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HomeMy WebLinkAboutMONTAVA - PHASE E - TOWN CENTER RESIDENTIAL - BDR220003 - MONTAVA SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORT1-1 | Page Final Drainage Report For Montava Subdivision Phase E: Town Center April 26, 2023 submitted to: City of Fort Collins, Colorado 748 Whalers Way April 26, 2023 Mr. Wes Lamarque City of Fort Collins Development Review Engineer 700 Wood Street Fort Collins, CO 80521 Re: Montava Subdivision Phase E: Town Center Final Design Drainage Report Project No. 1230.0005.00 Dear Ms. Lamarque: TST, Inc. Consulting Engineers (TST) is pleased to submit this Final Design Drainage Report for the Montava Subdivision Phase E: Town Center 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 E: Town Center 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, E.I. Jonathan F. Sweet, P.E. BAMG JFS I hereby attest that this report for the preliminary drainage design for the Montava Subdivision Phase E: Town Center 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. ______________________________ Jonathan F. Sweet Registered Professional Engineer State of Colorado No. 40341 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 Design Drainage Report Montava Subdivision Phase E: Town Center 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 ......................................................................................... 5 3.0 - DRAINAGE DESIGN CRITERIA ............................................................................ 8 3.1 Hydrological and Hydraulic Criteria ................................................................. 8 4.0 - CONCLUSIONS .................................................................................................... 10 5.0 - REFERENCES ...................................................................................................... 12 6.0 - APPENDICES ....................................................................................................... 13 List of Figures 1.1 Vicinity Map ....................................................................................................................... 2 Montava Subdivision Phase E: Town Center 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 E: Town Center (Hereinafter referred to as the “Phase E”) 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 existing and proposed detention areas.  Detention analysis and design of the existing and proposed stormwater detention areas.  Best Management Practices (BMPs) 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 E 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 and Future Montava Subdivision phases, on the east by farmland, N. Giddings Road, and Future Montava Subdivision phases, on the south by Mountain Vista Drive and farmland, on the west by the Number 8 Outlet Ditch and Montava Subdivision Phase G. A vicinity map illustrating the project location is provided in Figure 1.1. Montava Subdivision Phase E: Town Center Final Drainage Report Page 2 Figure 1.1: Vicinity Map 1.2 Description of Property The Phase E project site contains approximately 48 acres and consisting of the Multi-Family, Mixed-Use, and Open Space. The Montava Subdivision Phase E: Town Center is currently zoned as Low-Density Mixed-Use Neighborhood District Zone (LMN). According to Flood Insurance Rate Map (FIRM) #08069C0982F eff. 12/19/2006 prepared by the Federal Emergency Management Agency (FEMA), Phase E 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 E are included in Appendix B. The types of soils found on the Montava Subdivision Phase E site consist of:  Aquepts, loamy (5).  Ascalon sandy loam (7) – 0 to 3 percent slopes.  Caruso Clay loam (22) - 0 to 1 percent slopes.  Fort Collins loam (35) – 0 to 3 percent slopes. Montava Subdivision Phase E: Town Center Final Drainage Report Page 3  Kim loam (53) – 1 to 3 percent slopes.  Kim loam (54) – 3 to 5 percent slopes.  Satanta loam (94) – 0 to 1 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.  Stoneham loam (102) – 3 to 5 percent slopes.  Stoneham loam (103) – 5 to 9 percent slopes. The characteristics of the soil found on the project site include:  Moderate infiltration rate when thoroughly wet.  Moderately fine texture to moderately coarse texture.  Moderate rate of water transmission.  Majority of the site has a wind erodibility rating of 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 – 16.40%.  Group C – 33.50%.  Group D – 50.10%. The USDA web soil survey report is included in Appendix C. The following reports were utilized in the drainage analysis and design of Phase E.  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 the Phase E and site. Montava Subdivision Phase E: Town Center Final Drainage Report Page 4 2.0 - Drainage Basins and Sub-Basins 2.1 Major Basin Description According to the FCSCM, Phase E is located within the Upper Cooper Slough Basin. According to the basin master planning states that the Number 8 Ditch is in need of improvements which will be implemented for the reach that is through Phase E and Phase G. All Number 8 Ditch improvements will be handled and designed by others in Phase G and Montava Master Drainage Plan. The Upper Cooper Slough Basin stormwater generally flows from north to south which is ultimately being captured by the Larimer and Weld Canal. According to the Montava Master Drainage Study, Phase E is primarily located in Basin F, Basin G1, and Basin G2. 2.2 Existing Conditions The Phase E site is located in an undeveloped lot west of the Anheuser Busch property. The current land is being used for agricultural purposes and undeveloped land. The land currently consists of native grasses, bare ground, and crops. Runoff from the undeveloped site has two flow paths, split by a ridge, and both end up in the Larimer and Weld Canal that is located south of the site. The majority of Phase E, northeast of the ridge, sheet flows southeast into an inadvertent detention area which will overtop Mountain Vista Drive, and eventually into the Larimer and Weld Canal through various drainage infrastructure. The other flow path, southwest of the ridge, sheet flows southwest directly into the Number 8 Outlet Ditch and eventually into the Larimer and Weld Canal. The Number 8 Outlet Ditch is located to the west of the site and conveys offsite flows and improvements to the ditch will be completed by others. The existing site does not have any existing ponds or drainage facilities. A pond has been built with Phase G to the northwest of the site and an irrigation pond is built north of the site. The pond built with Phase G does not discharge onto the site and the irrigation pond discharges to the northwest of the site. The site has an inadvertent detention area near Giddings Road and Mountain Vista Drive. All water that is generated on the existing site sheet flows and ends up in one of the major waterways that are located close to the site. There are two major drainage ways that are being utilized for Phase E. One is the Larimer and Weld Canal, which is the waterway that all the water from the proposed site ends up. The second is the Number 8 Ditch, which is being realigned in a pipe that is directed around the proposed Timberline Road. This Number 8 Ditch improvement is being designed by others with Montava Phase G Plans. Montava Subdivision Phase E: Town Center Final Drainage Report Page 5 2.3 Proposed Conditions The proposed Phase E development generally maintains existing drainage patterns. To conform to the Master Drainage Plan for the area the proposed site will be broken into four basins that mimic the basin that have been outlined in the Montava Master Drainage Plan. The portion of Phase E located in Basin F will generally flow southeast into a pond designed by others with the Master Drainage Study. The portion of Phase E located with Basin G1 will generally flow southeast and into an interim pond proposed by others with the Master Drainage Study. The portion of Phase E located in Basin G2 will generally flow southwest into a water quality pond and outfall directly into the Number 8 Ditch. The following basins were delineated for the Montava Subdivision Phase E: Town Center site plan, using the Montava Master Drainage Basins: Basin F is a portion of Basin F from the Montava Master Drainage Plan. Basin F is made up of proposed streets/ alleys, single family development, and future development. This basin is approximately 19.28 acres with an approximate composite imperviousness of roughly 62.11%. Basin F is a master basin that is broken up into subbasins that all end up in the proposed Pond F, designed by others. The majority of the basin is directed south and east through various storm infrastructure and into a StormTech system that is located north of Pond F. After that water has been treated in the StormTech system, it will discharge into the water quality and detention Pond F. The other portion of the basin is directed east and south through various storm infrastructure and into the same StormTech System which discharges in the water quality and detention Pond F, designed by others. Basin G1 is a portion of Basin G1 from the Montava Master Drainage Plan. Basin G1 is made up of proposed streets/alleys, single family development, and future development. This basin is approximately 15.90 acres with an approximate composite imperviousness of roughly 52.32%. Basin G1 is a master basin that is broken up into subbasins that all end up in the proposed Interim Pond 427, designed by others. The majority of the basin is directed toward various low points across the basins and into the storm line that directs it to the interim Pond 427, designed by others. Basin G2 is Basin G2 from the Montava Master Drainage Plan. Basin G2 is made up of proposed streets and future development. This basin is approximately 7.71 acres with an approximate composite imperviousness of roughly 80.09%. Basin G2 is a master basin that is broken up into subbasins that all end up in the proposed StormTech system and directly into No. 8 Ditch. Basin Pond F is a portion of Basin F from the Montava Master Drainage Plan. Basin Pond F is made up of proposed Pond F (designed by others) and a future recreation center. This basin is approximately 5.14 acres with an approximate composite imperviousness of roughly 29.44%. The entirety of the basin sheet flows directly into the pond, designed by others. Montava Subdivision Phase E: Town Center Final Drainage Report Page 6 Off-Site Basins Basin D from Montava Master Drainage Plan is made up of existing irrigation and detention pond, future school, future park, future mixed-use lots, and future streets. This basin is approximately 42.34 acres with an approximate composite imperviousness of roughly 60%. Generally, runoff will be directed south to the existing irrigation and detention pond. Future development will have to implement some sort of LID before the runoff will be captured by the pond. This basin was not analyzed for runoff or conformance to the LID section of the FCSCM. The only information used from this basin is the outfall of the pond, which is the only offsite contributing flow for the whole site. The flow that is coming into Phase E is 8.6 cfs under Timberline Road and into a drainage swale that ends up in Pond F. 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 multifamily within Phase E. Portion of Timberline Right-of-Way Adjacent to Phase E is discharging to the proposed LID systems and was included in the overall treatment percentage. One LID system is being proposed for Phase E, StormTech System (underground detention chambers). The StormTech chambers only treat the minor storm, and the major storm bypasses the system and goes directly into the ponds. The location of these systems is described in Section 2.3 showing the percentage of newly developed area treated by these systems is included in the Appendix B. 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 – Employee Runoff Reduction Practices Montava Phase E is providing LID treatment for 50% of the single-family development and 75% of the multifamily development, excluding the future commercial, through various Bioretention (Rain Gardens). 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 and multifamily 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 if 40 hours. Step 3 – Stabilize Streams Montava Subdivision Phase E: Town Center Final Drainage Report Page 7 Portions of Phase E will be spilling into an improved Number 8 Ditch, improved by other designing Phase G. Piping of the Number 8 is the preferred solution to minimize public interaction with the existing facilities, as well as reducing the downstream sediment load that was seen with an open irrigation channel. Phase E will also be spilling into a couple of ponds, designed by others, that are designed to reduce the sediment load to the downstream properties. Phase E only spills into the improved downstream infrastructure that was designed to lessen or solve the problems that have been outlined in the 2017 Selected Plan improvement recommendations. 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 E 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 E of Montava Subdivision does not include any community gardens, but future 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 E: Town Center Final Drainage Report Page 8 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. Storm system infrastructure including pipes, culverts, inlets, and drainage swales were sized to convey the 100-year storm event. In areas of concern, storm system infrastructure was 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 was 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 were used to size on-site drainage facilities including storm culverts, sewers, inlets and channels for the initial or 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 have been designed to collect and convey the 2-year developed runoff. In areas where flooding is a concern, inlets were upsized to convey much of the 100- year developed runoff. Refer to Appendix H for all inlet capacity calculations. 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 Curb Opening Inlet Type R All street types with 6 inches of vertical curb Type C Inlet Streets with pan instead of curb (Montava Drive/ Paseo Drive/ Chesapeake Drive) Type 13 Inlet with Valley Grate All alleys with reverse crown 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 were designed in accordance with the criteria Montava Subdivision Phase E: Town Center Final Drainage Report Page 9 and standards of the FCSCM using a minimum pipe diameter of 15 inches. Where applicable, storm sewers have been sized to convey the 100-year developed runoff to the existing detention ponds. Peak runoff for storm sewer design was calculated using the Rational Method per the FCSCM. All storm sewers were sized using the Urban Drainage program, UD-Sewer 2009 Version 1.4.0. All culverts were 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 were 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 – flow may spread to crown of road.  Collector - 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 – Minor Storm (0.50-ft), Major Storm (0.67-ft)  Collector - Minor Storm (0.50-ft), Major Storm (0.67-ft)  Minor Arterial - Minor Storm (0.50-ft), Major Storm (0.67-ft) Refer to Appendix H for all 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. The swales were sized to either contain the 100-year developed peak runoff plus 1 foot of freeboard or 133 percent of the 100-year developed peak runoff. Drainage swales were designed to be grass-lined, triangular channels with 4:1 side-slopes. Erosion potential in the swales was analyzed to determine if additional protective measures are needed within the project area based on Froude number calculations. Montava Subdivision Phase E: Town Center Final Drainage Report Page 10 Detention Discharge and Storage Calculation Montava Phase E drains to three separate Detention/ Water Quality ponds. Detention Pond F and Interim Detention Pond 427 are concurrently being designed by others under a separate title. Water Quality Pond G2 is being designed with this preliminary drainage report. Pond F is located Pond F Basin and captures the runoff from Basin F and Basin Pond F. This pond discharges into a drainage swale that is southeast of the proposed site, this outfall ultimately ends up in Interim Pond 427. Interim Pond 427 is located southeast of the proposed site, near the intersection of Mountain Vista and Giddings and captures the runoff from Basin G1. This pond discharges under Mountain Vista Drive and follows the existing drainage infrastructure and ultimately ends up in the Larimer and Weld Canal. The remaining area of the proposed site, Basin G2, is captured by a water quality pond that is located in the southwest corner of Basin G2. This pond discharges directly into the improved piped Number 8 ditch and ultimately into the Larimer and Weld Ditch. The SWMM model that was prepared with the Montava Master Drainage Plan has Pond G2 reducing the discharge from the 100-year to the 2-year historic. In the Master Drainage Plan Pond G2 has a volume of 1.92 ac-ft and a release rate of 1.8 cfs. Due to site constraints a pond of that size is not possible. Montava Phase E Pond G2 has been designed with a volume of 0.82 ac-ft and a release rate of approximately 10 cfs. According to the Master Drainage Report the planned upstream diversion drastically reduces the flows through the Number 8 Ditch by approximately 263 cfs. Since we are diverting approximately 161 cfs from the Number 8 Ditch and keeping it well below the historic flow, a small increase is being proposed. The proposed condition will slightly increase the flows through the Number 8 Ditch making the difference approximately 255 cfs. The required Water Quality Volume of 0.33 ac-ft was calculated. The outlet structure was designed to have two stages. The first stage is a water quality orifice plate designed to drain the WQCV within 40 hours. The second stage is an unrestricted pipe that will drain anything greater than the WQCV. Refer to Appendix F for more information about the pond sizing and the outlet structure. Erosion and Sediment Control Montava Phase E 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 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 E: Town Center Final Drainage Report Page 11 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 E has been designed to safely and effectively capture, convey, and attenuate stormwater runoff in accordance with the FCSCM, Fort Collins Stormwater Criteria Manual, and Montava Master Drainage Study. The analysis indicates that the proposed development has been designed in a way that is consistent with existing drainage patterns of both FCSCM and Montava Master Drainage Study. 50% of the newly single-family development and 75% of the newly developed multifamily development will be connected to a LID system, which will treat storms before the traditional water quality and detention ponds. The traditional water quality and detention ponds will treat the remaining development of the site. The proposed drainage infrastructure will attenuate the flow prior to entering the downstream properties/ infrastructure. 