER®has been obtained.The SAERTEX- LINER®process has also been awarded General Site Supervision Authorisation by the Deutsches Institut für Bau- technik (DIBt),Berlin.Internationally, certifications as per NSF, Standard 14 and CSTB acc.to EN 13566,part 4,have also been obtained. Complete Documentation We attach great importance to provision of complete docu- mentation from production and packaging to dispatch and installation.Therefore,each transportation box contains a thermo-recorder along with the liner from its packing in Saer- beck to its installation on site.The appropriate storage and handling of the liner is therefore documented over the entire period,another important element constituting the high qua- lity of SAERTEX-LINER®. The same principle applies to the installation.The entire pro- cess is electronically controlled,supervised and documented. The completed documentation will be handed over to you as soon as the rehabilitation works are complete.As you can see – "We play with our cards on the table". The benefits of the SAERTEX-LINER® at a glance Unique layered construction consisting of Advantex glass fibres High glass fibre share Wall thickness from 3 mm to 12 mm All profiles available (including circular, egg-shaped, mouth-shaped and box section) Dimensions from DN 150 to DN 1200 Trouble-free renewal of pipelines with bends of up to 30° Individual liner lengths of up to 500 m Short installation times Low energy consumption Curing under UV light or steam Complete documentation from the first glass fibre selection to the installed liner Individual consultation and assistance Intensive training courses for installers and customers Continuous market-orientated development SAERTEX multiCom®GmbH _ Brochterbecker Damm 52 _ D -48369 Saerbeck Fon +49 2574 902 -400 _ Fax +49 2574 902-409 E-Mail multicom@saertex.com _ Website www.saertex-multicom.de APPENDIX D HY-8 CULVERT CAPACITY CALCULATIONS Table 1 - Summary of Culvert Flows at Crossing: Existing 24"X12" Timber Box Headwater Elevation (ft) Total Discharge (cfs)Ex. 24"x12" Timber Box Discharge (cfs) Roadway Discharge (cfs) Iterations 4981.86 0.00 0.00 0.00 1 4982.80 5.00 5.00 0.00 1 4983.68 10.00 10.00 0.00 1 4985.25 15.00 15.00 0.00 1 4987.50 20.00 20.00 0.00 1 4988.32 25.00 21.54 3.32 14 4988.37 30.00 21.63 8.29 5 4988.41 35.00 21.70 13.21 4 4988.44 40.00 21.77 18.20 4 4988.47 45.00 21.82 23.07 3 4988.50 50.00 21.87 28.06 3 4988.26 21.43 21.43 0.00 Overtopping EXISTING 24"X12" TIMBER BOX CULVERT Rating Curve Plot for Crossing: Existing 24"X12" Timber Box EXISTING 24"X12" TIMBER BOX CULVERT Table 2 - Culvert Summary Table: Ex. 24"x12" Timber Box Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 4981.86 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 5.00 5.00 4982.80 0.945 0.006 1-S2n 0.338 0.579 0.346 0.810 7.226 1.178 10.00 10.00 4983.68 1.825 1.070 5-S2n 0.512 0.919 0.549 1.106 9.108 1.408 15.00 15.00 4985.25 3.389 2.565 5-S2n 0.653 1.000 0.726 1.320 10.337 1.561 20.00 20.00 4987.50 5.636 4.531 4-FFf 0.776 1.000 1.000 1.493 10.000 1.680 25.00 21.54 4988.32 6.460 5.338 4-FFf 0.812 1.000 1.000 1.642 10.772 1.777 30.00 21.63 4988.37 6.510 5.508 4-FFf 0.814 1.000 1.000 1.773 10.817 1.861 35.00 21.70 4988.41 6.549 5.658 4-FFf 0.816 1.000 1.000 1.892 10.852 1.934 40.00 21.77 4988.44 6.584 5.794 4-FFf 0.817 1.000 1.000 2.000 10.883 2.000 45.00 21.82 4988.47 6.614 5.919 4-FFf 0.818 1.000 1.000 2.100 10.911 2.060 50.00 21.87 