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 E: Town Center Final Drainage Report Page 12 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 E: Town Center Final Drainage Report Page 13 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 DETENTION DESIGN APPENDIX G STORM SEWER & CULVERT DESIGN APPENDIX H STREET CAPACITY AND STORM INLET ANALYSIS Appendix A HYDOLOGIC ANALYSIS MONTAVA SUBDIVISION PHASE E Final Drainage Report Composite C2 C2 C10 C100 Medium Density 0.23 0.65 50 Streets: Paved 0.13 0.95 90 Lawn, Clayey, >7% Slope 0.05 0.35 2 Medium Density 0.18 0.65 50 Streets: Paved 0.03 0.95 90 Lawn, Sandy, >7% Slope 0.00 0.20 2 Medium Density 0.35 0.65 50 Streets: Paved 0.06 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.26 0.65 50 Streets: Paved 0.18 0.95 90 Lawn, Sandy, >7% Slope 0.29 0.20 2 Medium Density 0.18 0.65 50 Streets: Paved 0.17 0.95 90 Lawn, Sandy, >7% Slope 0.00 0.20 2 Medium Density 0.30 0.65 50 Streets: Paved 0.12 0.95 90 Lawn, Sandy, >7% Slope 0.00 0.20 2 Medium Density 0.26 0.65 50 Streets: Paved 0.09 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.46 0.65 50 Streets: Paved 0.20 0.95 90 Lawn, Clayey, >7% Slope 0.23 0.35 2 Medium Density 0.48 0.65 50 Streets: Paved 0.16 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.20 0.65 50 Streets: Paved 0.23 0.95 90 Lawn, Clayey, >7% Slope 0.14 0.35 2 Medium Density 0.26 0.65 50 Streets: Paved 0.40 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.39 0.65 50 Streets: Paved 0.16 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.13 0.65 50 Streets: Paved 0.09 0.95 90 Lawn, Clayey, >7% Slope 0.14 0.35 2 Medium Density 0.15 0.65 50 Streets: Paved 0.55 0.95 90 Streets: Permeable Pavers 0.00 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.13 0.65 50 Streets: Paved 0.49 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.10 0.65 50 Streets: Paved 0.04 0.95 90 Lawn, Clayey, >7% Slope 0.10 0.35 2 Medium Density 0.42 0.65 50 Streets: Paved 0.13 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.25 0.65 50 Streets: Paved 0.01 0.95 90 Lawn, Clayey, >7% Slope 0.37 0.35 2 Medium Density 0.00 0.65 50 Streets: Paved 0.40 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.20 0.65 50 Streets: Paved 0.41 0.95 90 Streets: Permeable Pavers 0.00 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 1.09 0.65 50 Streets: Paved 0.51 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.03 0.65 50 Streets: Paved 0.02 0.95 90 Lawn, Clayey, >7% Slope 0.17 0.35 2 Medium Density 0.14 0.65 50 Streets: Paved 0.08 0.95 90 Roofs 0.51 0.95 90 Lawn, Clayey, >7% Slope 0.27 0.35 2 Medium Density 0.07 0.65 50 Streets: Paved 0.12 0.95 90 Lawn, Clayey, >7% Slope 0.37 0.35 2 Medium Density 0.00 0.65 50 Streets: Paved 0.20 0.95 90 Streets: Permeable Pavers 0.21 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Streets: Gravel 0.10 0.50 40 Streets: Paved 0.10 0.95 90 Streets: Permeable Pavers 0.14 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Streets: Gravel 0.10 0.50 40 Streets: Paved 0.10 0.95 90 Streets: Permeable Pavers 0.13 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Streets: Gravel 0.00 0.50 40 Streets: Paved 0.14 0.95 90 Streets: Permeable Pavers 0.22 0.30 40 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.19 0.65 50 Streets: Paved 0.13 0.95 90 Lawn, Clayey, >7% Slope 0.03 0.35 2 Medium Density 0.16 0.65 50 Streets: Paved 0.40 0.95 90 Lawn, Clayey, >7% Slope 0.03 0.35 2 Medium Density 0.19 0.65 50 Streets: Paved 0.19 0.95 90 Lawn, Clayey, >7% Slope 0.03 0.35 2 Medium Density 0.13 0.65 50 Streets: Paved 0.08 0.95 90 Lawn, Clayey, >7% Slope 0.03 0.35 2 Medium Density 0.13 0.65 50 Streets: Paved 0.11 0.95 90 Lawn, Clayey, >7% Slope 0.06 0.35 2 Medium Density 0.18 0.65 50 Streets: Paved 0.11 0.95 90 Lawn, Clayey, >7% Slope 0.06 0.35 2 Medium Density 0.30 0.65 50 Streets: Paved 0.39 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 50 Streets: Paved 0.61 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.29 0.65 50 Streets: Paved 0.79 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Total F Basins 19.73 Avg. % Imp. 61.31%Avg. 100-yr C100 =0.88 0.55 0.95 0.95 1.000.95 0.70F-27 F-24 0.56 27.2% 0.52 0.52 0.52 0.65 F-30 0.84 0.84 1.00 0.73 0.73 0.73 0.36 F-36 0.61 90.0% F-22 0.21 15.7% 0.44 0.44 0.44 F-35 0.69 72.6% 0.82 0.82 0.82 1.00 F-19 0.40 90.0% 0.95 0.95 0.95 1.00 F-20 0.61 76.9% 0.85 0.85 0.85 1.00 F-21 1.60 62.8% 0.75 0.75 0.75 0.93 F-23 1.00 61.0% F-31 0.40 65.5% 0.77 0.77 0.77 0.88 0.88 0.75 0.75 0.70 0.34 55.3% 0.56 0.56 0.56 F-14 F-28 0.55 0.55 0.55 1.00 0.60 0.720.57 0.55 0.69 0.75 0.94 0.88 1.00 0.70 0.69 0.92 0.96 81.7% 0.90 0.64 59.3% 0.55 0.55 0.70 0.70 79.1% 0.87 0.87 0.84 0.57 0.72 0.48 81.3% 0.77 0.87 0.71 0.71 0.71 0.89 0.70 0.70 0.70 0.88 22.8% 0.48 0.48 0.60 0.57 0.87 1.00 0.89 F-16 0.24 36.5% 59.2% 0.72 0.72 0.89 0.64 0.64 F-15 0.62 F-10 0.58 54.4% 0.70 0.70 0.89 F-13 0.35 0.60 F-11 0.66 0.74 Onsite Basin Composite Runoff Coefficients Basin/ Sub- Basin Area (ac) Attribute 57.5% Attribute Area (ac) Composite Runoff CoefficientsRunoff Coefficient, C Percent ImperviousImpervious 0.71 0.71 0.890.71F-1 0.55 0.55 0.74 41.1% F-2 0.21 55.7% 0.69 0.69 F-4 0.73 F-3 0.41 0.74 0.79 55.9% 0.69 0.69 0.69 0.69 0.55 0.74 F-5 0.41 F-7 0.35 60.5% F-6 0.42 61.8% F-12 0.55 61.6% F-9 0.64 59.8% F-8 0.88 46.3% F-26 0.34 54.7% F-29 0.35 60.7% 0.59 74.7% F-32 0.24 57.0% F-33 0.30 55.1% F-34 0.35 54.8% F-37 1.08 F-18 F-17 0.55 0.91 0.92 0.75 74.0% 0.83 0.83 1.00 40.5% 0.60 0.83 0.87 0.80 0.73 0.64 0.72 0.70 0.90 0.73 0.73 0.740.74 0.72 0.72 0.87 0.87 0.69 0.35 69.0% 0.79 0.79 0.61 0.61 0.92 0.99 F-25 0.41 64.0% 0.61 MONTAVA SUBDIVISION PHASE E Final Drainage Report Composite C2 C2 C10 C100 Medium Density 0.69 0.65 50 Streets: Paved 0.48 0.95 90 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.22 0.65 50 Streets: Paved 0.10 0.95 90 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.69 0.65 50 Streets: Paved 0.23 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.09 0.65 50 Streets: Paved 0.14 0.95 90 Lawn, Clayey, >7% Slope 0.02 0.35 2 Medium Density 0.41 0.65 50 Streets: Paved 0.47 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 50 Streets: Paved 0.14 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.00 0.65 50 Streets: Paved 0.15 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.39 0.65 50 Streets: Paved 0.55 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 4.12 0.65 50 Open Lands, Transition 0.00 0.20 20 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.06 0.65 50 Streets: Paved 0.12 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.07 0.65 50 Streets: Paved 0.24 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.55 0.65 50 Streets: Paved 0.45 0.95 90 Lawn, Clayey, >7% Slope 0.03 0.35 2 Medium Density 0.04 0.65 50 Streets: Paved 0.09 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.10 0.65 50 Streets: Paved 0.06 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.25 0.65 50 Streets: Paved 0.15 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.05 0.65 50 Streets: Paved 0.15 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.05 0.65 50 Streets: Paved 0.16 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.16 0.65 50 Streets: Paved 0.12 0.95 90 Lawn, Clayey, >7% Slope 0.00 0.35 2 Medium Density 0.14 0.65 50 Streets: Paved 0.11 0.95 90 Lawn, Clayey, >7% Slope 0.01 0.35 2 Medium Density 0.76 0.65 50 Streets: Paved 0.55 0.95 90 Open Lands, Transition 0.05 0.20 20 Medium Density 0.17 0.65 50 Streets: Paved 0.15 0.95 90 Streets: Permeable Pavers 0.29 0.30 40 Open Lands, Transition 0.00 0.20 20 Medium Density 0.38 0.65 50 Streets: Paved 0.21 0.95 90 Streets: Permeable Pavers 0.35 0.30 40 Open Lands, Transition 0.00 0.20 20 Medium Density 0.00 0.65 50 Streets: Paved 0.15 0.95 90 Streets: Permeable Pavers 0.29 0.30 40 Open Lands, Transition 0.00 0.20 20 Medium Density 0.00 0.65 50 Streets: Paved 0.17 0.95 90 Streets: Permeable Pavers 0.35 0.30 40 Open Lands, Transition 0.00 0.20 20 Total F Basins 15.91 Avg. % Imp. 60.09%Avg. 100-yr C100 =0.88 1.00 67.4% 0.78 0.78 0.78 0.98 G1-15 0.39 64.9% 0.76 0.9665.3% G1-16 0.20 79.6% 0.87 0.96 G1-6 G1-14 0.16 0.76 0.76 0.76 0.87 G1-18 0.28 G1-4 0.24 70.0% 0.80 0.80 0.80 16.7%G1-19 0.76 0.76 0.76 G1-12 1.03 66.0% 0.77 0.77 0.77 G1-10 G1-11 0.14 0.15 G1-2 G1-3 G1-5 1.00 0.95 1.00 1.00 0.65 0.65 0.81 1.00 0.94 0.89 90.0% 0.95 0.95 0.95 0.9160.0% 0.34 0.92 0.88 G1-7 G1-8 0.95 G1-17 0.20 0.73 0.73 0.73 71.5% 0.81 0.81 G1-13 0.13 78.6% 0.86 0.86 0.86 0.81 0.83 50.0%G1-9 4.12 1.00 0.18 0.31 0.88 0.71 0.77 Onsite Basin Composite Runoff Coefficients Basin/ Sub- Basin Area (ac) Attribute Attribute Area (ac) 0.65 0.71 66.0% 0.77 0.77 Composite Runoff Coefficients 0.96G1-1 1.18 Runoff Coefficient, C Impervious Percent Impervious 57.8% 90.0% 0.95 0.95 73.4% 0.83 0.83 0.84 0.84 0.84 1.00 81.2% 0.88 0.88 0.59 0.59 0.59 0.74 G1-23 0.44 26.6% 0.26 G1-20 G1-24 0.75 0.75 0.75 0.94 0.52 56.6% 0.52 0.52 0.52 0.65 0.94 G1-21 0.60 54.9% 0.56 0.56 0.56 0.69 55.4% 0.87 1.00 0.76 0.76 0.95 81.0% 0.88 0.88 0.88 1.00 0.71 0.52 0.52 0.52 0.65 G1-22 75.8% 1.00 1.36 64.8% MONTAVA SUBDIVISION PHASE E Final Drainage Report Composite C2 C2 C10 C100 High Density 1.48 0.85 70 Streets: Paved 0.00 0.95 90 Open Lands, Transition 0.00 0.20 20 High Density 0.00 0.85 70 Streets: Paved 0.28 0.95 90 Streets: Permeable Pavers 0.00 0.30 40 High Density 0.28 0.85 70 Streets: Paved 0.00 0.95 90 Streets: Permeable Pavers 0.00 0.30 40 High Density 0.00 0.85 70 Streets: Paved 3.14 0.95 90 Open Lands, Transition 0.00 0.20 20 High Density 0.00 0.85 70 Streets: Paved 0.47 0.95 90 Streets: Permeable Pavers 0.00 0.30 40 High Density 0.73 0.85 70 Streets: Paved 0.00 0.95 90 Open Lands, Transition 0.00 0.20 20 High Density 1.33 0.85 70 Streets: Paved 0.00 0.95 90 Open Lands, Transition 0.00 0.20 20 Total F Basins 7.71 Avg. % Imp. 80.09%Avg. 100-yr C100 =1.00 High Density 0.97 0.85 70 Streets: Paved 0.00 0.95 90 Open Lands, Transition 4.17 0.20 20 Total F Basins 5.14 Avg. % Imp. 29.44%Avg. 100-yr C100 =0.40 0.95 70.0% 0.85 G2-6 0.73 70.0% 0.40 0.95 0.85 0.85 0.85 1.00 G2-5 0.47 90.0% 0.95 0.32 G2-1 1.48 70.0% 0.85 POND F 5.14 29.4% 0.32 0.32 0.85 0.85 1.00 90.0% 0.95 0.95 Basin/ Sub- Basin Area (ac) Attribute Attribute Area (ac) Runoff Coefficient, C Impervious Percent Impervious G2-4 3.14 1.00 1.000.85 G2-3 0.28 Composite Runoff Coefficients 0.85 G2-2 1.00 Onsite Basin Composite Runoff Coefficients G2-7 1.33 70.0% 0.85 0.85 0.85 1.00 0.95 1.00 0.28 90.0% 0.95 0.95 0.95 MONTAVA SUBDIVISION PHASE E Final Drainage Report Overland Flow Average Channelized Channel Channel Channelized Length, D Overland Slope Tov Tov Tov Flow Length Slope Velocity Time (Tt) (ft) (%) 2-year 10-year 100-year (ft) (%) (ft/s) (min) 2-year 10-year 100-year F-1 0.71 0.71 0.89 45 0.5 6 6 3 100 0.5 2.0 0.8 7 7 5 F-2 0.69 0.69 0.87 50 0.5 7 7 4 70 0.5 2.0 0.6 8 8 5 F-3 0.69 0.69 0.87 58 0.5 7 7 4 115 0.5 2.0 1.0 8 8 5 F-4 0.55 0.55 0.69 88 0.5 12 12 9 128 0.5 2.0 1.1 13 13 10 F-5 0.79 0.79 0.99 27 0.5 4 4 1 190 0.5 2.0 1.6 6 6 5 F-6 0.74 0.74 0.92 28 0.5 5 5 2 140 0.5 2.0 1.2 6 6 5 F-7 0.73 0.73 0.91 58 0.5 7 7 3 80 0.5 2.0 0.7 8 8 5 F-8 0.64 0.64 0.80 36 0.5 7 7 4 210 0.5 2.0 1.8 9 9 6 F-9 0.72 0.72 0.90 46 0.5 6 6 3 210 0.5 2.0 1.8 8 8 5 F-10 0.70 0.70 0.87 88 0.5 9 9 5 85 0.5 2.0 0.7 10 10 6 F-11 0.83 0.83 1.00 25 0.5 3 3 1 420 0.5 2.0 3.5 7 7 5 F-12 0.74 0.74 0.92 58 0.5 7 7 3 140 0.5 2.0 1.2 8 8 5 F-13 0.60 0.60 0.75 56 0.5 9 9 6 65 0.5 2.0 0.5 10 10 7 F-14 0.88 0.88 1.00 38 0.5 3 3 1 465 0.5 2.0 3.9 7 7 5 F-15 0.89 0.89 1.00 46 0.5 3 3 2 390 0.5 2.0 3.3 6 6 5 F-16 0.57 0.57 0.72 48 0.5 9 9 6 55 0.5 2.0 0.5 9 9 6 F-17 0.72 0.72 0.90 50 0.5 6 6 3 160 0.5 2.0 1.3 7 7 5 F-18 0.48 0.48 0.60 81 0.5 13 13 11 175 0.5 2.0 1.5 14 14 12 F-19 0.95 0.95 1.00 30 0.5 2 2 1 420 0.5 2.0 3.5 6 6 5 F-20 0.85 0.85 1.00 25 0.5 3 3 1 750 0.5 2.0 6.3 9 9 7 F-21 0.75 0.75 0.93 50 0.5 6 6 3 350 0.5 2.0 2.9 9 9 6 F-22 0.44 0.44 0.55 50 0.5 11 11 9 80 0.5 2.0 0.7 12 12 10 F-23 0.75 0.75 0.94 210 0.5 12 12 6 28 0.5 2.0 0.2 12 12 6 F-24 0.52 0.52 0.65 145 0.5 16 16 13 420 0.5 2.0 3.5 20 20 17 F-25 0.61 0.61 0.77 22 0.5 5 5 4 320 0.5 2.0 2.7 8 8 7 F-26 0.55 0.55 0.69 80 0.5 12 12 9 60 0.5 2.0 0.5 13 13 10 F-27 0.56 0.56 0.70 80 0.5 11 11 8 60 0.5 2.0 0.5 12 12 9 F-28 0.55 0.55 0.69 25 0.5 6 6 5 230 0.5 2.0 1.9 8 8 7 F-29 0.73 0.73 0.92 48 0.5 6 6 3 110 0.5 2.0 0.9 7 7 5 F-30 0.84 0.84 1.00 47 0.5 4 4 2 125 0.5 2.0 1.0 5 5 5 F-31 0.77 0.77 0.96 25 0.5 4 4 2 190 0.5 2.0 1.6 6 6 5 F-32 0.71 0.71 0.89 53 0.5 7 7 4 140 0.5 2.0 1.2 8 8 5 F-33 0.70 0.70 0.88 20 0.5 4 4 2 115 0.5 2.0 1.0 5 5 5 F-34 0.70 0.70 0.87 55 0.5 7 7 4 100 0.5 2.0 0.8 8 8 5 F-35 0.82 0.82 1.00 60 0.5 5 5 2 100 0.5 2.0 0.8 6 6 5 F-36 0.95 0.95 1.00 50 0.5 2 2 2 80 0.5 2.0 0.7 5 5 5 F-37 0.87 0.87 1.00 50 0.5 4 4 2 80 0.5 2.0 0.7 5 5 5 G1-1 0.77 0.77 0.96 136 0.5 9 9 4 200 0.5 1.5 2.2 11 11 6 G1-2 0.71 0.71 0.89 78 0.5 8 8 4 125 0.5 1.5 1.4 9 9 5 G1-3 0.73 0.73 0.91 56 0.5 7 7 3 250 0.5 1.5 2.8 10 10 6 G1-4 0.80 0.80 1.00 53 0.5 5 5 2 150 0.5 1.5 1.7 7 7 5 G1-5 0.81 0.81 1.00 60 0.5 5 5 2 925 0.5 1.5 10.3 15 15 12 G1-6 0.95 0.95 1.00 50 0.5 2 2 2 92 0.5 1.5 1.0 5 5 5 G1-7 0.95 0.95 1.00 13 0.5 1 1 1 180 0.5 1.5 2.0 5 5 5 G1-8 0.83 0.83 1.00 45 0.5 4 4 2 470 0.5 1.5 5.2 9 9 7 G1-9 0.65 0.65 0.81 200 0.5 15 15 10 250 0.5 1.5 2.8 18 18 13 G1-10 0.84 0.84 1.00 65 0.5 5 5 2 78 0.5 1.5 0.9 6 6 5 G1-11 0.88 0.88 1.00 38 0.5 3 3 1 220 0.5 1.5 2.4 5 5 5 G1-12 0.77 0.77 0.96 50 0.5 5 5 2 325 0.5 1.5 3.6 9 9 6 G1-13 0.86 0.86 1.00 70 0.5 5 5 2 45 0.5 1.5 0.5 6 6 5 G1-14 0.76 0.76 0.96 40 0.5 5 5 2 68 0.5 1.5 0.8 6 6 5 G1-15 0.76 0.76 0.95 55 0.5 6 6 3 100 0.5 1.5 1.1 7 7 5 G1-16 0.87 0.87 1.00 38 0.5 3 3 1 140 0.5 1.5 1.6 5 5 5 G1-17 0.88 0.88 1.00 38 0.5 3 3 1 124 0.5 1.5 1.4 5 5 5 G1-18 0.78 0.78 0.98 115 0.5 8 8 3 47 0.5 1.5 0.5 9 9 5 G1-19 0.76 0.76 0.95 56 0.5 6 6 3 88 0.5 1.5 1.0 7 7 5 G1-20 0.75 0.75 0.94 75 0.5 7 7 3 340 0.5 1.5 3.8 11 11 7 G1-21 0.56 0.56 0.69 27 0.5 7 7 5 340 0.5 1.5 3.8 11 11 9 G1-22 0.59 0.59 0.74 25 0.5 6 6 4 705 0.5 1.5 7.8 14 14 12 G1-23 0.52 0.52 0.65 30 0.5 7 7 6 320 0.5 1.5 3.6 11 11 10 G1-24 0.52 0.52 0.65 16 0.5 6 6 4 200 0.5 1.5 2.2 8 8 6 G2-1 0.85 0.85 1.00 212 0.5 9 9 3 20 0.5 1.5 0.2 9 9 5 G2-2 0.95 0.95 1.00 20 0.5 2 2 1 310 0.5 1.5 3.4 5 5 5 G2-3 0.85 0.85 1.00 20 0.5 3 3 1 226 0.5 1.5 2.5 6 6 5 G2-4 0.95 0.95 1.00 400 0.5 7 7 5 10 0.5 1.5 0.1 7 7 5 G2-5 0.95 0.95 1.00 30 0.5 2 2 1 350 0.5 1.5 3.9 6 6 5 G2-6 0.85 0.85 1.00 76 0.5 5 5 2 460 0.5 1.5 5.1 10 10 7 G2-7 0.85 0.85 1.00 2500.5 994 0 0.51.50.0995 POND F 0.32 0.32 0.40 350 0.5 34 34 31 192 0.5 1.5 2.1 36 36 33 Basin Time of Concentration Frequency Adj. Runoff Coefficients (C*Cf) C2 C10 C100 Overland Travel Time Time of Concentration Tc = Tov + Tt (min)Basin MONTAVA SUBDIVISION PHASE E Final Drainage Report 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - Year 10 - Year 100 - Year 2 - Year 10 - Year 100 - Year F-1 0.41 0.71 0.71 0.89 7 7 5 2.52 4.31 9.95 0.74 1.26 3.64 F-2 0.21 0.69 0.69 0.87 8 8 5 2.40 4.10 9.95 0.35 0.60 1.81 F-3 0.41 0.69 0.69 0.87 8 8 5 2.40 4.10 9.95 0.68 1.17 3.54 F-4 0.73 0.55 0.55 0.69 13 13 10 1.98 3.39 7.72 0.79 1.36 3.86 F-5 0.35 0.79 0.79 0.99 6 6 5 2.67 4.56 9.95 0.74 1.26 3.45 F-6 0.42 0.74 0.74 0.92 6 6 5 2.67 4.56 9.95 0.83 1.41 3.86 F-7 0.35 0.73 0.73 0.91 8 8 5 2.40 4.10 9.95 0.61 1.05 3.17 F-8 0.88 0.64 0.64 0.80 9 9 6 2.30 3.93 9.31 1.29 2.21 6.53 F-9 0.64 0.72 0.72 0.90 8 8 5 2.40 4.10 9.95 1.11 1.90 5.76 F-10 0.58 0.70 0.70 0.87 10 10 6 2.21 3.78 9.31 0.89 1.53 4.71 F-11 0.66 0.83 0.83 1.00 7 7 5 2.52 4.31 9.95 1.38 2.36 6.57 F-12 0.55 0.74 0.74 0.92 8 8 5 2.40 4.10 9.95 0.97 1.66 5.04 F-13 0.35 0.60 0.60 0.75 10 10 7 2.21 3.78 8.80 0.47 0.80 2.32 F-14 0.70 0.88 0.88 1.00 7 7 5 2.52 4.31 9.95 1.56 2.67 6.97 F-15 0.62 0.89 0.89 1.00 6 6 5 2.67 4.56 9.95 1.47 2.51 6.17 F-16 0.24 0.57 0.57 0.72 9 9 6 2.30 3.93 9.31 0.32 0.54 1.60 F-17 0.55 0.72 0.72 0.90 7 7 5 2.52 4.31 9.95 1.00 1.71 4.92 F-18 0.64 0.48 0.48 0.60 14 14 12 1.92 3.29 7.16 0.59 1.01 2.76 F-19 0.40 0.95 0.95 1.00 6 6 5 2.67 4.56 9.95 1.01 1.73 3.98 F-20 0.61 0.85 0.85 1.00 9 9 7 2.30 3.93 8.80 1.19 2.04 5.37 F-21 1.60 0.75 0.75 0.93 9 9 6 2.30 3.93 9.31 2.74 4.69 13.88 F-22 0.21 0.44 0.44 0.55 12 12 10 2.05 3.50 7.72 0.19 0.32 0.89 F-23 1.00 0.75 0.75 0.94 12 12 6 2.05 3.50 9.31 1.53 2.62 8.71 F-24 0.56 0.52 0.52 0.65 20 20 17 1.61 2.74 6.10 0.47 0.80 2.22 F-25 0.41 0.61 0.61 0.77 8 8 7 2.40 4.10 8.80 0.60 1.03 2.76 F-26 0.34 0.55 0.55 0.69 13 13 10 1.98 3.39 7.72 0.37 0.64 1.81 F-27 0.34 0.56 0.56 0.70 12 12 9 2.05 3.50 8.03 0.39 0.67 1.91 F-28 0.36 0.55 0.55 0.69 8 8 7 2.40 4.10 8.80 0.48 0.81 2.18 F-29 0.35 0.73 0.73 0.92 7 7 5 2.52 4.31 9.95 0.65 1.11 3.20 F-30 0.59 0.84 0.84 1.00 5 5 5 2.85 4.87 9.95 1.41 2.41 5.87 F-31 0.40 0.77 0.77 0.96 6 6 5 2.67 4.56 9.95 0.82 1.40 3.83 F-32 0.24 0.71 0.71 0.89 8 8 5 2.40 4.10 9.95 0.41 0.70 2.12 F-33 0.30 0.70 0.70 0.88 5 5 5 2.85 4.87 9.95 0.60 1.02 2.61 F-34 0.35 0.70 0.70 0.87 8 8 5 2.40 4.10 9.95 0.58 1.00 3.03 F-35 0.69 0.82 0.82 1.00 6 6 5 2.67 4.56 9.95 1.51 2.58 6.87 F-36 0.61 0.95 0.95 1.00 5 5 5 2.85 4.87 9.95 1.65 2.82 6.07 F-37 1.08 0.87 0.87 1.00 5 5 5 2.85 4.87 9.95 2.67 4.57 10.75 G1-1 1.18 0.77 0.77 0.96 11 11 6 2.13 3.63 9.31 1.9 3.3 10.6 G1-2 0.34 0.71 0.71 0.89 9 9 5 2.30 3.93 9.95 0.6 1.0 3.0 G1-3 0.92 0.73 0.73 0.91 10 10 6 2.21 3.78 9.31 1.5 2.5 7.8 G1-4 0.24 0.80 0.80 1.00 7 7 5 2.52 4.31 9.95 0.5 0.8 2.4 G1-5 0.88 0.81 0.81 1.00 15 15 12 1.87 3.19 7.16 1.3 2.3 6.3 G1-6 0.14 0.95 0.95 1.00 5 5 5 2.85 4.87 9.95 0.4 0.6 1.4 G1-7 0.15 0.95 0.95 1.00 5 5 5 2.85 4.87 9.95 0.4 0.7 1.5 G1-8 0.94 0.83 0.83 1.00 9 9 7 2.30 3.93 8.80 1.8 3.0 8.3 G1-9 4.12 0.65 0.65 0.81 18 18 13 1.70 2.90 6.92 4.6 7.8 23.2 G1-10 0.18 0.84 0.84 1.00 6 6 5 2.67 4.56 9.95 0.4 0.7 1.8 G1-11 0.31 0.88 0.88 1.00 5 5 5 2.85 4.87 9.95 0.8 1.3 3.1 G1-12 1.03 0.77 0.77 0.96 9 9 6 2.30 3.93 9.31 1.8 3.1 9.2 G1-13 0.13 0.86 0.86 1.00 6 6 5 2.67 4.56 9.95 0.3 0.5 1.3 G1-14 0.16 0.76 0.76 0.96 6 6 5 2.67 4.56 9.95 0.3 0.6 1.5 G1-15 0.39 0.76 0.76 0.95 7 7 5 2.52 4.31 9.95 0.7 1.3 3.7 G1-16 0.20 0.87 0.87 1.00 5 5 5 2.85 4.87 9.95 0.5 0.8 2.0 G1-17 0.20 0.88 0.88 1.00 5 5 5 2.85 4.87 9.95 0.5 0.9 2.0 G1-18 0.28 0.78 0.78 0.98 9 9 5 2.30 3.93 9.95 0.5 0.9 2.7 G1-19 0.26 0.76 0.76 0.95 7 7 5 2.52 4.31 9.95 0.5 0.8 2.4 G1-20 1.36 0.75 0.75 0.94 11 11 7 2.13 3.63 8.80 2.2 3.7 11.3 G1-21 0.60 0.56 0.56 0.69 11 11 9 2.13 3.63 8.03 0.7 1.2 3.3 G1-22 0.94 0.59 0.59 0.74 14 14 12 1.92 3.29 7.16 1.1 1.8 5.0 G1-23 0.44 0.52 0.52 0.65 11 11 10 2.13 3.63 7.72 0.5 0.8 2.2 G1-24 0.52 0.52 0.52 0.65 8 8 6 2.40 4.10 9.31 0.6 1.1 3.1 G2-1 1.48 0.85 0.85 1.00 9 9 5 2.30 3.93 9.95 2.9 4.9 14.7 G2-2 0.28 0.95 0.95 1.00 5 5 5 2.85 4.87 9.95 0.8 1.3 2.8 G2-3 0.28 0.85 0.85 1.00 6 6 5 2.67 4.56 9.95 0.6 1.1 2.8 G2-4 3.14 0.95 0.95 1.00 7 7 5 2.52 4.31 9.95 7.5 12.9 31.2 G2-5 0.47 0.95 0.95 1.00 6 6 5 2.67 4.56 9.95 1.2 2.0 4.7 G2-6 0.73 0.85 0.85 1.00 10 10 7 2.21 3.78 8.80 1.4 2.3 6.4 G2-7 1.33 0.85 0.85 1.00 9 9 5 2.30 3.93 9.95 2.6 4.4 13.2 75.9 POND F 5.14 0.32 0.32 0.40 36 36 33 1.15 1.96 4.24 1.9 3.3 8.8 Table A-3 Basin Peak Discharge Rainfall Intensity (in/hr) Peak Discharge (cfs)Basin Basin Area (ac) Frequency Adj. Runoff Coefficients Time of Concentration, Tc (min) Appendix B LOW IMPACT DEVELOPMENT (LID) CALCULATIONS MONTAVA SUBDIVISION PHASE E 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 75% LID TREATED Impervious Area (acres) % Impervious TO BE LID TREATED PERCENT OF TOTAL SITE AREA TO BE TREATED F-1 0.41 0.25 0.00 0.17 0.24 57.47%YES 0.88% 0.41 F-2 0.21 0.18 0.00 0.04 0.12 55.71%YES 0.45% 0.21 F-3 0.41 0.16 0.16 0.09 0.23 55.85%YES 0.88% 0.41 F-4 0.73 0.00 0.26 0.47 0.30 41.15%YES 1.57% 0.73 F-5 0.35 0.18 0.00 0.17 0.24 68.97%YES 0.75% 0.35 F-6 0.42 0.13 0.17 0.12 0.26 61.81%YES 0.90% 0.42 F-7 0.35 0.25 0.00 0.10 0.21 60.51%YES 0.75% 0.35 F-8 0.88 0.45 0.00 0.43 0.41 46.32%YES 1.89% 0.88 F-9 0.64 0.21 0.28 0.15 0.38 59.75%YES 1.38% 0.64 F-10 0.58 0.00 0.20 0.38 0.32 54.39%YES 1.25% 0.58 F-11 0.66 0.26 0.00 0.40 0.49 74.00%YES 1.42% 0.70 F-12 0.55 0.39 0.00 0.16 0.34 61.64%YES 1.18% 0.66 F-13 0.35 0.00 0.13 0.22 0.14 40.51%YES 0.75% 0.55 F-14 0.70 0.15 0.00 0.55 0.57 81.26%YES 1.50% 1.00 F-15 0.62 0.13 0.00 0.49 0.51 81.68%YES 1.33% 0.62 F-16 0.24 0.10 0.00 0.14 0.09 36.53%YES 0.52% 0.24 F-17 0.55 0.20 0.22 0.13 0.33 59.24%YES 1.18% 0.55 F-18 0.64 0.00 0.23 0.41 0.15 22.83%YES 1.38% 0.64 F-19 0.40 0.00 0.00 0.40 0.36 90.00%YES 0.86% 0.40 F-20 0.61 0.20 0.00 0.41 0.47 76.89%YES 1.31% 0.40 F-21 1.60 1.07 0.02 0.51 1.00 62.75%YES 3.44% 0.61 F-22 0.21 0.03 0.00 0.18 0.03 15.71%YES 0.45% 1.60 F-23 1.00 0.14 0.00 0.86 0.61 61.04%YES 2.15% 1.60 F-24 0.56 0.07 0.00 0.49 0.15 27.24%YES 1.20% 0.21 F-25 0.41 0.00 0.00 0.41 0.26 64.02%YES 0.88% 0.41 F-26 0.34 0.00 0.00 0.34 0.19 54.71%YES 0.73% 0.35 F-27 0.34 0.00 0.00 0.34 0.00 0.00%YES 0.73% 0.34 F-28 0.36 0.00 0.00 0.36 0.21 59.31%YES 0.77% 0.36 F-29 0.35 0.19 0.00 0.16 0.21 60.65%YES 0.75% 0.59 F-30 0.59 0.30 0.00 0.29 0.44 74.71%YES 1.27% 0.30 F-31 0.40 0.12 0.00 0.28 0.26 65.50%YES 0.86% 0.40 F-32 0.24 0.13 0.07 0.04 0.14 57.00%YES 0.52% 0.35 F-33 0.30 0.10 0.08 0.12 0.17 55.09%YES 0.64% 0.69 F-34 0.35 0.18 0.10 0.07 0.19 54.82%YES 0.75% 0.61 F-35 0.69 0.00 0.26 0.43 0.00 0.00%YES 1.48% 19.73 F-36 0.61 0.00 0.00 0.61 0.00 0.00%YES 1.31% 0.00 F-37 1.08 0.29 0.00 0.79 0.78 72.61%YES 2.32% 0.00 Total= 19.73 5.87 2.18 11.68 10.79 61.31% 42.40% 19.73 72.24%7.79 G1-1 1.18 0.69 0.00 0.50 0.78 65.96%NO 2.54% 0.00 G1-2 0.34 0.22 0.00 0.12 0.20 57.79%NO 0.73% 0.00 G1-3 0.92 0.54 0.15 0.23 0.55 60.00%NO 1.98% 0.00 G1-4 0.24 0.09 0.00 0.16 0.17 69.97%NO 0.52% 0.00 G1-5 0.88 0.41 0.00 0.47 0.63 71.55%NO 1.89% 0.00 G1-6 0.14 0.00 0.00 0.14 0.13 90.00%NO 0.30% 0.00 G1-7 0.15 0.00 0.00 0.15 0.14 90.00%NO 0.32% 0.00 G1-8 0.94 0.32 0.00 0.62 0.69 73.40%NO 2.02% 0.00 G1-9 4.12 0.00 0.00 4.12 2.06 50.00%NO 8.85% 0.00 G1-10 0.18 0.06 0.00 0.12 0.14 75.78%NO 0.39% 0.00 G1-11 0.31 0.07 0.00 0.24 0.25 81.23%NO 0.67% 0.00 G1-12 1.03 0.55 0.00 0.48 0.68 65.95%NO 2.21% 0.00 G1-13 0.13 0.04 0.00 0.09 0.10 78.62%NO 0.28% 0.00 G1-14 0.16 0.10 0.00 0.06 0.10 65.25%NO 0.34% 0.00 G1-15 0.39 0.25 0.00 0.14 0.25 64.87%NO 0.84% 0.00 G1-16 0.20 0.05 0.00 0.15 0.16 79.60%NO 0.43% 0.00 G1-17 0.20 0.04 0.00 0.16 0.16 81.00%NO 0.43% 0.00 G1-18 0.28 0.16 0.00 0.12 0.19 67.43%NO 0.60% 0.00 G1-19 0.26 0.16 0.00 0.10 0.04 16.69%NO 0.56% 0.00 G1-20 1.36 0.76 0.00 0.60 0.88 64.84%NO 2.92% 0.00 G1-21 0.60 0.16 0.00 0.44 0.33 54.93%NO 1.29% 0.00 G1-22 0.94 0.38 0.00 0.56 0.52 55.41%NO 2.02% 0.00 G1-23 0.44 0.00 0.00 0.44 0.12 26.60%NO 0.95% 0.00 G1-24 0.52 0.00 0.00 0.52 0.29 56.63%NO 1.12% 0.00 Total= 15.91 5.04 0.15 10.72 8.30 60.09%34.19% 0.00 74.76%6.20 G2-1 1.45 0.00 0.00 1.45 1.02 70.00%YES 3.12% 1.45 G2-2 0.25 0.00 0.00 0.25 0.23 90.00%YES 0.54% 0.25 G2-3 0.19 0.00 0.00 0.19 0.13 70.00%YES 0.41% 0.19 G2-4 2.89 0.00 0.00 2.89 2.60 90.00%YES 6.21% 2.89 G2-5 0.38 0.00 0.00 0.38 0.34 90.00%YES 0.82% 0.38 G2-6 0.59 0.00 0.00 0.59 0.41 70.00%YES 1.27% 0.59 Total= 5.75 0.00 0.00 5.75 4.73 80.09% 12.36% 5.75 75.00%3.55 POND F 5.14 0.00 0.00 5.14 1.51 29.44%YES 2.76% 0.00 Total= 5.14 0.00 0.00 8.29 1.51 29.44% 2.76% 0.00 120.96%1.83 19.37 25.48 Low Impact Development (LID) BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED Total Impervious Area Required to be Treated Using LID Techniques (acres) = BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED Total Impervious Area to be Treated Using LID Techniques (acres) = BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED Project: Basin ID: Design Information (Input):Design Information (Input): Catchment Drainage Imperviousness Ia = 63.90 percent Catchment Drainage Imperviousness Ia = 63.90 percent Catchment Drainage Area A = 21.31 acres Catchment Drainage Area A = 21.31 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 18 minutes Time of Concentration of Watershed Tc = 18 minutes Allowable Unit Release Rate q = 0.11350 cfs/acre Allowable Unit Release Rate q = cfs/acre One-hour Precipitation P1 = 0.60 inches One-hour Precipitation P1 = inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 =10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.44 Runoff Coefficient C = Inflow Peak Runoff Qp-in = 11.57 cfs Inflow Peak Runoff Qp-in = cfs Allowable Peak Outflow Rate Qp-out =2.42 cfs Allowable Peak Outflow Rate Qp-out = cfs Mod. FAA Minor Storage Volume = 15,042 cubic feet Mod. FAA Major Storage Volume = 0 cubic feet Mod. FAA Minor Storage Volume = 0.345 acre-ft Mod. FAA Major Storage Volume = 0.000 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input)(output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 5 2.02 0.130 1.00 2.42 0.017 0.114 5 0.00 0.000 0.00 10 1.61 0.208 1.00 2.42 0.033 0.174 10 0.00 0.000 0.00 15 1.35 0.261 1.00 2.42 0.050 0.211 15 0.00 0.000 0.00 20 1.17 0.302 0.95 2.30 0.063 0.238 20 0.00 0.000 0.00 25 1.03 0.334 0.86 2.08 0.072 0.262 25 0.00 0.000 0.00 30 0.93 0.361 0.80 1.93 0.080 0.281 30 0.00 0.000 0.00 35 0.85 0.384 0.76 1.83 0.088 0.295 35 0.00 0.000 0.00 40 0.78 0.403 0.73 1.75 0.097 0.307 40 0.00 0.000 0.00 45 0.72 0.421 0.70 1.69 0.105 0.316 45 0.00 0.000 0.00 50 0.68 0.437 0.68 1.64 0.113 0.323 50 0.00 0.000 0.00 55 0.63 0.451 0.66 1.61 0.122 0.329 55 0.00 0.000 0.00 60 0.60 0.464 0.65 1.57 0.130 0.334 60 0.00 0.000 0.00 65 0.57 0.476 0.64 1.54 0.138 0.338 65 0.00 0.000 0.00 70 0.54 0.487 0.63 1.52 0.147 0.341 70 0.00 0.000 0.00 75 0.51 0.498 0.62 1.50 0.155 0.343 75 0.00 0.000 0.00 80 0.49 0.507 0.61 1.48 0.163 0.344 80 0.00 0.000 0.00 85 0.47 0.517 0.61 1.47 0.172 0.345 85 0.00 0.000 0.00 90 0.45 0.525 0.60 1.45 0.180 0.345 90 0.00 0.000 0.00 95 0.43 0.533 0.59 1.44 0.188 0.345 95 0.00 0.000 0.00 100 0.42 0.541 0.59 1.43 0.197 0.345 100 0.00 0.000 0.00 105 0.40 0.549 0.59 1.42 0.205 0.344 105 0.00 0.000 0.00 110 0.39 0.556 0.58 1.41 0.213 0.343 110 0.00 0.000 0.00 115 0.38 0.563 0.58 1.40 0.222 0.341 115 0.00 0.000 0.00 120 0.37 0.569 0.58 1.39 0.230 0.339 120 0.00 0.000 0.00 125 0.36 0.576 0.57 1.38 0.238 0.337 125 0.00 0.000 0.00 130 0.35 0.582 0.57 1.38 0.247 0.335 130 0.00 0.000 0.00 135 0.34 0.588 0.57 1.37 0.255 0.333 135 0.00 0.000 0.00 140 0.33 0.593 0.56 1.36 0.263 0.330 140 0.00 0.000 0.00 145 0.32 0.599 0.56 1.36 0.272 0.327 145 0.00 0.000 0.00 150 0.31 0.604 0.56 1.35 0.280 0.324 150 0.00 0.000 0.00 155 0.30 0.609 0.56 1.35 0.288 0.321 155 0.00 0.000 0.00 160 0.30 0.614 0.56 1.35 0.297 0.318 160 0.00 0.000 0.00 165 0.29 0.619 0.55 1.34 0.305 0.314 165 0.00 0.000 0.00 170 0.28 0.624 0.55 1.34 0.313 0.311 170 0.00 0.000 0.00 175 0.28 0.629 0.55 1.33 0.321 0.307 175 0.00 0.000 0.00 180 0.27 0.633 0.55 1.33 0.330 0.303 180 0.00 0.000 0.00 185 0.27 0.637 0.55 1.33 0.338 0.299 185 0.00 0.000 0.00 190 0.26 0.642 0.55 1.32 0.346 0.295 190 0.00 0.000 0.00 195 0.26 0.646 0.55 1.32 0.355 0.291 195 0.00 0.000 0.00 200 0.25 0.650 0.55 1.32 0.363 0.287 200 0.00 0.000 0.00 205 0.25 0.654 0.54 1.32 0.371 0.283 205 0.00 0.000 0.00 210 0.24 0.658 0.54 1.31 0.380 0.278 210 0.00 0.000 0.00 215 0.24 0.662 0.54 1.31 0.388 0.274 215 0.00 0.000 0.00 220 0.23 0.665 0.54 1.31 0.396 0.269 220 0.00 0.000 0.00 225 0.23 0.669 0.54 1.31 0.405 0.264 225 0.00 0.000 0.00 230 0.23 0.673 0.54 1.30 0.413 0.260 230 0.00 0.000 0.00 235 0.22 0.676 0.54 1.30 0.421 0.255 235 0.00 0.000 0.00 240 0.22 0.680 0.54 1.30 0.430 0.250 240 0.00 0.000 0.00 245 0.22 0.683 0.54 1.30 0.438 0.245 245 0.00 0.000 0.00 250 0.21 0.686 0.54 1.30 0.446 0.240 250 0.00 0.000 0.00 255 0.21 0.690 0.54 1.29 0.455 0.235 255 0.00 0.000 0.00 260 0.21 0.693 0.53 1.29 0.463 0.230 260 0.00 0.000 0.00 265 0.20 0.696 0.53 1.29 0.471 0.225 265 0.00 0.000 0.00 270 0.20 0.699 0.53 1.29 0.480 0.220 270 0.00 0.000 0.00 275 0.20 0.702 0.53 1.29 0.488 0.214 275 0.00 0.000 0.00 280 0.20 0.705 0.53 1.29 0.496 0.209 280 0.00 0.000 0.00 285 0.19 0.708 0.53 1.29 0.505 0.204 285 0.00 0.000 0.00 290 0.19 0.711 0.53 1.28 0.513 0.198 290 0.00 0.000 0.00 295 0.19 0.714 0.53 1.28 0.521 0.193 295 0.00 0.000 0.00 300 0.19 0.717 0.53 1.28 0.530 0.187 300 0.00 0.000 0.00 Mod. FAA Minor Storage Volume (cubic ft.) = 15,042 Mod. FAA Major Storage Volume (cubic ft.) = 0 Mod. FAA Minor Storage Volume (acre-ft.) = 0.3453 Mod. FAA Major Storage Volume (acre-ft.) = 0.0000 DETENTION VOLUME BY THE MODIFIED FAA METHOD Brands West Industrial - Phase 1 Proposed Detention Pond Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Determination of MINOR Detention Volume Using Modified FAA Method 1230.0005_UD-Detention_Proposed Pond_Modified FAA Method.xls, Modified FAA 4/24/2023, 12:27 PM Project: Basin ID: DETENTION VOLUME BY THE MODIFIED FAA METHOD Brands West Industrial - Phase 1 Proposed Detention Pond UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0 50 100 150 200 250 300 350Volume (acre-feet)Duration (Minutes) Inflow and Outflow Volumes vs. Rainfall Duration Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 1230.0005_UD-Detention_Proposed Pond_Modified FAA Method.xls, Modified FAA 4/24/2023, 12:27 PM Project: Basin ID: Design Information (Input):Design Information (Input): Catchment Drainage Imperviousness Ia = 73.60 percent Catchment Drainage Imperviousness Ia = 73.60 percent Catchment Drainage Area A = 7.65 acres Catchment Drainage Area A = 7.65 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 18 minutes Time of Concentration of Watershed Tc = 18 minutes Allowable Unit Release Rate q = 0.11250 cfs/acre Allowable Unit Release Rate q = cfs/acre One-hour Precipitation P1 = 0.60 inches One-hour Precipitation P1 = inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 =10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.53 Runoff Coefficient C = Inflow Peak Runoff Qp-in = 5.00 cfs Inflow Peak Runoff Qp-in = cfs Allowable Peak Outflow Rate Qp-out =0.86 cfs Allowable Peak Outflow Rate Qp-out = cfs Mod. FAA Minor Storage Volume = 7,167 cubic feet Mod. FAA Major Storage Volume = 0 cubic feet Mod. FAA Minor Storage Volume = 0.165 acre-ft Mod. FAA Major Storage Volume = 0.000 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input)(output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 5 2.02 0.056 1.00 0.86 0.006 0.050 5 0.00 0.000 0.00 10 1.61 0.090 1.00 0.86 0.012 0.078 10 0.00 0.000 0.00 15 1.35 0.113 1.00 0.86 0.018 0.095 15 0.00 0.000 0.00 20 1.17 0.130 0.95 0.82 0.023 0.108 20 0.00 0.000 0.00 25 1.03 0.144 0.86 0.74 0.025 0.119 25 0.00 0.000 0.00 30 0.93 0.156 0.80 0.69 0.028 0.128 30 0.00 0.000 0.00 35 0.85 0.166 0.76 0.65 0.031 0.134 35 0.00 0.000 0.00 40 0.78 0.174 0.73 0.62 0.034 0.140 40 0.00 0.000 0.00 45 0.72 0.182 0.70 0.60 0.037 0.145 45 0.00 0.000 0.00 50 0.68 0.189 0.68 0.59 0.040 0.148 50 0.00 0.000 0.00 55 0.63 0.195 0.66 0.57 0.043 0.152 55 0.00 0.000 0.00 60 0.60 0.201 0.65 0.56 0.046 0.154 60 0.00 0.000 0.00 65 0.57 0.206 0.64 0.55 0.049 0.157 65 0.00 0.000 0.00 70 0.54 0.211 0.63 0.54 0.052 0.158 70 0.00 0.000 0.00 75 0.51 0.215 0.62 0.53 0.055 0.160 75 0.00 0.000 0.00 80 0.49 0.219 0.61 0.53 0.058 0.161 80 0.00 0.000 0.00 85 0.47 0.223 0.61 0.52 0.061 0.162 85 0.00 0.000 0.00 90 0.45 0.227 0.60 0.52 0.064 0.163 90 0.00 0.000 0.00 95 0.43 0.231 0.59 0.51 0.067 0.164 95 0.00 0.000 0.00 100 0.42 0.234 0.59 0.51 0.070 0.164 100 0.00 0.000 0.00 105 0.40 0.237 0.59 0.50 0.073 0.164 105 0.00 0.000 0.00 110 0.39 0.240 0.58 0.50 0.076 0.165 110 0.00 0.000 0.00 115 0.38 0.243 0.58 0.50 0.079 0.165 115 0.00 0.000 0.00 120 0.37 0.246 0.58 0.49 0.082 0.164 120 0.00 0.000 0.00 125 0.36 0.249 0.57 0.49 0.085 0.164 125 0.00 0.000 0.00 130 0.35 0.252 0.57 0.49 0.088 0.164 130 0.00 0.000 0.00 135 0.34 0.254 0.57 0.49 0.091 0.163 135 0.00 0.000 0.00 140 0.33 0.257 0.56 0.49 0.094 0.163 140 0.00 0.000 0.00 145 0.32 0.259 0.56 0.48 0.097 0.162 145 0.00 0.000 0.00 150 0.31 0.261 0.56 0.48 0.100 0.162 150 0.00 0.000 0.00 155 0.30 0.263 0.56 0.48 0.103 0.161 155 0.00 0.000 0.00 160 0.30 0.266 0.56 0.48 0.106 0.160 160 0.00 0.000 0.00 165 0.29 0.268 0.55 0.48 0.108 0.159 165 0.00 0.000 0.00 170 0.28 0.270 0.55 0.48 0.111 0.158 170 0.00 0.000 0.00 175 0.28 0.272 0.55 0.47 0.114 0.157 175 0.00 0.000 0.00 180 0.27 0.274 0.55 0.47 0.117 0.156 180 0.00 0.000 0.00 185 0.27 0.276 0.55 0.47 0.120 0.155 185 0.00 0.000 0.00 190 0.26 0.277 0.55 0.47 0.123 0.154 190 0.00 0.000 0.00 195 0.26 0.279 0.55 0.47 0.126 0.153 195 0.00 0.000 0.00 200 0.25 0.281 0.55 0.47 0.129 0.152 200 0.00 0.000 0.00 205 0.25 0.283 0.54 0.47 0.132 0.151 205 0.00 0.000 0.00 210 0.24 0.284 0.54 0.47 0.135 0.149 210 0.00 0.000 0.00 215 0.24 0.286 0.54 0.47 0.138 0.148 215 0.00 0.000 0.00 220 0.23 0.288 0.54 0.47 0.141 0.147 220 0.00 0.000 0.00 225 0.23 0.289 0.54 0.46 0.144 0.145 225 0.00 0.000 0.00 230 0.23 0.291 0.54 0.46 0.147 0.144 230 0.00 0.000 0.00 235 0.22 0.292 0.54 0.46 0.150 0.142 235 0.00 0.000 0.00 240 0.22 0.294 0.54 0.46 0.153 0.141 240 0.00 0.000 0.00 245 0.22 0.295 0.54 0.46 0.156 0.140 245 0.00 0.000 0.00 250 0.21 0.297 0.54 0.46 0.159 0.138 250 0.00 0.000 0.00 255 0.21 0.298 0.54 0.46 0.162 0.136 255 0.00 0.000 0.00 260 0.21 0.300 0.53 0.46 0.165 0.135 260 0.00 0.000 0.00 265 0.20 0.301 0.53 0.46 0.168 0.133 265 0.00 0.000 0.00 270 0.20 0.302 0.53 0.46 0.171 0.132 270 0.00 0.000 0.00 275 0.20 0.304 0.53 0.46 0.174 0.130 275 0.00 0.000 0.00 280 0.20 0.305 0.53 0.46 0.177 0.128 280 0.00 0.000 0.00 285 0.19 0.306 0.53 0.46 0.180 0.127 285 0.00 0.000 0.00 290 0.19 0.308 0.53 0.46 0.183 0.125 290 0.00 0.000 0.00 295 0.19 0.309 0.53 0.46 0.186 0.123 295 0.00 0.000 0.00 300 0.19 0.310 0.53 0.46 0.188 0.122 300 0.00 0.000 0.00 Mod. FAA Minor Storage Volume (cubic ft.) = 7,167 Mod. FAA Major Storage Volume (cubic ft.) = 0 Mod. FAA Minor Storage Volume (acre-ft.) = 0.1645 Mod. FAA Major Storage Volume (acre-ft.) = 0.0000 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD Brands West Industrial - Phase 1 Proposed Detention Pond 1230.0005_UD-Detention_Proposed Pond_Modified FAA Method Basin G2.xls, Modified FAA 4/24/2023, 12:30 PM Project: Basin ID: UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 DETENTION VOLUME BY THE MODIFIED FAA METHOD Brands West Industrial - Phase 1 Proposed Detention Pond 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0 50 100 150 200 250 300 350Volume (acre-feet)Duration (Minutes) Inflow and Outflow Volumes vs. Rainfall Duration Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 1230.0005_UD-Detention_Proposed Pond_Modified FAA Method Basin G2.xls, Modified FAA 4/24/2023, 12:30 PM Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistMC-3500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-3500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT 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 CONSIDERATIONFOR 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, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBERDEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCEDFROM REFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING 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 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT 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.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-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 - 6" (150 mm) 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 MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.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 DESIGNENGINEER.11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.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 ACCORDANCEWITH 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 ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.©2023 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERMONTAVA PHASE EFORT COLLINS, CO, USA StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE EFORT COLLINS, CO, USASHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH 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 MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" ISOLATOR ROW PLUS INVERT:0.9218" x 18" BOTTOM MANIFOLD INVERT:0.9018" x 18" BOTTOM MANIFOLD INVERT:0.9018" BOTTOM CONNECTION INVERT:0.90BOTTOM OF MC-3500 CHAMBER:0.75UNDERDRAIN INVERT:0.00BOTTOM OF STONE:0.00PROPOSED LAYOUT110STORMTECH MC-3500 CHAMBERS22STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID21385INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)6332SYSTEM AREA (SF)327.7SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPCFLAMP1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12EMANIFOLD8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE20.9 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTUREW/WEIR6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINHUNDERDRAINISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS0153085.68'78.18'75.42'75.58'HCBDAEGF StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMSPLEASE 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 FORCOMPACTION 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.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76DESIGNATION 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 CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.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 SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OFASTM 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 YELLOWCOLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,345"(1140 mm)18"(450 mm) MIN*8'(2.4 m)MAX12" (300 mm) MIN77" (1950 mm)12" (300 mm) MIN6"(150 mm) MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm).6" (150 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-3500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE EFORT COLLINS, CO, USASHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.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 ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.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 PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 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.