4988.50 6.644 6.036 4-FFf 0.819 1.000 1.000 2.193 10.937 2.116 EXISTING 24"X12" TIMBER BOX CULVERT ******************************************************************************** Straight Culvert Inlet Elevation (invert): 4981.86 ft, Outlet Elevation (invert): 4980.80 ft Culvert Length: 35.02 ft, Culvert Slope: 0.0303 ******************************************************************************** EXISTING 24"X12" TIMBER BOX CULVERT Culvert Performance Curve Plot: Ex. 24"x12" Timber Box EXISTING 24"X12" TIMBER BOX CULVERT Water Surface Profile Plot for Culvert: Ex. 24"x12" Timber Box Site Data - Ex. 24"x12" Timber Box Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4981.86 ft Outlet Station: 35.00 ft Outlet Elevation: 4980.80 ft Number of Barrels: 1 Culvert Data Summary - Ex. 24"x12" Timber Box Barrel Shape: User Defined Barrel Span: 2.00 ft Barrel Rise: 1.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0170 (top and sides) Manning's n: 0.0170 (bottom) Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: None EXISTING 24"X12" TIMBER BOX CULVERT Table 3 - Downstream Channel Rating Curve (Crossing: Existing 24"X12" Timber Box)Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 0.00 4980.80 0.00 0.00 0.00 0.00 5.00 4981.61 0.81 1.18 0.10 0.29 10.00 4981.91 1.11 1.41 0.14 0.31 15.00 4982.12 1.32 1.56 0.16 0.31 20.00 4982.29 1.49 1.68 0.19 0.32 25.00 4982.44 1.64 1.78 0.20 0.32 30.00 4982.57 1.77 1.86 0.22 0.33 35.00 4982.69 1.89 1.93 0.24 0.33 40.00 4982.80 2.00 2.00 0.25 0.33 45.00 4982.90 2.10 2.06 0.26 0.34 50.00 4982.99 2.19 2.12 0.27 0.34 EXISTING 24"X12" TIMBER BOX CULVERT Tailwater Channel Data - Existing 24"X12" Timber Box Tailwater Channel Option: Trapezoidal Channel Bottom Width: 2.00 ft Side Slope (H:V): 4.00 (_:1) Channel Slope: 0.0020 Channel Manning's n: 0.0350 Channel Invert Elevation: 4980.80 ft Roadway Data for Crossing: Existing 24"X12" Timber Box Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4988.26 ft Roadway Surface: Gravel Roadway Top Width: 7.00 ft EXISTING 24"X12" TIMBER BOX CULVERT Table 4 - Summary of Culvert Flows at Crossing: Improved 24"X12" Timber Box (CIPP)Headwater Elevation (ft) Total Discharge (cfs)Improved 24"x12" Timber Box (CIPP) Discharge (cfs) Roadway Discharge (cfs) Iterations 4981.86 0.00 0.00 0.00 1 4982.78 5.00 5.00 0.00 1 4983.69 10.00 10.00 0.00 1 4985.27 15.00 15.00 0.00 1 4987.57 20.00 20.00 0.00 1 4988.32 25.00 21.38 3.51 17 4988.37 30.00 21.47 8.46 5 4988.41 35.00 21.54 13.38 4 4988.45 40.00 21.60 18.37 4 4988.48 45.00 21.65 23.24 3 4988.51 50.00 21.70 28.23 3 4988.26 21.27 21.27 0.00 Overtopping IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Rating Curve Plot for Crossing: Improved 24"X12" Timber Box (CIPP) IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Table 5 - Culvert Summary Table: Improved 24"x12" Timber Box (CIPP) Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 4981.86 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 5.00 5.00 4982.78 0.918 0.013 5-S2n 0.315 0.596 0.333 0.810 7.829 1.178 10.00 10.00 4983.69 1.832 1.099 5-S2n 0.505 0.917 0.562 1.106 9.290 1.408 15.00 15.00 4985.27 3.413 2.630 4-FFf 0.673 0.917 0.917 1.320 8.533 1.561 20.00 20.00 4987.57 5.711 4.647 4-FFf 0.829 0.917 0.917 1.493 11.377 1.680 25.00 21.38 4988.32 6.462 5.398 4-FFf 0.871 0.917 0.917 1.642 12.163 1.777 30.00 21.47 4988.37 6.511 5.568 4-FFf 0.874 0.917 0.917 1.773 12.213 1.861 35.00 21.54 4988.41 6.550 5.718 4-FFf 0.876 0.917 