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-3500 ISOLATOR ROW PLUS DETAILNTS24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC3500IEPP24BC OR MC3500IEPP24BWSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-3500 CHAMBEROPTIONAL INSPECTION PORTMC-3500 END CAPONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MCFLAMP4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE EFORT COLLINS, CO, USASHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemUNDERDRAIN DETAILNTSAABBSECTION A-ASECTION B-BDUAL WALLPERFORATEDHDPEUNDERDRAINADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECH END CAPADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECHCHAMBEROUTLET MANIFOLDSTORMTECH END CAPSTORMTECHCHAMBERSNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMSFOUNDATION STONEBENEATH CHAMBERSFOUNDATION STONEBENEATH CHAMBERSMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONPART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.PART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE EFORT COLLINS, CO, USASHEETOF55 Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistMC-3500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-3500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT 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 CONSIDERATIONFOR 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, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBERDEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCEDFROM REFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING 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 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT 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.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-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 - 6" (150 mm) 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 MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.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 DESIGNENGINEER.11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.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 ACCORDANCEWITH 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 ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.©2023 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERMONTAVA PHASE E BASIN G2FORT COLLINS, CO, USA StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE E BASIN G2FORT COLLINS, CO, USASHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH 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 MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" ISOLATOR ROW PLUS INVERT:0.9218" x 18" BOTTOM MANIFOLD INVERT:0.9018" BOTTOM CONNECTION INVERT:0.90BOTTOM OF MC-3500 CHAMBER:0.75UNDERDRAIN INVERT:0.00BOTTOM OF STONE:0.00PROPOSED LAYOUT39STORMTECH MC-3500 CHAMBERS8STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID7866INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)2374SYSTEM AREA (SF)222.6SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPCFLAMP1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD4.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)ECONCRETE STRUCTURE16.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTUREW/WEIR6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINGUNDERDRAINISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS0102081.55'29.77'75.42'27.17'GBCDAEF StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMSPLEASE 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 FORCOMPACTION 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.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76DESIGNATION 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 CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.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 SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OFASTM 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 YELLOWCOLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,345"(1140 mm)18"(450 mm) MIN*8'(2.4 m)MAX12" (300 mm) MIN77" (1950 mm)12" (300 mm) MIN6"(150 mm) MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm).6" (150 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-3500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE E BASIN G2FORT COLLINS, CO, USASHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.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 ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.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 PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 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.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-3500 ISOLATOR ROW PLUS DETAILNTS24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC3500IEPP24BC OR MC3500IEPP24BWSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-3500 CHAMBEROPTIONAL INSPECTION PORTMC-3500 END CAPONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MCFLAMP4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE E BASIN G2FORT COLLINS, CO, USASHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemUNDERDRAIN DETAILNTSAABBSECTION A-ASECTION B-BDUAL WALLPERFORATEDHDPEUNDERDRAINADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECH END CAPADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECHCHAMBEROUTLET MANIFOLDSTORMTECH END CAPSTORMTECHCHAMBERSNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMSFOUNDATION STONEBENEATH CHAMBERSFOUNDATION STONEBENEATH CHAMBERSMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONPART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.PART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: BGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMONTAVA PHASE E BASIN G2FORT COLLINS, CO, USASHEETOF55 Appendix C FEMA FLOOD INSURANCE RATE MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/12/2021 at 3:48 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°1'53"W 40°36'53"N 105°1'16"W 40°36'25"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 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 November 26, 2022 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......................................................................14 5—Aquepts, loamy......................................................................................14 7—Ascalon sandy loam, 0 to 3 percent slopes...........................................15 22—Caruso clay loam, 0 to 1 percent slope...............................................16 35—Fort Collins loam, 0 to 3 percent slopes..............................................18 53—Kim loam, 1 to 3 percent slopes..........................................................19 54—Kim loam, 3 to 5 percent slopes..........................................................20 94—Satanta loam, 0 to 1 percent slopes....................................................22 95—Satanta loam, 1 to 3 percent slopes....................................................23 98—Satanta Variant clay loam, 0 to 3 percent slopes.................................24 101—Stoneham loam, 1 to 3 percent slopes..............................................26 102—Stoneham loam, 3 to 5 percent slopes..............................................27 103—Stoneham loam, 5 to 9 percent slopes..............................................29 Soil Information for All Uses...............................................................................31 Soil Properties and Qualities..............................................................................31 Soil Qualities and Features.............................................................................31 Hydrologic Soil Group.................................................................................31 References............................................................................................................36 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 449550044956004495700449580044959004496000449610044962004496300449550044956004495700449580044959004496000449610044962004496300497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600 497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600 40° 37' 5'' N 105° 2' 2'' W40° 37' 5'' N105° 0' 57'' W40° 36' 33'' N 105° 2' 2'' W40° 36' 33'' N 105° 0' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,960 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil 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 17, Sep 7, 2022 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 5.0 2.8% 7 Ascalon sandy loam, 0 to 3 percent slopes 0.0 0.0% 22 Caruso clay loam, 0 to 1 percent slope 27.0 15.1% 35 Fort Collins loam, 0 to 3 percent slopes 49.5 27.6% 53 Kim loam, 1 to 3 percent slopes 0.3 0.2% 54 Kim loam, 3 to 5 percent slopes 1.0 0.6% 94 Satanta loam, 0 to 1 percent slopes 4.6 2.6% 95 Satanta loam, 1 to 3 percent slopes 0.0 0.0% 98 Satanta Variant clay loam, 0 to 3 percent slopes 57.9 32.3% 101 Stoneham loam, 1 to 3 percent slopes 21.3 11.9% 102 Stoneham loam, 3 to 5 percent slopes 5.9 3.3% 103 Stoneham loam, 5 to 9 percent slopes 6.6 3.7% Totals for Area of Interest 179.1 100.0% 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 Custom Soil Resource Report 11 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 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 Custom Soil Resource Report 12 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 13 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:Draws, depressions, 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:NoneRare Frequency of ponding:None Interpretive groups Land capability classification (irrigated): 5w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: A/D Ecological site: R067BY073CO - Riparian 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 14 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 7—Ascalon sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2swl3 Elevation: 3,870 to 5,960 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 46 to 57 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Ascalon and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform:Interfluves Landform position (two-dimensional):Summit Down-slope shape:Linear Across-slope shape:Linear Parent material:Wind-reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 6 inches: sandy loam Bt1 - 6 to 12 inches: sandy clay loam Bt2 - 12 to 19 inches: sandy clay loam Bk - 19 to 35 inches: sandy clay loam C - 35 to 80 inches: sandy 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 (0.60 to 2.00 in/hr) Custom Soil Resource Report 15 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 (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum:1.0 Available water supply, 0 to 60 inches: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Olnest Percent of map unit:10 percent Landform:Interfluves Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY024CO - Sandy Plains Hydric soil rating: No Vona Percent of map unit:5 percent Landform:Interfluves Landform position (two-dimensional):Summit Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY024CO - Sandy 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. Custom Soil Resource Report 16 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:NoneOccasional 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 Custom Soil Resource Report 17 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:Stream terraces, interfluves 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 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 Custom Soil Resource Report 18 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 53—Kim loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jpwx 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 Kim and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform:Fans Landform position (three-dimensional):Base slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: clay loam Custom Soil Resource Report 19 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 slightly saline (0.0 to 4.0 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): 4e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Fort collins Percent of map unit:6 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Stoneham Percent of map unit:3 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Aquic haplustolls Percent of map unit:1 percent Landform:Swales Hydric soil rating: Yes 54—Kim loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: jpwy 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: Farmland of statewide importance Map Unit Composition Kim and similar soils:90 percent Custom Soil Resource Report 20 Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform:Fans Landform position (three-dimensional):Base slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: clay 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 (0.60 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 slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Thedalund Percent of map unit:4 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Stoneham Percent of map unit:3 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Fort collins Percent of map unit:2 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Aquic haplustolls Percent of map unit:1 percent Landform:Swales Hydric soil rating: Yes Custom Soil Resource Report 21 94—Satanta loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2wz89 Elevation: 3,670 to 5,410 feet Mean annual precipitation: 10 to 23 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 105 to 160 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:Alluvial fans Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile Ap - 0 to 10 inches: loam Bt - 10 to 17 inches: clay loam C - 17 to 79 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Negligible 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) Available water supply, 0 to 60 inches: Very high (about 12.3 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: R072XY111KS - Sandy Plains Hydric soil rating: No Custom Soil Resource Report 22 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:R072XY108KS - Loamy Lowland 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:R072XY111KS - Sandy Plains Hydric soil rating: No 95—Satanta loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2w5f3 Elevation: 3,670 to 5,410 feet Mean annual precipitation: 14 to 23 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 130 to 163 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 Custom Soil Resource Report 23 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) Available water supply, 0 to 60 inches: Very high (about 12.2 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY024CO - Sandy 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:R067BY024CO - Sandy 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 Custom Soil Resource Report 24 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 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:OccasionalNone 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 Custom Soil Resource Report 25 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 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 Custom Soil Resource Report 26 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 102—Stoneham loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2x0j1 Elevation: 3,500 to 6,500 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 Stoneham and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Stoneham Setting Landform:Low hills, interfluves Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvial and/or eolian tertiary aged pedisediment Typical profile Ap - 0 to 4 inches: loam Bt - 4 to 9 inches: clay loam Btk - 9 to 13 inches: clay loam Bk1 - 13 to 18 inches: loam Bk2 - 18 to 34 inches: loam C - 34 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 Custom Soil Resource Report 27 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) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Satanta Percent of map unit:5 percent Landform:Interfluves Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Kimst Percent of map unit:5 percent Landform:Interfluves, low hills Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Weld Percent of map unit:5 percent Landform:Interfluves Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 28 103—Stoneham loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: jptw 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: Farmland of local importance Map Unit Composition Stoneham and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Stoneham Setting Landform:Benches, terraces Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 9 inches: clay loam H3 - 9 to 60 inches: clay loam Properties and qualities Slope:5 to 9 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium 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): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: R067BY008CO - Loamy Slopes Hydric soil rating: No Custom Soil Resource Report 29 Minor Components Kim Percent of map unit:8 percent Ecological site:R067BY008CO - Loamy Slopes Hydric soil rating: No Larimer Percent of map unit:5 percent Ecological site:R067BY008CO - Loamy Slopes Hydric soil rating: No Fort collins Percent of map unit:2 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 30 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. 31 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 32 33 Custom Soil Resource Report Map—Hydrologic Soil Group 449550044956004495700449580044959004496000449610044962004496300449550044956004495700449580044959004496000449610044962004496300497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600 497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600 40° 37' 5'' N 105° 2' 2'' W40° 37' 5'' N105° 0' 57'' W40° 36' 33'' N 105° 2' 2'' W40° 36' 33'' N 105° 0' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,960 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 17, Sep 7, 2022 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 34 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 5.0 2.8% 7 Ascalon sandy loam, 0 to 3 percent slopes B 0.0 0.0% 22 Caruso clay loam, 0 to 1 percent slope D 27.0 15.1% 35 Fort Collins loam, 0 to 3 percent slopes C 49.5 27.6% 53 Kim loam, 1 to 3 percent slopes B 0.3 0.2% 54 Kim loam, 3 to 5 percent slopes B 1.0 0.6% 94 Satanta loam, 0 to 1 percent slopes C 4.6 2.6% 95 Satanta loam, 1 to 3 percent slopes C 0.0 0.0% 98 Satanta Variant clay loam, 0 to 3 percent slopes D 57.9 32.3% 101 Stoneham loam, 1 to 3 percent slopes B 21.3 11.9% 102 Stoneham loam, 3 to 5 percent slopes C 5.9 3.3% 103 Stoneham loam, 5 to 9 percent slopes B 6.6 3.7% Totals for Area of Interest 179.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 35 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 36 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 37 Appendix E DRAINAGE PLANS 842438426POND EPOND A1424430436435OVERFLOW42924274.17477363535297303022925426426_OVER757228POND BPOND D26.1POND F426MAPLE HILLSUBDIVISIONSTORYBOOKSUBDIVISIONSODFARMANHEUSERBUSCHWATERGLENSUBDIVISIONTRAIL HEADSUBDIVISIONL&W CANALNO. 8 DITCHL&W CANALN. GIDDINGS RD.C&S RAILROADI-25RICHARDS LAKE RD. (CR 52)MOUNTAIN VISTA DR. (CR 50)9079099042131.18334357298294317307258418311689143731427.1822427POND C43483424POND A42512499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215303.431.6100 MARTINMARTIN.COMMONTAVAMASTER DRAINAGE PLANDEVELOPED ROUTING SCHEMATICD1 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215303.431.6100 MARTINMARTIN.COMMONTAVAMASTER DRAINAGE PLANDEVELOPED ROUTING SCHEMATICD2DIVERSION SUMMARYSWMMELEMENTQ100 INFLOW(CFS)Q100 DIVERTED(CFS)Q100REMAINING(CFS)833.1 408 279125842 1000 617384OUTFALL SUMMARYSWMMELEMENTQ100 (CFS)904 138907 385909 729POND SUMMARYSWMM ELEMENTQ100 IN (CFS) Q100 OUT (CFS) VOLUME (AC-FT)425 883 819 47426 1322 760 307429 1000 390 13.6430 231 295.5435 468 41530436 1562 1548 25438 732 0 88426 OVERFLOW 167 138 59POND A 1807 1042 123POND A1 76122.8POND A2 78 3.5 3.0POND B 627.22.3POND C 1077.14.6POND D1728.6 9.0POND E17491 3.2POND F 166 6.4 11.4BASIN SUMMARYBASIN IDAREA (AC)% IMPQ2 (CFS) Q100 (CFS)A112.1801170A213.3 801278B 16.6 50 10 62C1 27.6 50 17 107C2 82.0 50 38 246D 47.3 60 26 172E 83.9 25 25 159F 46.9 60 25 166G1 80.4 80 36 249G2 10.0 80 9 59H 45.6 10 10 53I1 58.2 10 8 49I2 34.8 2 2 11J1 20.5 50 9 58J2 22.2 50 18 101J344.550 25 158K122.8 601173K260.0 6027180L 110.5 60 55 361M 42.02214N 86.6 80 61 400O 60.8 10 12 65P 30.2 2 2 12OS-1 45.0 20 11 7124 33.74544 28029 268.8 29 192 100030 33.5 49 44 23137 34.6 232214838 290.7 542469200 33.6 5 5 46DESIGN POINT SUMMARYSWMM ELEMENTQ100 (CFS)16 152138531 35531.1 33831.2 277427 319427.1 6427.29431 1312434 7437 333439 1043442 53725 513729415730 28822 249829 513831224833 138834 1781841 396891 418CONVEYANCE ELEMENT SUMMARYSWMMELEMENTQ100 (CFS)21 38524725 51226 23926.1 626.2 927 1780284529 41330 2731 35331.1 33831.2 27631.3 27134 104335 46872 22473 13974 12574.1 39675 39177 1000229 513231 1310237 310242 493426 760426_OVERFLOW167CULVERT SIZE BY DESIGN POINTSWMMELEMENTBARRELS-SIZEQ100 (CFS)HEADWATER DEPTH(FT)21 2-8x4 3854.4312-7x4355 4.631.1 2-8x4 338 4.131.2 4-48"D2774.1427 2-6x4 319 4.7427.1 1-18"D 6 1.6427.2 1-18"D 9 2.64311-15x10 & 1-5x121312 7.6434 1-18"D 7 1.9437 3-6x3 333 4.2822 3-48"D 249 4.6831 3-48"D2244.3833 2-48"D 138 4.18344-10X51781 7.38412-5X5396 6.29041-60"D138 13.0 Appendix F DETENTION DESIGN MONTAVA SUBDIVISION FINAL DRAINAGE REPORT % Imperviousness 80.00% WQCV (inches)* =a(0.91i3-1.19i2+0.78i)0.33 inches Volume = (WQCV/12)xA 0.21 ac-ft *WQCV in 40-hr drain time a=0.9 from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time UDFCD Storm Drainage Criteria Manual Volume 3 Water Quality Capture Volume (WQCV) Offsite Pond Project: Basin ID: Depth Increment = ft Watershed Information 4994 Top of Micropool -- 0.00 -- -- -- 4,415 0.101 Selected BMP Type =EDB 4995 -- 1.00 -- -- -- 7,096 0.163 5,756 0.132 Watershed Area = 7.71 acres 4996 -- 2.00 -- -- -- 8,794 0.202 13,701 0.315 Watershed Length = 1,200 ft 4997 -- 3.00 -- -- -- 10,429 0.239 23,313 0.535 Watershed Length to Centroid = 850 ft -- -- -- -- Watershed Slope =0.020ft/ft -- ------ Watershed Imperviousness = 80.00% percent -- -- -- -- Percentage Hydrologic Soil Group A = 0.0% percent -- -- -- -- Percentage Hydrologic Soil Group B = 16.4% percent -- -- -- -- Percentage Hydrologic Soil Groups C/D = 83.6% percent -- -- -- -- Target WQCV Drain Time = 40.0 hours -- -- -- -- Location for 1-hr Rainfall Depths = Denver - Capitol Building -- -- -- -- -- -- -- -- -- -- -- -- Optional User Overrides -- -- -- -- Water Quality Capture Volume (WQCV) = 0.211 acre-feet acre-feet -- -- -- -- Excess Urban Runoff Volume (EURV) = 0.619 acre-feet acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.83 in.) = 0.398 acre-feet inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.09 in.) = 0.556 acre-feet inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.33 in.) = 0.710 acre-feet inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.69 in.) = 0.962 acre-feet inches -- -- -- -- 50-yr Runoff Volume (P1 = 1.99 in.) = 1.165 acre-feet inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.31 in.) = 1.391 acre-feet inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.14 in.) = 1.962 acre-feet inches -- -- -- -- Approximate 2-yr Detention Volume = 0.380 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.539 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.657 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.776 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.834 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.913 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.211 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 0.211 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) =userft -- ------ Depth of Trickle Channel (HTC) =userft -- ------ Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) =user -- ------ -- -- -- -- Initial Surcharge Area (AISV) =user ft 2 -- -- -- -- Surcharge Volume Length (LISV) =user ft -- -- -- -- Surcharge Volume Width (WISV) =user ft -- -- -- -- Depth of Basin Floor (HFLOOR) =user ft -- -- -- -- Length of Basin Floor (LFLOOR) =user ft -- -- -- -- Width of Basin Floor (WFLOOR) =user ft -- -- -- -- Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) =user ft -- -- -- -- Length of Main Basin (LMAIN) =user ft -- -- -- -- Width of Main Basin (WMAIN) =user ft -- -- -- -- Area of Main Basin (AMAIN) =user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) =user ft 3 -- -- -- -- Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Total detention volume is less than 100-year volume. After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) MHFD-Detention, Version 4.05 (January 2022) ExampleZone Configuration (Retention Pond) Pond G2.xlsm, Basin 4/24/2023, 4:39 PM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 1.46 Zone 1 (WQCV) 1.46 Zone 1 (WQCV) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, Version 4.05 (January 2022) 0.000 0.135 0.270 0.405 0.540 0.000 0.060 0.120 0.180 0.240 0.00 1.00 2.00 3.00 4.00 Volume (ac‐ft)Area (acres)Stage (ft.) Area (acres)Volume (ac‐ft) 0 2700 5400 8100 10800 0 5 10 15 20 0.00 1.00 2.00 3.00 4.00 Area (sq.ft.)Length, Width (ft.)Stage (ft) Length (ft)Width (ft)Area (sq.ft.) Pond G2.xlsm, Basin 4/24/2023, 4:39 PM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 1.46 0.211 Orifice Plate Zone 2 Zone 3 Total (all zones) 0.211 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Centroid of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.215E-02 ft2 Depth at top of Zone using Orifice Plate = 1.43 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 4.00 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 1.75 sq. inches (diameter = 1-1/2 inches) Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.30 0.60 0.90 1.20 Orifice Area (sq. inches) 1.75 1.75 1.75 1.75 1.75 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifi Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = Vertical Orifice Diameter = inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow We grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht = Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = Overflow Weir Grate Slope = H:V Grate Open Area / 100-yr Orifice Area = Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris = Overflow Grate Type =Overflow Grate Open Area w/ Debris = Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Pla Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area = Circular Orifice Diameter = inches Outlet Orifice Centroid = Half-Central Angle of Restrictor Plate on Pipe = N/A N/A User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =1.46 feet Discharge at Top of Freeboard = cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year One-Hour Rainfall Depth (in) =N/A N/A 0.83 1.09 1.33 1.69 1.99 2.31 CUHP Runoff Volume (acre-ft) =0.211 0.619 0.398 0.556 0.710 0.962 1.165 1.391 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.398 0.556 0.710 0.962 1.165 1.391 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.0 0.4 1.2 3.4 4.7 6.4 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.01 0.05 0.15 0.43 0.60 0.82 Peak Inflow Q (cfs) =N/A N/A 5.1 7.1 8.9 12.6 15.3 18.5 Peak Outflow Q (cfs) =0.3 0.5 0.4 0.4 0.5 0.5 0.5 0.5 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 1.2 0.4 0.1 0.1 0.1 Structure Controlling Flow =Plate N/A Plate Plate N/A N/A N/A N/A Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =33 38 36 38 40 43 46 51 Time to Drain 99% of Inflow Volume (hours) =37 46 43 46 48 53 57 62 Maximum Ponding Depth (ft) =1.46 3.00 2.15 2.80 3.00 3.00 3.00 3.00 Area at Maximum Ponding Depth (acres) =0.18 0.24 0.21 0.23 0.24 0.24 0.24 0.24 Maximum Volume Stored (acre-ft) =0.211 0.535 0.343 0.488 0.535 0.535 0.535 0.535 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.05 (January 2022) The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Pond G2.xlsm, Outlet Structure 4/24/2023, 4:39 PM ice ft2 feet eir feet feet ft2 ft2 ate ft2 feet radians 500 Year 3.14 1.962 1.962 10.2 1.32 25.9 0.5 0.0 N/A N/A N/A 62 74 3.00 0.24 0.535 ). Pond G2.xlsm, Outlet Structure 4/24/2023, 4:39 PM COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11 eter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 ter = 7/16 inch) Count_VertOrifice1 = 0 0.18 eter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 ter = 9/16 inch) 1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29 eter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.36 er = 11/16 inch) Max Depth Row Count_OutletPipe1 = 0 0.42 eter = 3/4 inch)WQCV 147 Count_OutletPipe2 = 0 0.50 er = 13/16 inch)2 Year 216 COUNTA_2 (Standard FSD Setup)= 0 0.58 eter = 7/8 inch)EURV 301 Hidden Parameters & Calculations 0.67 er = 15/16 inch) 5 Year 281 MaxPondDepth_Error? FALSE 0.76 meter = 1 inch) 10 Year 301 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86 = 1-1/16 inches) 25 Year 301 WQ Plate Flow at 100yr depth = 0.45 0.97 = 1-1/8 inches) 50 Year 301 CLOG #1= 100% 1.08 = 1-3/16 inches) 100 Year 301 1 Z1_Boolean n*Cdw #1 = 0.00 1.20 = 1-1/4 inches) 500 Year 301 1 Z2_Boolean n*Cdo #1 = 0.00 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 1.45 = 1-3/8 inches) Opening Message CLOG #2= 100% 1.59 = 1-7/16 inches) Draintime Running n*Cdw #2 = 0.00 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) n*Cdo #2 = 0.00 1.88 = 1-9/16 inches)Vertical Orifice 1 000 Overflow Weir #2 Angle = 0.000 2.03 = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches)Overflow Weir 1 00 0Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.36 = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54 1-13/16 inches)Outlet Pipe 1 0 0 0 Freeboard 2.72 = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 0 3.09 eter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 0 3.29 gular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 1 WQCV Plate 0EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 4.00 30,000 10 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.05 (January 2022) 0 5 10 15 20 25 30 0.1 1 10FLOW [cfs]TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 20,000 40,000 60,000 80,000 100,000 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 OUTFLOW [cfs]AREA [ft^2], VOLUME [ft^3]PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Pond G2.xlsm, Outlet Structure 4/24/2023, 4:39 PM Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.31 0:15:00 0.00 0.00 0.22 0.68 1.01 0.78 1.14 1.18 2.01 0:20:00 0.00 0.00 1.77 2.61 3.31 2.34 2.95 3.30 4.97 0:25:00 0.00 0.00 4.15 5.88 7.51 5.30 6.52 7.28 10.90 0:30:00 0.00 0.00 5.15 7.10 8.94 10.99 13.42 15.45 21.94 0:35:00 0.00 0.00 4.96 6.75 8.45 12.64 15.33 18.48 25.95 0:40:00 0.00 0.00 4.59 6.16 7.70 12.49 15.10 18.18 25.45 0:45:00 0.00 0.00 4.08 5.56 7.00 11.53 13.93 17.15 23.97 0:50:00 0.00 0.00 3.66 5.08 6.31 10.67 12.87 15.83 22.10 0:55:00 0.00 0.00 3.28 4.55 5.68 9.53 11.50 14.38 20.07 1:00:00 0.00 0.00 2.94 4.07 5.12 8.48 10.24 13.08 18.26 1:05:00 0.00 0.00 2.68 3.70 4.70 7.58 9.15 11.94 16.67 1:10:00 0.00 0.00 2.41 3.46 4.43 6.66 8.05 10.31 14.43 1:15:00 0.00 0.00 2.19 3.20 4.21 5.99 7.24 9.03 12.67 1:20:00 0.00 0.00 1.99 2.91 3.87 5.30 6.40 7.75 10.87 1:25:00 0.00 0.00 1.81 2.64 3.43 4.68 5.65 6.61 9.26 1:30:00 0.00 0.00 1.63 2.37 3.01 4.03 4.85 5.61 7.85 1:35:00 0.00 0.00 1.46 2.13 2.63 3.43 4.12 4.70 6.57 1:40:00 0.00 0.00 1.31 1.82 2.31 2.89 3.47 3.89 5.43 1:45:00 0.00 0.00 1.21 1.60 2.09 2.44 2.92 3.21 4.49 1:50:00 0.00 0.00 1.16 1.46 1.97 2.13 2.56 2.74 3.85 1:55:00 0.00 0.00 1.03 1.37 1.85 1.94 2.33 2.45 3.45 2:00:00 0.00 0.00 0.93 1.27 1.70 1.82 2.18 2.25 3.17 2:05:00 0.00 0.00 0.74 1.02 1.37 1.45 1.74 1.77 2.50 2:10:00 0.00 0.00 0.59 0.80 1.08 1.13 1.35 1.36 1.91 2:15:00 0.00 0.00 0.46 0.63 0.85 0.88 1.05 1.04 1.46 2:20:00 0.00 0.00 0.36 0.49 0.66 0.68 0.81 0.79 1.11 2:25:00 0.00 0.00 0.28 0.38 0.51 0.53 0.63 0.61 0.85 2:30:00 0.00 0.00 0.22 0.29 0.38 0.40 0.48 0.46 0.65 2:35:00 0.00 0.00 0.17 0.22 0.29 0.30 0.36 0.35 0.49 2:40:00 0.00 0.00 0.12 0.16 0.22 0.23 0.27 0.27 0.38 2:45:00 0.00 0.00 0.09 0.12 0.17 0.17 0.21 0.20 0.29 2:50:00 0.00 0.00 0.06 0.09 0.12 0.13 0.15 0.15 0.21 2:55:00 0.00 0.00 0.04 0.06 0.08 0.09 0.10 0.10 0.14 3:00:00 0.00 0.00 0.02 0.04 0.05 0.06 0.07 0.07 0.09 3:05:00 0.00 0.00 0.01 0.02 0.03 0.03 0.04 0.04 0.05 3:10:00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.02 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN Pond G2.xlsm, Outlet Structure 4/24/2023, 4:39 PM Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft][ft 2][acres][ft 3][ac-ft] [cfs] For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). DETENTION BASIN OUTLET STRUCTURE DESIGN Stage - Storage Description MHFD-Detention, Version 4.05 (January 2022) Pond G2.xlsm, Outlet Structure 4/24/2023, 4:39 PM Appendix G STORM SEWER & CULVERT DESIGN ST-01 (ST-1A – ST-1K) AND ST-07 (ST-7A) 100-YEAR Rainfall Parameters Rainfall Return Period: 100 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) OUTFALL 1 4996.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1F 5001.30 73.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 1AA 5000.10 19.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 1AB 5000.15 15.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AA 5000.07 15.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AA 5000.07 11.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 1AC 5002.31 4.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- A1B 5002.48 4.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 1AD 5002.48 2.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1AC 5002.06 2.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AC 5002.06 2.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1AB 5002.17 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1BB 5000.02 5.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1BB 5000.02 5.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1BA 5000.02 3.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1BA 5000.02 3.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-7A 5001.72 5.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 7AA 5001.55 2.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-7AA 5001.55 2.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-7A 5001.50 3.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-7A 5001.50 3.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1G 5000.24 48.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1JB 4999.96 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1JB 4999.96 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1JA 4999.96 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1JA 4999.96 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1H 5000.29 45.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1CA 4999.81 12.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1CB 5000.94 6.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1CC 5000.79 5.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1CD 5000.29 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1CD 5000.29 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1CC 5000.79 2.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1CB 5000.94 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1CA 4999.81 6.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1DA 5000.21 15.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1DA 5000.21 1.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-1DA 4997.98 4.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1KA 5000.36 3.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1KA 5000.36 3.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1I 4999.93 32.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1EA 4999.64 3.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1EA 4999.64 3.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1EB 4999.64 8.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1EB 4999.64 8.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1J 5000.35 23.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1K 5000.98 7.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1L 5002.40 7.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1A 5002.50 7.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1A 5002.50 7.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1FA 5000.07 17.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1GA 4999.79 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1GA 4999.79 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1GB 4999.79 6.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1GB 4999.79 6.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1FB 5000.48 13.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 1HA 5001.23 10.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 1HA 5001.53 10.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1HA 5001.53 10.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1FC 5002.00 3.