0.917 1.892 12.252 1.934 40.00 21.60 4988.45 6.585 5.854 4-FFf 0.878 0.917 0.917 2.000 12.287 2.000 45.00 21.65 4988.48 6.615 5.979 4-FFf 0.880 0.917 0.917 2.100 12.318 2.060 50.00 21.70 4988.51 6.645 6.096 4-FFf 0.881 0.917 0.917 2.193 12.347 2.116 IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) ******************************************************************************** Straight Culvert Inlet Elevation (invert): 4981.86 ft, Outlet Elevation (invert): 4980.80 ft Culvert Length: 35.02 ft, Culvert Slope: 0.0303 ******************************************************************************** IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Culvert Performance Curve Plot: Improved 24"x12" Timber Box (CIPP) IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Water Surface Profile Plot for Culvert: Improved 24"x12" Timber Box (CIPP) Site Data - Improved 24"x12" Timber Box (CIPP) Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4981.86 ft Outlet Station: 35.00 ft Outlet Elevation: 4980.80 ft Number of Barrels: 1 Culvert Data Summary - Improved 24"x12" Timber Box (CIPP) Barrel Shape: Concrete Box Barrel Span: 1.92 ft Barrel Rise: 0.92 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge (30-75º flare) Wingwall Inlet Depression: None IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Table 6 - Downstream Channel Rating Curve (Crossing: Improved 24"X12" Timber Box (CIPP))Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 0.00 4980.80 0.00 0.00 0.00 0.00 5.00 4981.61 0.81 1.18 0.10 0.29 10.00 4981.91 1.11 1.41 0.14 0.31 15.00 4982.12 1.32 1.56 0.16 0.31 20.00 4982.29 1.49 1.68 0.19 0.32 25.00 4982.44 1.64 1.78 0.20 0.32 30.00 4982.57 1.77 1.86 0.22 0.33 35.00 4982.69 1.89 1.93 0.24 0.33 40.00 4982.80 2.00 2.00 0.25 0.33 45.00 4982.90 2.10 2.06 0.26 0.34 50.00 4982.99 2.19 2.12 0.27 0.34 IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) Tailwater Channel Data - Improved 24"X12" Timber Box (CIPP) Tailwater Channel Option: Trapezoidal Channel Bottom Width: 2.00 ft Side Slope (H:V): 4.00 (_:1) Channel Slope: 0.0020 Channel Manning's n: 0.0350 Channel Invert Elevation: 4980.80 ft Roadway Data for Crossing: Improved 24"X12" Timber Box (CIPP) Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4988.26 ft Roadway Surface: Gravel Roadway Top Width: 7.00 ft IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP) APPENDIX E MONTAVA PHASE D INTERIM STORMWATER OUTFALL PLANS UPPER COOPER SLOUGH MONTAVA PHASE D INTERIM STORMWATER OUTFALL CONSTRUCTION DOCUMENTS A PARCEL OF LAND SITUATED IN SECTION 04, TOWNSHIP 7 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO # VICINITY MAP SITE ” 811 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 1 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM ” “” ’ “” 2 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM “" “” · · · · · · · · “” 3 MONTAVA PHASE D INTERIM BNSF STORMWATER OUTFALL PROFILE A A MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 811 4 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 811 5 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 6 MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 7 DESIGN DATAGENERAL NOTES 05/15/2025 N TIMBER CULVERT HEADWALL LAYOUT PLAN TIMBER CULVERT HEADWALL LONGITUDINAL SECTION HEADWALL ELEVATION MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 8 05/15/2025 TYPICAL WINGWALL DETAIL WINGWALL CONNECTION HEADWALL REINFORCING DETAILS ELEVATION SECTION MARTIN/MARTIN C O N S U L T I N G E N G I N E E R S 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 9 05/15/2025 APPENDIX K EXCERPTS FROM PREVIOUS DRAINAGE REPORT 842 438 POND A2 426 POND E POND A1 424 430 436 435 OVERFLOW 429 23 1 34 26 31.3 237 31.1 31 242 74 . 