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1IB 5001.72 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1IB 5001.72 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-1IA 5001.72 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-1IA 5001.72 1.40 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 OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-1F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73.88 Surface Water Present (Downstream) STMH- 1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.98 STMH- 1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.51 INLET- 1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.51 DI-1AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.30 STMH- 1AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.51 INLET- A1B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.51 STMH- 1AD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.30 INLET- 1AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.30 DI-1AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.30 DI-1AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 INLET- 1BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 DI-1BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 INLET- 1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.10 DI-1BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.10 STMH-7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.48 INLET- 7AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 DI-7AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 INLET-7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.30 DI-7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.30 STMH-1G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.86 INLET-1JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 DI-1JB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 INLET-1JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 DI-1JA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 STMH-1H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45.99 INLET- 1CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.21 INLET- 1CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.46 INLET- 1CC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.17 INLET- 1CD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.40 DI-1CD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.40 DI-1CC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.70 DI-1CB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 DI-1CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.90 INLET- 1DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.48 DI-1DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.80 FES-1DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.60 Surface Water Present (Upstream) INLET- 1KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.70 DI-1KA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.70 STMH-1I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32.65 INLET- 1EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.10 DI-1EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.10 INLET- 1EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.30 DI-1EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.30 STMH-1J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.70 STMH-1K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.80 STMH-1L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.80 INLET-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.80 DI-1A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.80 STMH-1FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.73 INLET- 1GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 DI-1GA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 INLET- 1GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.30 DI-1GB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.30 STMH-1FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.47 STMH- 1HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.60 INLET- 1HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.60 DI-1HA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.60 Surface Water Present (Upstream) STMH-1FC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.78 INLET-1IB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.40 DI-1IB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.40 INLET-1IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 DI-1IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 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-1F 313.34 4992.39 0.2 4993.02 0.013 0.03 0.00 CIRCULAR 48.00 in 48.00 in STMH-1AA 209.70 4993.12 0.2 4993.54 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in STMH-1AB 24.30 4995.04 0.2 4995.09 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-1AA 133.23 4995.08 0.2 4995.35 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-1AA 1.00 4995.35 0.2 4995.35 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1AC 102.42 4995.36 0.5 4995.87 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-A1B 22.46 4996.00 0.5 4996.11 0.013 0.06 0.00 CIRCULAR 18.00 in 18.00 in STMH-1AD 27.16 4995.97 0.5 4996.11 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-1AC 118.80 4996.12 0.5 4996.71 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in DI-1AC 1.00 4996.71 0.5 4996.71 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-1AB 1.00 4995.98 0.5 4995.98 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1BB 20.00 4994.76 0.5 4994.86 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1BB 1.00 4994.86 0.5 4994.86 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1BA 52.00 4994.76 0.5 4995.02 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1BA 1.00 4994.86 0.5 4994.86 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-7A 42.14 4995.02 0.5 4995.23 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-7AA 52.00 4995.33 0.5 4995.59 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-7AA 1.00 4995.59 0.5 4995.59 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-7A 20.00 4995.33 0.5 4995.43 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-7A 1.00 4995.43 0.5 4995.43 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1G 85.50 4993.02 0.2 4993.19 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in INLET-1JB 8.00 4994.69 0.5 4994.73 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1JB 1.00 4994.73 0.5 4994.73 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1JA 28.00 4994.69 0.5 4994.83 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1JA 1.00 4994.83 0.5 4994.83 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1H 284.00 4993.19 0.2 4993.76 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in INLET-1CA 114.52 4993.86 0.2 4994.09 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-1CB 98.50 4995.30 0.5 4995.79 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-1CC 108.00 4995.78 0.2 4996.00 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-1CD 32.50 4996.01 0.2 4996.07 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in DI-1CD 1.00 4996.07 0.2 4996.07 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-1CC 1.00 4996.00 0.2 4996.00 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-1CB 1.00 4995.79 0.2 4995.79 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-1CA 1.00 4994.09 0.2 4994.09 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-1DA 104.50 4993.86 0.2 4994.07 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-1DA 104.50 4993.86 0.2 4994.07 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in FES-1DA 50.00 4994.08 1.8 4994.98 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-1KA 218.77 4995.07 0.2 4995.51 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1KA 218.77 4995.07 0.2 4995.51 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1I 85.06 4993.76 0.2 4993.93 0.013 0.06 0.00 CIRCULAR 42.00 in 42.00 in INLET-1EA 28.00 4994.03 0.5 4994.17 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1EA 1.00 4994.17 0.5 4994.17 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1EB 8.00 4994.03 0.5 4994.07 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1EB 1.00 4994.07 0.5 4994.07 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1J 74.87 4993.93 0.2 4994.08 0.013 0.08 0.00 CIRCULAR 36.00 in 36.00 in STMH-1K 73.20 4994.07 0.2 4994.22 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in STMH-1L 121.94 4994.95 0.2 4995.19 0.013 0.07 0.00 CIRCULAR 18.00 in 18.00 in INLET-1A 111.58 4994.97 0.2 4995.19 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1A 1.00 4995.19 0.2 4995.19 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1FA 60.59 4994.18 0.5 4994.48 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-1GA 8.00 4994.58 0.5 4994.62 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1GA 8.00 4994.58 0.5 4994.62 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1GB 28.00 4994.58 0.5 4994.72 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1GB 28.00 4994.58 0.5 4994.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1FB 56.58 4994.49 0.5 4994.77 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-1HA 34.98 4994.87 0.5 4995.04 0.013 0.97 0.00 CIRCULAR 18.00 in 18.00 in INLET-1HA 83.55 4995.04 0.5 4995.46 0.013 0.07 0.00 CIRCULAR 18.00 in 18.00 in DI-1HA 83.55 4995.04 0.5 4995.46 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-1FC 186.30 4994.77 0.5 4995.70 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-1IB 28.00 4995.80 0.5 4995.94 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1IB 1.00 4995.84 0.5 4995.84 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-1IA 8.00 4995.90 0.5 4995.94 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-1IA 1.00 4995.84 0.5 4995.84 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-1F 64.41 5.13 48.00 5.88 48.00 5.88 0.00 Pressurized 73.88 313.34 STMH-1AA 18.39 3.75 30.00 4.07 30.00 4.07 0.00 Pressurized 19.98 209.70 STMH-1AB 10.14 3.23 24.00 4.94 24.00 4.94 0.00 Pressurized 15.51 24.30 INLET-1AA 10.14 3.23 24.00 4.94 24.00 4.94 0.00 Pressurized 15.51 133.23 DI-1AA 4.71 2.67 18.00 6.39 18.00 6.39 0.00 Pressurized 11.30 1.00 STMH-1AC 7.45 4.21 9.78 4.60 10.11 4.41 0.94 Pressurized 4.51 102.42 INLET-A1B 7.45 4.21 9.78 4.60 10.11 4.41 0.94 Pressurized 4.51 22.46 STMH-1AD 7.45 4.21 6.88 3.70 6.87 3.71 1.00 Pressurized 2.30 27.16 INLET-1AC 7.45 4.21 6.88 3.70 6.87 3.71 1.00 Pressurized 2.30 118.80 DI-1AC 7.45 4.21 6.88 3.70 6.87 3.71 1.00 Pressurized 2.30 1.00 DI-1AB 7.45 4.21 5.51 3.27 5.48 3.30 1.01 Pressurized 1.50 1.00 INLET-1BB 7.45 4.21 10.32 4.77 10.79 4.52 0.92 Pressurized 5.00 20.00 DI-1BB 7.45 4.21 10.32 4.77 10.79 4.52 0.92 Pressurized 5.00 1.00 INLET-1BA 7.45 4.21 8.04 4.06 8.10 4.02 0.99 Pressurized 3.10 52.00 DI-1BA 7.45 4.21 8.04 4.06 8.10 4.02 0.99 Pressurized 3.10 1.00 STMH-7A 7.45 4.21 10.83 4.93 11.48 4.61 0.89 Pressurized 5.48 42.14 INLET-7AA 7.45 4.21 6.72 3.65 6.70 3.67 1.01 Pressurized 2.20 52.00 DI-7AA 7.45 4.21 6.72 3.65 6.70 3.67 1.01 Pressurized 2.20 1.00 INLET-7A 7.45 4.21 8.30 4.14 8.39 4.09 0.98 Pressurized 3.30 20.00 DI-7A 7.45 4.21 8.30 4.14 8.39 4.09 0.98 Pressurized 3.30 1.00 STMH-1G 64.41 5.13 25.15 7.33 31.26 5.64 0.66 Pressurized 48.86 85.50 INLET-1JB 7.45 4.21 6.40 3.55 6.37 3.57 1.01 Pressurized 2.00 8.00 DI-1JB 7.45 4.21 6.40 3.55 6.37 3.57 1.01 Pressurized 2.00 1.00 INLET-1JA 7.45 4.21 6.40 3.55 6.37 3.57 1.01 Pressurized 2.00 28.00 DI-1JA 7.45 4.21 6.40 3.55 6.37 3.57 1.01 Pressurized 2.00 1.00 STMH-1H 64.41 5.13 24.36 7.18 29.99 5.57 0.67 Pressurized 45.99 284.00 INLET-1CA 10.14 3.23 24.00 3.89 24.00 3.89 0.00 Pressurized 12.21 114.52 INLET-1CB 7.45 4.21 11.79 5.26 12.95 4.75 0.83 Pressurized 6.46 98.50 INLET-1CC 4.71 2.67 18.00 2.93 18.00 2.93 0.00 Pressurized 5.17 108.00 INLET-1CD 4.71 2.67 7.03 3.75 9.10 2.68 0.61 Pressurized 2.40 32.50 DI-1CD 4.71 2.67 7.03 3.75 9.10 2.68 0.61 Pressurized 2.40 1.00 DI-1CC 4.71 2.67 7.48 3.89 9.77 2.76 0.60 Pressurized 2.70 1.00 DI-1CB 4.71 2.67 5.12 3.14 6.46 2.28 0.64 Pressurized 1.30 1.00 DI-1CA 10.14 3.23 11.18 4.81 14.52 3.47 0.61 Pressurized 6.90 1.00 INLET-1DA 18.39 3.75 15.93 5.85 21.08 4.20 0.58 Pressurized 15.48 104.50 DI-1DA 10.14 3.23 5.58 3.25 6.84 2.44 0.67 Pressurized 1.80 104.50 FES-1DA 55.18 11.24 8.48 4.04 5.86 6.81 2.06 Pressurized 4.60 50.00 INLET-1KA 4.71 2.67 8.82 4.30 12.02 2.95 0.55 Pressurized 3.70 218.77 DI-1KA 4.71 2.67 8.82 4.30 12.02 2.95 0.55 Pressurized 3.70 218.77 STMH-1I 45.12 4.69 21.22 6.70 26.48 5.11 0.65 Pressurized 32.65 85.06 INLET-1EA 7.45 4.21 8.04 4.06 8.10 4.02 0.99 Pressurized 3.10 28.00 DI-1EA 7.45 4.21 8.04 4.06 8.10 4.02 0.99 Pressurized 3.10 1.00 INLET-1EB 7.45 4.21 18.00 4.70 18.00 4.70 0.00 Pressurized 8.30 8.00 DI-1EB 7.45 4.21 18.00 4.70 18.00 4.70 0.00 Pressurized 8.30 1.00 STMH-1J 29.91 4.23 18.82 6.34 24.19 4.69 0.62 Pressurized 23.70 74.87 STMH-1K 4.71 2.67 18.00 4.41 18.00 4.41 0.00 Pressurized 7.80 73.20 STMH-1L 4.71 2.67 18.00 4.41 18.00 4.41 0.00 Pressurized 7.80 121.94 INLET-1A 4.71 2.67 18.00 4.41 18.00 4.41 0.00 Pressurized 7.80 111.58 DI-1A 4.71 2.67 18.00 4.41 18.00 4.41 0.00 Pressurized 7.80 1.00 STMH-1FA 29.08 5.92 17.10 6.13 16.92 6.22 1.02 Pressurized 17.73 60.59 INLET-1GA 7.45 4.21 5.51 3.27 5.48 3.30 1.01 Pressurized 1.50 8.00 DI-1GA 7.45 4.21 5.51 3.27 5.48 3.30 1.01 Pressurized 1.50 8.00 INLET-1GB 7.45 4.21 11.64 5.21 12.70 4.73 0.84 Pressurized 6.30 28.00 DI-1GB 7.45 4.21 11.64 5.21 12.70 4.73 0.84 Pressurized 6.30 28.00 STMH-1FB 16.04 5.11 15.85 6.12 16.84 5.72 0.89 Pressurized 13.47 56.58 STMH-1HA 7.45 4.21 18.00 6.00 18.00 6.00 0.00 Pressurized 10.60 34.98 INLET-1HA 7.45 4.21 18.00 6.00 18.00 6.00 0.00 Pressurized 10.60 83.55 DI-1HA 7.45 4.21 18.00 6.00 18.00 6.00 0.00 Pressurized 10.60 83.55 STMH-1FC 7.45 4.21 8.92 4.33 9.08 4.23 0.97 Pressurized 3.78 186.30 INLET-1IB 7.45 4.21 7.03 3.75 7.03 3.76 1.00 Pressurized 2.40 28.00 DI-1IB 7.45 4.21 7.03 3.75 7.03 3.76 1.00 Pressurized 2.40 1.00 INLET-1IA 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 8.00 DI-1IA 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 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-1F 73.88 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-1AA 19.98 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-1AB 15.51 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 INLET-1AA 15.51 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 DI-1AA 11.30 CIRCULAR 18.00 in 18.00 in 27.00 in 27.00 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 STMH-1AC 4.51 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-A1B 4.51 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1AD 2.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1AC 2.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1AC 2.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1AB 1.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1BB 5.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1BB 5.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1BA 3.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1BA 3.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-7A 5.48 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-7AA 2.20 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-7AA 2.20 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-7A 3.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-7A 3.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1G 48.86 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 INLET-1JB 2.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1JB 2.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1JA 2.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1JA 2.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1H 45.99 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 INLET-1CA 12.21 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-1CB 6.46 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1CC 5.17 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-1CD 2.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1CD 2.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1CC 2.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1CB 1.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1CA 6.90 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-1DA 15.48 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 DI-1DA 1.80 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 FES-1DA 4.60 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-1KA 3.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1KA 3.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1I 32.65 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 INLET-1EA 3.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1EA 3.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1EB 8.30 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-1EB 8.30 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 STMH-1J 23.70 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 STMH-1K 7.80 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 STMH-1L 7.80 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-1A 7.80 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 DI-1A 7.80 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 STMH-1FA 17.73 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91 INLET-1GA 1.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1GA 1.50 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1GB 6.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1GB 6.30 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-1FB 13.47 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 STMH-1HA 10.60 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-1HA 10.60 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-1HA 10.60 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 STMH-1FC 3.78 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1IB 2.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1IB 2.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-1IA 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-1IA 1.40 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): 0.00 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-1F 4992.39 4993.02 0.00 0.00 4996.39 4997.22 4996.93 0.82 4997.75 STMH-1AA 4993.12 4993.54 0.34 0.00 4997.84 4998.33 4998.09 0.49 4998.59 STMH-1AB 4995.04 4995.09 0.02 0.00 4998.35 4998.46 4998.73 0.11 4998.84 INLET-1AA 4995.08 4995.35 0.50 0.00 4998.96 4999.59 4999.34 0.62 4999.97 DI-1AA 4995.35 4995.35 0.16 0.00 4999.75 4999.76 5000.38 0.01 5000.39 STMH-1AC 4995.36 4995.87 0.01 0.00 4999.87 5000.06 4999.97 0.19 5000.16 INLET-A1B 4996.00 4996.11 0.01 0.00 5000.06 5000.10 5000.16 0.04 5000.21 STMH-1AD 4995.97 4996.11 0.00 0.00 5000.18 5000.19 5000.21 0.01 5000.22 INLET-1AC 4996.12 4996.71 0.00 0.00 5000.19 5000.25 5000.22 0.06 5000.28 DI-1AC 4996.71 4996.71 0.01 0.00 5000.26 5000.26 5000.28 0.00 5000.28 DI-1AB 4995.98 4995.98 0.00 0.00 5000.20 5000.20 5000.21 0.00 5000.21 INLET-1BB 4994.76 4994.86 0.16 0.00 4998.63 4998.67 4998.75 0.05 4998.80 DI-1BB 4994.86 4994.86 0.03 0.00 4998.70 4998.71 4998.83 0.00 4998.83 INLET-1BA 4994.76 4995.02 0.06 0.00 4998.60 4998.65 4998.65 0.05 4998.70 DI-1BA 4994.86 4994.86 0.01 0.00 4998.66 4998.66 4998.71 0.00 4998.71 STMH-7A 4995.02 4995.23 0.20 0.00 4997.80 4997.92 4997.95 0.11 4998.07 INLET-7AA 4995.33 4995.59 0.03 0.00 4998.07 4998.10 4998.10 0.02 4998.12 DI-7AA 4995.59 4995.59 0.01 0.00 4998.10 4998.10 4998.13 0.00 4998.13 INLET-7A 4995.33 4995.43 0.07 0.00 4998.08 4998.10 4998.14 0.02 4998.16 DI-7A 4995.43 4995.43 0.01 0.00 4998.12 4998.12 4998.17 0.00 4998.17 STMH-1G 4993.02 4993.19 0.01 0.00 4997.53 4997.63 4997.77 0.10 4997.86 INLET-1JB 4994.69 4994.73 0.03 0.00 4997.87 4997.87 4997.89 0.00 4997.89 DI-1JB 4994.73 4994.73 0.00 0.00 4997.88 4997.88 4997.90 0.00 4997.90 INLET-1JA 4994.69 4994.83 0.03 0.00 4997.87 4997.88 4997.89 0.01 4997.90 DI-1JA 4994.83 4994.83 0.00 0.00 4997.89 4997.89 4997.91 0.00 4997.91 STMH-1H 4993.19 4993.76 0.01 0.00 4997.67 4997.96 4997.88 0.29 4998.16 INLET-1CA 4993.86 4994.09 0.31 0.00 4998.27 4998.60 4998.50 0.33 4998.83 INLET-1CB 4995.30 4995.79 0.27 0.00 4998.90 4999.27 4999.11 0.37 4999.48 INLET-1CC 4995.78 4996.00 0.01 0.00 4999.35 4999.61 4999.48 0.26 4999.74 INLET-1CD 4996.01 4996.07 0.00 0.00 4999.72 4999.73 4999.75 0.02 4999.76 DI-1CD 4996.07 4996.07 0.01 0.00 4999.74 4999.74 4999.77 0.00 4999.77 DI-1CC 4996.00 4996.00 0.01 0.00 4999.72 4999.72 4999.75 0.00 4999.75 DI-1CB 4995.79 4995.79 0.00 0.00 4999.47 4999.47 4999.48 0.00 4999.48 DI-1CA 4994.09 4994.09 0.02 0.00 4998.78 4998.78 4998.85 0.00 4998.85 INLET-1DA 4993.86 4994.07 0.20 0.00 4998.21 4998.36 4998.37 0.15 4998.52 DI-1DA 4993.86 4994.07 0.00 0.00 4998.51 4998.52 4998.52 0.01 4998.52 FES-1DA 4994.08 4994.98 0.00 0.00 4998.50 4998.51 4998.52 0.01 4998.52 INLET-1KA 4995.07 4995.51 0.09 0.00 4998.54 4998.81 4998.61 0.27 4998.88 DI-1KA 4995.07 4995.51 0.02 0.00 4998.83 4999.10 4998.89 0.27 4999.16 STMH-1I 4993.76 4993.93 0.01 0.00 4998.00 4998.09 4998.18 0.09 4998.26 INLET-1EA 4994.03 4994.17 0.06 0.00 4998.28 4998.30 4998.33 0.02 4998.35 DI-1EA 4994.17 4994.17 0.01 0.00 4998.32 4998.32 4998.36 0.00 4998.36 INLET-1EB 4994.03 4994.07 0.45 0.00 4998.54 4998.59 4998.88 0.05 4998.93 DI-1EB 4994.07 4994.07 0.09 0.00 4998.67 4998.68 4999.02 0.01 4999.02 STMH-1J 4993.93 4994.08 0.01 0.00 4998.10 4998.20 4998.28 0.09 4998.37 STMH-1K 4994.07 4994.22 0.40 0.00 4998.60 4999.00 4998.90 0.40 4999.30 STMH-1L 4994.95 4995.19 0.02 0.00 4999.02 4999.69 4999.32 0.67 4999.99 INLET-1A 4994.97 4995.19 0.40 0.00 5000.09 5000.70 5000.39 0.61 5001.00 DI-1A 4995.19 4995.19 0.08 0.00 5000.78 5000.78 5001.08 0.01 5001.08 STMH-1FA 4994.18 4994.48 0.27 0.00 4998.47 4998.58 4998.67 0.11 4998.78 INLET-1GA 4994.58 4994.62 0.01 0.00 4998.78 4998.79 4998.80 0.00 4998.80 DI-1GA 4994.58 4994.62 0.00 0.00 4998.79 4998.79 4998.80 0.00 4998.80 INLET-1GB 4994.58 4994.72 0.26 0.00 4998.84 4998.94 4999.04 0.10 4999.14 DI-1GB 4994.58 4994.72 0.05 0.00 4998.99 4999.09 4999.19 0.10 4999.29 STMH-1FB 4994.49 4994.77 0.01 0.00 4998.59 4998.79 4998.88 0.20 4999.08 STMH-1HA 4994.87 4995.04 0.54 0.00 4999.33 4999.69 4999.89 0.35 5000.25 INLET-1HA 4995.04 4995.46 0.04 0.00 4999.73 5000.57 5000.29 0.85 5001.13 DI-1HA 4995.04 4995.46 0.14 0.00 5000.71 5001.56 5001.27 0.85 5002.12 STMH-1FC 4994.77 4995.70 0.00 0.00 4999.01 4999.25 4999.08 0.24 4999.32 INLET-1IB 4995.80 4995.94 0.04 0.00 4999.33 4999.34 4999.36 0.01 4999.37 DI-1IB 4995.84 4995.84 0.01 0.00 4999.35 4999.35 4999.38 0.00 4999.38 INLET-1IA 4995.90 4995.94 0.01 0.00 4999.32 4999.33 4999.33 0.00 4999.33 DI-1IA 4995.84 4995.84 0.00 0.00 4999.33 4999.33 4999.34 0.00 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. ST-02 (ST-2A – ST-2F), ST-03 (ST-3A - ST-3C), ST-04, ST-05, AND ST-06 (ST-6A - ST-6F) 100-YEAR Rainfall Parameters Rainfall Return Period: 100 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) OUTFALL 1 4993.