1 74 77 73 21 36 35 35 29 73 0 30 22 9 25 426 42 6 _ O V E R 75 72 28 POND B POND D 26. 1 POND F 426 MAPLE HILL SUBDIVISION STORYBOOK SUBDIVISION SOD FARM ANHEUSER BUSCH WATERGLEN SUBDIVISION TRAIL HEAD SUBDIVISION L&W CAN A L NO . 8 D I T C H L&W CANAL N. G I D D I N G S R D . C& S R A I L R O A D I- 2 5 RICHARDS LAKE RD. (CR 52) MOUNTAIN VISTA DR. (CR 50) 26. 2 907 909 904 21 31.1 833 435 729 829431 730 725 841 831 16 891 437 439 31 427.2 427.1 822 427 POND C 31.2 833.1 31.2 434 834 27 24 442 POND A 425 MAR T I N /M AR T I N C O N S U L T I N G E N G I N E E R S 12 4 9 9 W E S T C O L F A X A V E N U E , L A K E W O O D , C O L O R A D O 8 0 2 1 5 30 3 . 4 3 1 . 6 1 0 0 M A R T I N M A R T I N . C O M NO T F O R C O N S T R U C T I O N MO N T A V A MA S T E R D R A I N A G E P L A N DE V E L O P E D R O U T I N G S C H E M A T I C D1 MAR T I N /M AR T I N C O N S U L T I N G E N G I N E E R S 12 4 9 9 W E S T C O L F A X A V E N U E , L A K E W O O D , C O L O R A D O 8 0 2 1 5 30 3 . 4 3 1 . 6 1 0 0 M A R T I N M A R T I N . C O M NO T F O R C O N S T R U C T I O N MO N T A V A MA S T E R D R A I N A G E P L A N DE V E L O P E D R O U T I N G S C H E M A T I C D2 DIVERSION SUMMARY SWMM ELEMENT Q100 INFLOW (CFS) Q100 DIVERTED (CFS) Q100 REMAINING (CFS) 833.1 408 279 125 842 1000 617 384 OUTFALL SUMMARY SWMM ELEMENT Q100 (CFS) 904 138 907 385 909 729 POND SUMMARY SWMM ELEMENT Q100 IN (CFS)Q100 OUT (CFS)VOLUME (AC-FT) 425 883 819 47 426 1322 760 307 429 1000 390 13.6 430 231 29 5.5 435 468 415 30 436 1562 1548 25 438 732 0 88 426 OVERFLOW 167 138 59 POND A 1807 1042 123 POND A1 76 12 2.8 POND A2 78 3.5 3.0 POND B 62 7.2 2.3 POND C 107 7.1 4.6 POND D 172 8.6 9.0 POND E 174 91 3.2 POND F 166 6.4 11.4 BASIN SUMMARY BASIN ID AREA (AC)% IMP Q2 (CFS)Q100 (CFS) A1 12.1 80 11 70 A2 13.3 80 12 78 B 16.6 50 10 62 C1 27.6 50 17 107 C2 82.0 50 38 246 D 47.3 60 26 172 E 83.9 25 25 159 F 46.9 60 25 166 G1 80.4 80 36 249 G2 10.0 80 9 59 H 45.6 10 10 53 I1 58.2 10 8 49 I2 34.8 2 2 11 J1 20.5 50 9 58 J2 22.2 50 18 101 J3 44.5 50 25 158 K1 22.8 60 11 73 K2 60.0 60 27 180 L 110.5 60 55 361 M 42.0 2 2 14 N 86.6 80 61 400 O 60.8 10 12 65 P 30.2 2 2 12 OS-1 45.0 20 11 71 24 33.7 45 44 280 29 268.8 29 192 1000 30 33.5 49 44 231 37 34.6 23 22 148 38 290.7 5 42 469 200 33.6 5 5 46 DESIGN POINT SUMMARY SWMM ELEMENT Q100 (CFS) 16 15 21 385 31 355 31.1 338 31.2 277 427 319 427.1 6 427.2 9 431 1312 434 7 437 333 439 1043 442 53 725 513 729 415 730 28 822 249 829 513 831 224 833 138 834 1781 841 396 891 418 CONVEYANCE ELEMENT SUMMARY SWMM ELEMENT Q100 (CFS) 21 385 24 7 25 512 26 239 26.1 6 26.2 9 27 1780 28 45 29 413 30 27 31 353 31.1 338 31.2 276 31.3 271 34 1043 35 468 72 224 73 139 74 125 74.1 396 75 391 77 1000 229 513 231 1310 237 310 242 493 426 760 426_OVERFLOW 167 CULVERT SIZE BY DESIGN POINT SWMM ELEMENT BARRELS-SIZE Q100 (CFS)HEADWATER DEPTH (FT) 21 2-8x4 385 4.4 31 2-7x4 355 4.6 31.1 2-8x4 338 4.1 31.2 4-48"D 277 4.1 427 2-6x4 319 4.7 427.1 1-18"D 6 1.6 427.2 1-18"D 9 2.6 431 1-15x10 & 1-5x12 1312 7.6 434 1-18"D 7 1.9 437 3-6x3 333 4.2 822 3-48"D 249 4.6 831 3-48"D 224 4.3 833 2-48"D 138 4.1 834 4-10X5 1781 7.3 841 2-5X5 396 6.2 904 1-60"D 138 13.0