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2A 5000.74 103.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2B 5000.54 62.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2C 5000.53 62.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2AB 4999.88 24.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2AB 4999.88 2.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2AC 4999.03 22.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 2AA 5001.30 13.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2AD 5001.13 13.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2AC 4999.03 8.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2AA 4999.88 2.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2AA 4999.88 2.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2D 5002.55 38.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2E 5002.88 38.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2F 5003.76 30.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2G 5006.60 30.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2H 5008.16 18.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2BA 5005.39 3.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2BA 5005.39 3.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2A 5006.45 16.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2B 5004.15 13.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2CA 5005.75 7.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2CA 5005.75 7.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2I 5004.40 5.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2J 5004.20 5.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2DA 5002.91 1.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2DA 5002.91 1.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2K 5004.06 5.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2L 5004.79 5.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-2C 5004.01 5.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2B 5004.15 2.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2A 5006.45 3.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2EA 5006.17 6.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EA 5006.17 6.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2EB 5006.17 6.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2EB 5006.17 6.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2FB 5006.17 5.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2FB 5006.17 5.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 2FA 5006.17 3.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-2FA 5006.17 3.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6A 5000.57 56.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6B 5000.48 56.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6FA 4999.84 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6FA 4999.84 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6A 4999.84 55.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6A 4999.84 1.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6B 4999.03 54.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6B 4999.03 2.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6C 4999.77 54.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6C 4999.77 0.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6D 5000.05 53.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6EA 5001.67 4.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6EA 5001.67 4.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6C 5001.70 50.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3A 5001.62 18.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3AA 5001.13 6.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3AA 5001.13 6.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3BA 5001.13 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3BA 5001.13 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-3B 5003.00 5.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3A 5003.47 6.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-3B 5003.74 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3B 5003.74 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3A 5003.47 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 3CA 5003.01 1.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-3CA 5003.01 1.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-5A 5004.13 5.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-5A 5004.67 5.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6E 5000.43 36.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6E 5000.43 3.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6F 5000.10 29.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6F 5000.10 1.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6D 5001.11 28.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-4A 5003.03 9.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-4B 5004.73 5.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-4A 5004.88 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-4C 5004.41 3.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4B 5004.73 2.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-4A 5003.03 3.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6G 4999.65 21.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6G 4999.65 3.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6H 5000.73 22.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6H 5000.73 5.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6E 5001.00 22.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6F 5001.14 14.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6BB 5000.71 5.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6BB 5000.71 5.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6BA 5000.71 3.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6BA 5000.71 3.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6G 5001.88 5.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH- 6CA 5001.99 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6CA 5002.11 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6CA 5002.11 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-6H 5003.18 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-6I 5004.27 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6AA 5000.73 3.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6AA 5000.73 3.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 6DA 5002.20 5.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6DA 5002.20 5.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-6D 5000.05 4.52 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 OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103.67 Surface Water Present (Downstream) STMH-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62.71 STMH-2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62.71 INLET- 2AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24.12 DI-2AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.76 INLET- 2AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.60 STMH- 2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.88 INLET- 2AD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.88 DI-2AC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.71 INLET- 2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.18 DI-2AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.18 STMH-2D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.71 STMH-2E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.71 STMH-2F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.60 STMH-2G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.60 STMH-2H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.72 INLET- 2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.17 DI-2BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.17 INLET-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.16 INLET-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.71 INLET- 2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.03 DI-2CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.03 STMH-2I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.93 STMH-2J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.93 INLET- 2DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.19 DI-2DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.19 STMH-2K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.87 STMH-2L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.87 INLET-2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.87 DI-2B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.61 DI-2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.03 INLET- 2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.87 DI-2EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.87 INLET- 2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.57 DI-2EB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.57 INLET- 2FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.37 DI-2FB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.37 INLET- 2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.98 DI-2FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.98 STMH-6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.03 STMH-6B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.03 INLET- 6FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 DI-6FA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 INLET-6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 55.42 DI-6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.91 INLET-6B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54.78 DI-6B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.22 INLET-6C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54.04 DI-6C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.89 INLET-6D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.74 INLET- 6EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.92 DI-6EA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.92 STMH-6C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.58 STMH-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.25 INLET- 3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.17 DI-3AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.17 INLET- 3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 DI-3BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 STMH-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.96 INLET-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.90 INLET-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 DI-3B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 DI-3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 INLET- 3CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 DI-3CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 STMH-5A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.47 INLET-5A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.47 INLET-6E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.04 DI-6E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.48 INLET-6F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29.15 DI-6F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.73 STMH-6D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.53 INLET-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.02 INLET-4B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.96 STMH-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 INLET-4C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.45 DI-4B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.18 DI-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.86 INLET-6G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.06 DI-6G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.86 INLET-6H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.16 DI-6H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.38 STMH-6E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.16 STMH-6F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.77 INLET- 6BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.38 DI-6BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.38 INLET- 6BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.04 DI-6BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.04 STMH-6G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.35 STMH- 6CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.54 INLET- 6CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.54 DI-6CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.54 STMH-6H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 INLET-6I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.81 INLET- 6AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.04 DI-6AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.04 INLET- 6DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.76 DI-6DA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.76 DI-6D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.52 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-2A 99.43 4992.83 0.2 4993.03 0.013 0.03 0.00 CIRCULAR 60.00 in 60.00 in STMH-2B 117.38 4993.05 0.2 4993.28 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in STMH-2C 15.00 4993.28 0.2 4993.31 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in INLET-2AB 26.00 4993.31 0.2 4993.36 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in DI-2AB 1.00 4993.36 0.2 4993.36 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-2AC 27.00 4993.36 0.2 4993.41 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-2AA 102.91 4993.41 0.2 4993.62 0.013 0.06 0.00 CIRCULAR 30.00 in 30.00 in INLET-2AD 85.00 4993.62 0.2 4993.79 0.013 0.06 0.00 CIRCULAR 30.00 in 30.00 in DI-2AC 1.00 4993.41 0.2 4993.41 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-2AA 46.00 4994.31 0.5 4994.54 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2AA 1.00 4994.54 0.5 4994.54 0.015 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-2D 266.24 4993.20 0.5 4994.53 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in STMH-2E 56.31 4994.51 0.5 4994.79 0.013 1.32 0.00 CIRCULAR 42.00 in 42.00 in STMH-2F 131.69 4994.72 0.5 4995.38 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-2G 376.31 4995.38 0.2 4996.13 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-2H 247.70 4996.13 0.2 4996.63 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in INLET-2BA 138.50 4998.13 0.5 4998.82 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-2BA 1.00 4998.82 0.5 4998.82 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2A 140.50 4997.13 0.2 4997.41 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-2B 121.00 4997.41 0.2 4997.65 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-2CA 147.33 4998.15 0.5 4998.89 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-2CA 1.00 4998.89 0.5 4998.89 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-2I 22.37 4998.15 0.2 4998.19 0.013 0.22 0.00 CIRCULAR 24.00 in 24.00 in STMH-2J 59.71 4998.19 0.2 4998.31 0.013 0.22 0.00 CIRCULAR 24.00 in 24.00 in INLET-2DA 67.54 4998.31 0.2 4998.45 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-2DA 1.00 4998.45 0.2 4998.45 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-2K 22.38 4998.32 0.2 4998.36 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-2L 47.34 4998.36 0.2 4998.45 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in INLET-2C 51.78 4998.46 0.2 4998.56 0.013 0.42 0.00 CIRCULAR 24.00 in 24.00 in DI-2B 1.00 4997.65 0.2 4997.65 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in DI-2A 1.00 4997.41 0.2 4997.41 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-2EA 22.50 4997.05 1.0 4997.27 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-2EA 1.00 4997.26 1.0 4997.27 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-2EB 15.50 4997.12 0.5 4997.20 0.013 1.32 0.00 CIRCULAR 0.00 in 0.00 in DI-2EB 1.00 4997.19 1.0 4997.20 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-2FB 15.50 4997.05 1.0 4997.20 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-2FB 15.50 4997.05 1.0 4997.20 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in INLET-2FA 22.50 4994.80 11.0 4997.27 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-2FA 1.00 4997.26 1.0 4997.27 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in STMH-6A 28.97 4993.03 0.2 4993.09 0.013 1.32 0.00 CIRCULAR 54.00 in 54.00 in STMH-6B 28.97 4993.08 0.2 4993.14 0.013 0.05 0.00 CIRCULAR 54.00 in 54.00 in INLET-6FA 46.00 4994.14 0.5 4994.37 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-6FA 1.00 4994.37 0.5 4994.37 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-6A 26.00 4993.15 0.2 4993.20 0.013 1.32 0.00 CIRCULAR 48.00 in 48.00 in DI-6A 26.00 4993.15 0.2 4993.20 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-6B 27.00 4993.20 0.2 4993.25 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in DI-6B 1.00 4993.25 0.2 4993.25 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-6C 132.76 4993.19 0.2 4993.46 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in DI-6C 1.00 4993.51 0.2 4993.51 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-6D 141.09 4993.51 0.2 4993.79 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in INLET-6EA 133.98 4994.79 0.5 4995.46 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-6EA 1.00 4995.46 0.5 4995.46 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-6C 196.00 4993.80 0.2 4994.19 0.013 0.05 0.00 CIRCULAR 48.00 in 48.00 in STMH-3A 39.64 4995.18 0.5 4995.38 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-3AA 18.00 4995.38 0.5 4995.47 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3AA 1.00 4995.47 0.5 4995.47 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3BA 18.00 4995.38 0.5 4995.47 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3BA 1.00 4995.47 0.5 4995.47 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-3B 186.56 4995.39 0.5 4996.32 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-3A 68.41 4996.32 0.5 4996.66 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-3B 85.13 4996.65 0.5 4997.08 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in DI-3B 1.00 4997.08 0.5 4997.08 0.013 0.25 0.00 CIRCULAR 0.00 in 0.00 in DI-3A 1.00 4996.66 0.5 4996.66 0.130 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-3CA 61.85 4996.32 0.5 4996.63 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-3CA 61.85 4996.32 0.5 4996.63 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-5A 123.50 4996.31 0.5 4996.93 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-5A 107.83 4996.93 0.5 4997.47 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-6E 86.00 4994.19 0.2 4994.36 0.013 0.05 0.00 CIRCULAR 42.00 in 42.00 in DI-6E 1.00 4994.36 0.2 4994.36 0.015 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-6F 169.61 4994.36 0.2 4994.70 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in DI-6F 1.00 4994.70 0.2 4994.70 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in STMH-6D 95.66 4994.70 0.2 4994.89 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in INLET-4A 144.43 4995.89 0.5 4996.61 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-4B 93.00 4996.61 0.5 4997.07 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in STMH-4A 15.00 4997.08 0.5 4997.15 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in INLET-4C 78.50 4997.15 0.5 4997.54 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-4B 1.00 4997.07 0.5 4997.07 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-4A 1.00 4996.61 0.5 4996.61 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-6G 123.14 4994.88 0.2 4995.13 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in DI-6G 1.00 4995.13 0.2 4995.13 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in INLET-6H 167.81 4995.13 0.2 4995.47 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in DI-6H 1.00 4995.47 0.2 4995.47 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in STMH-6E 15.01 4995.47 0.2 4995.50 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in STMH-6F 52.89 4995.50 0.2 4995.61 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in INLET-6BB 23.01 4995.60 0.5 4995.72 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-6BB 1.00 4995.72 0.5 4995.72 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-6BA 14.99 4995.61 0.5 4995.68 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-6BA 1.00 4995.68 0.5 4995.68 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-6G 89.84 4995.65 0.7 4996.28 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in STMH-6CA 54.38 4996.33 0.5 4996.60 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-6CA 21.64 4996.60 0.5 4996.71 0.013 0.08 0.00 CIRCULAR 18.00 in 18.00 in DI-6CA 1.00 4996.71 0.5 4996.71 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-6H 102.00 4996.29 0.2 4996.49 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in INLET-6I 135.84 4996.99 0.2 4997.26 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in INLET-6AA 6.99 4996.50 0.5 4996.53 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in DI-6AA 1.00 4996.53 0.5 4996.53 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-6DA 132.86 4995.36 0.5 4996.02 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-6DA 1.00 4996.02 0.1 4996.02 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-6D 141.09 4993.51 0.2 4993.79 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 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- 2A 116.79 5.95 34.80 8.78 43.99 6.72 0.63 Subcritical 103.67 0.00 STMH- 2B 64.41 5.13 28.66 8.01 38.25 5.84 0.56 Pressurized 62.71 117.38 STMH- 2C 64.41 5.13 28.66 8.01 38.25 5.84 0.56 Pressurized 62.71 15.00 INLET- 2AB 18.39 3.75 30.00 4.91 30.00 4.91 0.00 Pressurized 24.12 26.00 DI-2AB 18.39 3.75 6.52 3.51 7.85 2.70 0.70 Pressurized 2.76 1.00 INLET- 2AC 18.39 3.75 30.00 4.60 30.00 4.60 0.00 Pressurized 22.60 27.00 STMH- 2AA 18.39 3.75 15.05 5.63 19.47 4.12 0.61 Pressurized 13.88 102.91 INLET- 2AD 18.39 3.75 15.05 5.63 19.47 4.12 0.61 Pressurized 13.88 85.00 DI-2AC 18.39 3.75 11.80 4.86 14.53 3.70 0.67 Pressurized 8.71 1.00 INLET- 2AA 7.45 4.21 6.69 3.64 6.67 3.66 1.01 Pressurized 2.18 46.00 DI-2AA 6.45 3.65 6.69 3.64 7.21 3.30 0.87 Pressurized 2.18 1.00 STMH- 2D 71.33 7.41 23.20 7.10 22.05 7.57 1.10 Pressurized 38.71 266.24 STMH-2E 71.33 7.41 23.20 7.10 22.05 7.57 1.10 Pressurized 38.71 56.31 STMH-2F 47.29 6.69 21.51 6.94 21.08 7.12 1.04 Pressurized 30.60 131.69 STMH- 2G 29.91 4.23 36.00 4.33 36.00 4.33 0.00 Pressurized 30.60 376.31 STMH- 2H 29.91 4.23 16.63 5.86 20.64 4.47 0.66 Pressurized 18.72 247.70 INLET- 2BA 7.45 4.21 8.13 4.09 8.20 4.04 0.98 Pressurized 3.17 137.83 DI-2BA 7.45 4.21 8.13 4.09 8.20 4.04 0.98 Pressurized 3.17 1.00 INLET- 2A 10.14 3.23 24.00 5.14 24.00 5.14 0.00 Pressurized 16.16 140.50 INLET- 2B 10.14 3.23 24.00 4.36 24.00 4.36 0.00 Pressurized 13.71 121.00 INLET- 2CA 16.04 5.11 11.29 4.84 11.12 4.94 1.03 Pressurized 7.03 147.33 DI-2CA 16.04 5.11 11.29 4.84 11.12 4.94 1.03 Pressurized 7.03 1.00 STMH-2I 10.14 3.23 10.33 4.59 13.18 3.35 0.63 Pressurized 5.93 22.37 STMH-2J 10.14 3.23 10.33 4.59 13.18 3.35 0.63 Pressurized 5.93 59.71 INLET- 2DA 10.14 3.23 4.51 2.90 5.55 2.16 0.67 Pressurized 1.19 67.54 DI-2DA 10.14 3.23 4.51 2.90 5.55 2.16 0.67 Pressurized 1.19 1.00 STMH- 2K 10.14 3.23 10.27 4.57 13.10 3.35 0.63 Pressurized 5.87 22.38 STMH-2L 10.14 3.23 10.27 4.57 13.10 3.35 0.63 Pressurized 5.87 47.34 INLET- 2C 10.14 3.23 10.27 4.57 13.10 3.35 0.63 Pressurized 5.87 51.78 DI-2B 10.14 3.23 6.75 3.60 8.30 2.71 0.67 Pressurized 2.61 1.00 DI-2A 10.14 3.23 7.29 3.76 8.99 2.82 0.67 Pressurized 3.03 1.00 INLET- 2EA 22.68 7.22 11.15 4.80 9.06 6.33 1.49 Pressurized 6.87 22.50 DI-2EA 22.68 7.22 11.15 4.80 9.06 6.33 1.49 Pressurized 6.87 1.00 INLET- 2EB 7.45 4.21 11.90 5.30 13.13 4.76 0.82 Pressurized 6.57 15.50 DI-2EB 10.53 5.96 11.90 5.30 10.30 6.29 1.32 Pressurized 6.57 1.00 INLET- 2FB 22.68 7.22 9.81 4.45 7.95 5.91 1.50 Supercritical 5.37 0.00 DI-2FB 22.68 7.22 9.81 4.45 7.95 5.91 1.50 Supercritical 5.37 0.00 INLET- 2FA 75.23 23.95 8.39 4.07 3.75 12.69 4.81 Supercritical Jump 3.98 18.75 DI-2FA 22.68 7.22 8.39 4.07 6.80 5.43 1.50 Supercritical 3.98 0.00 STMH- 6A 88.18 5.54 26.05 7.38 31.26 5.87 0.71 Subcritical 56.03 0.00 STMH- 6B 88.18 5.54 26.05 7.38 31.26 5.87 0.71 Subcritical 56.03 0.00 INLET- 6FA 7.45 4.21 6.08 3.45 6.04 3.48 1.01 Pressurized 1.81 46.00 DI-6FA 7.45 4.21 6.08 3.45 6.04 3.48 1.01 Pressurized 1.81 1.00 INLET- 6A 64.41 5.13 26.86 7.66 34.32 5.76 0.62 Pressurized 55.42 26.00 DI-6A 18.39 3.75 5.40 3.18 6.53 2.42 0.69 Pressurized 1.91 26.00 INLET- 6B 64.41 5.13 26.70 7.63 34.01 5.75 0.63 Pressurized 54.78 27.00 DI-6B 18.39 3.75 5.84 3.31 7.04 2.53 0.69 Pressurized 2.22 1.00 INLET- 6C 64.41 5.13 26.51 7.59 33.65 5.74 0.63 Pressurized 54.04 132.76 DI-6C 18.39 3.75 3.67 2.60 4.49 1.93 0.67 Pressurized 0.89 1.00 Velocity is Too Low INLET- 6D 64.41 5.13 26.43 7.58 33.51 5.74 0.63 Pressurized 53.74 141.09 INLET- 6EA 7.45 4.21 10.24 4.74 10.68 4.50 0.92 Pressurized 4.92 133.98 DI-6EA 7.45 4.21 10.24 4.74 10.68 4.50 0.92 Pressurized 4.92 1.00 STMH- 6C 64.41 5.13 25.61 7.42 32.04 5.68 0.65 Pressurized 50.58 196.00 STMH- 3A 29.08 5.92 17.36 6.20 17.23 6.26 1.02 Pressurized 18.25 39.64 INLET- 3AA 7.45 4.21 11.52 5.17 12.50 4.71 0.85 Pressurized 6.17 18.00 DI-3AA 7.45 4.21 11.52 5.17 12.50 4.71 0.85 Pressurized 6.17 1.00 INLET- 3BA 7.45 4.21 12.26 5.44 13.81 4.79 0.79 Pressurized 6.97 18.00 DI-3BA 7.45 4.21 12.26 5.44 13.81 4.79 0.79 Pressurized 6.97 1.00 STMH- 3B 16.04 5.11 10.36 4.59 10.13 4.73 1.04 Pressurized 5.96 186.56 INLET- 3A 7.45 4.21 12.20 5.41 13.69 4.79 0.79 Pressurized 6.90 68.41 INLET- 3B 7.45 4.21 8.50 4.20 8.61 4.13 0.98 Pressurized 3.45 85.13 DI-3B 7.45 4.21 8.50 4.20 8.61 4.13 0.98 Pressurized 3.45 1.00 DI-3A 0.74 0.42 18.00 1.95 18.00 1.95 0.00 Pressurized 3.45 1.00 Velocity is Too Low INLET- 3CA 7.45 4.21 5.70 3.33 5.67 3.36 1.01 Pressurized 1.60 61.85 DI-3CA 7.45 4.21 5.70 3.33 5.67 3.36 1.01 Pressurized 1.60 61.85 STMH- 5A 7.45 4.21 10.82 4.93 11.46 4.61 0.89 Pressurized 5.47 123.50 INLET- 5A 7.45 4.21 10.82 4.93 11.46 4.61 0.89 Pressurized 5.47 107.83 INLET- 6E 45.12 4.69 22.35 6.93 28.39 5.21 0.63 Pressurized 36.04 86.00 DI-6E 15.94 3.25 7.34 3.74 9.52 2.60 0.60 Pressurized 3.48 1.00 INLET- 6F 29.91 4.23 20.97 6.82 28.72 4.82 0.54 Pressurized 29.15 169.61 DI-6F 18.39 3.75 5.14 3.09 6.22 2.35 0.69 Pressurized 1.73 1.00 STMH- 6D 29.91 4.23 20.74 6.77 28.12 4.82 0.55 Pressurized 28.53 95.66 INLET- 4A 7.45 4.21 18.00 5.10 18.00 5.10 0.00 Pressurized 9.02 144.43 INLET- 4B 7.45 4.21 11.31 5.10 12.18 4.68 0.87 Pressurized 5.96 93.00 STMH- 4A 7.45 4.21 8.50 4.20 8.61 4.13 0.98 Pressurized 3.45 15.00 INLET- 4C 7.45 4.21 8.50 4.20 8.61 4.13 0.98 Pressurized 3.45 78.50 DI-4B 7.45 4.21 6.69 3.64 6.67 3.66 1.01 Pressurized 2.18 1.00 DI-4A 7.45 4.21 9.01 4.36 9.19 4.25 0.96 Pressurized 3.86 1.00 INLET- 6G 29.91 4.23 17.69 6.09 22.28 4.58 0.64 Pressurized 21.06 123.14 DI-6G 18.39 3.75 7.75 3.84 9.33 2.97 0.70 Pressurized 3.86 1.00 INLET- 6H 29.91 4.23 18.17 6.20 23.07 4.63 0.63 Pressurized 22.16 167.81 DI-6H 18.39 3.75 9.19 4.22 11.11 3.25 0.69 Pressurized 5.38 1.00 STMH-6E 18.39 3.75 30.00 4.51 30.00 4.51 0.00 Pressurized 22.16 15.01 STMH-6F 18.39 3.75 15.54 5.75 20.35 4.17 0.60 Pressurized 14.77 52.89 INLET- 6BB 7.45 4.21 10.73 4.90 11.33 4.59 0.90 Pressurized 5.38 23.01 DI-6BB 7.45 4.21 10.73 4.90 11.33 4.59 0.90 Pressurized 5.38 1.00 INLET- 6BA 7.45 4.21 7.96 4.04 8.01 4.00 0.99 Pressurized 3.04 14.99 DI-6BA 7.45 4.21 7.96 4.04 8.01 4.00 0.99 Pressurized 3.04 1.00 STMH- 6G 18.98 6.04 9.79 4.44 8.72 5.19 1.25 Pressurized 5.35 89.84 STMH- 6CA 7.45 4.21 8.62 4.24 8.74 4.16 0.97 Pressurized 3.54 54.38 INLET- 6CA 7.45 4.21 8.62 4.24 8.74 4.16 0.97 Pressurized 3.54 21.64 DI-6CA 7.45 4.21 8.62 4.24 8.74 4.16 0.97 Pressurized 3.54 1.00 STMH- 6H 18.39 3.75 5.26 3.13 6.36 2.38 0.69 Pressurized 1.81 102.00 INLET-6I 4.71 2.67 6.08 3.45 7.74 2.49 0.63 Pressurized 1.81 135.84 INLET- 6AA 7.45 4.21 7.96 4.04 8.01 4.00 0.99 Pressurized 3.04 6.99 DI-6AA 7.45 4.21 7.96 4.04 8.01 4.00 0.99 Pressurized 3.04 1.00 INLET- 6DA 7.45 4.21 11.11 5.03 11.88 4.65 0.88 Pressurized 5.76 132.86 DI-6DA 3.33 1.88 18.00 3.26 18.00 3.26 0.00 Pressurized 5.76 1.00 DI-6D 18.39 3.75 8.40 4.02 10.13 3.10 0.70 Pressurized 4.52 141.09  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-2A 103.67 CIRCULAR 60.00 in 60.00 in 60.00 in 60.00 in 60.00 in 60.00 in 19.63 STMH-2B 62.71 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 STMH-2C 62.71 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 INLET-2AB 24.12 CIRCULAR 30.00 in 30.00 in 36.00 in 36.00 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 DI-2AB 2.76 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-2AC 22.60 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-2AA 13.88 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 INLET-2AD 13.88 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 DI-2AC 8.71 CIRCULAR 30.00 in 30.00 in 24.00 in 24.00 in 30.00 in 30.00 in 4.91 INLET-2AA 2.18 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2AA 2.18 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-2D 38.71 CIRCULAR 42.00 in 42.00 in 36.00 in 36.00 in 42.00 in 42.00 in 9.62 STMH-2E 38.71 CIRCULAR 42.00 in 42.00 in 36.00 in 36.00 in 42.00 in 42.00 in 9.62 STMH-2F 30.60 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07 STMH-2G 30.60 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-2H 18.72 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07 INLET-2BA 3.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2BA 3.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2A 16.16 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 INLET-2B 13.71 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-2CA 7.03 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2CA 7.03 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2I 5.93 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 STMH-2J 5.93 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-2DA 1.19 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2DA 1.19 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-2K 5.87 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 STMH-2L 5.87 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 INLET-2C 5.87 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 DI-2B 2.61 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2A 3.03 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-2EA 6.87 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2EA 6.87 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-2EB 6.57 CIRCULAR 0.00 in 0.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-2EB 6.57 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-2FB 5.37 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2FB 5.37 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-2FA 3.98 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 DI-2FA 3.98 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-6A 56.03 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 STMH-6B 56.03 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 INLET-6FA 1.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6FA 1.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6A 55.42 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 DI-6A 1.91 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6B 54.78 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 DI-6B 2.22 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6C 54.04 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 DI-6C 0.89 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6D 53.74 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 INLET-6EA 4.92 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6EA 4.92 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-6C 50.58 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57 STMH-3A 18.25 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91 INLET-3AA 6.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3AA 6.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3BA 6.97 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3BA 6.97 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-3B 5.96 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 INLET-3A 6.90 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-3B 3.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3B 3.45 CIRCULAR 0.00 in 0.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3A 3.45 CIRCULAR 18.00 in 18.00 in 33.00 in 33.00 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-3CA 1.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-3CA 1.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-5A 5.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-5A 5.47 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6E 36.04 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 DI-6E 3.48 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6F 29.15 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 DI-6F 1.73 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 STMH-6D 28.53 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 INLET-4A 9.02 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-4B 5.96 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-4A 3.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-4C 3.45 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4B 2.18 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-4A 3.86 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6G 21.06 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07 DI-6G 3.86 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6H 22.16 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07 DI-6H 5.38 CIRCULAR 30.00 in 30.00 in 21.00 in 21.00 in 30.00 in 30.00 in 4.91 STMH-6E 22.16 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-6F 14.77 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 INLET-6BB 5.38 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6BB 5.38 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6BA 3.04 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6BA 3.04 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-6G 5.35 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14 STMH-6CA 3.54 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6CA 3.54 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6CA 3.54 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-6H 1.81 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91 INLET-6I 1.81 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6AA 3.04 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6AA 3.04 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-6DA 5.76 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-6DA 5.76 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 DI-6D 4.52 CIRCULAR 30.00 in 30.00 in 18.00 in 18.00 in 30.00 in 30.00 in 4.91  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): 0.00 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-2A 4992.83 4993.03 0.00 0.00 4995.73 4996.40 4996.93 0.32 4997.24 STMH-2B 4993.05 4993.28 0.51 0.00 4997.37 4997.59 4997.75 0.22 4997.98 STMH-2C 4993.28 4993.31 0.02 0.00 4997.61 4997.64 4998.00 0.03 4998.02 INLET-2AB 4993.31 4993.36 0.49 0.00 4998.14 4998.23 4998.52 0.09 4998.61 DI-2AB 4993.36 4993.36 0.00 0.00 4998.61 4998.61 4998.61 0.00 4998.61 INLET-2AC 4993.36 4993.41 0.02 0.00 4998.30 4998.38 4998.63 0.08 4998.71 STMH-2AA 4993.41 4993.62 0.01 0.00 4998.59 4998.71 4998.71 0.12 4998.83 INLET-2AD 4993.62 4993.79 0.01 0.00 4998.71 4998.81 4998.84 0.10 4998.94 DI-2AC 4993.41 4993.41 0.01 0.00 4998.67 4998.67 4998.72 0.00 4998.72 INLET-2AA 4994.31 4994.54 0.03 0.00 4998.03 4998.05 4998.06 0.02 4998.08 DI-2AA 4994.54 4994.54 0.01 0.00 4998.06 4998.06 4998.08 0.00 4998.08 STMH-2D 4993.20 4994.53 0.01 0.00 4997.79 4998.18 4998.04 0.39 4998.43 STMH-2E 4994.51 4994.79 0.33 0.00 4998.51 4998.59 4998.76 0.08 4998.84 STMH-2F 4994.72 4995.38 0.01 0.00 4998.61 4998.88 4998.90 0.28 4999.17 STMH-2G 4995.38 4996.13 0.01 0.00 4998.90 4999.69 4999.19 0.79 4999.98 STMH-2H 4996.13 4996.63 0.01 0.00 4999.87 5000.07 4999.98 0.19 5000.18 INLET-2BA 4998.13 4998.82 0.07 0.00 5000.19 5000.32 5000.24 0.13 5000.37 DI-2BA 4998.82 4998.82 0.01 0.00 5000.33 5000.33 5000.38 0.00 5000.38 INLET-2A 4997.13 4997.41 0.54 0.00 5000.61 5001.32 5001.02 0.71 5001.73 INLET-2B 4997.41 4997.65 0.01 0.00 5001.45 5001.89 5001.75 0.44 5002.19 INLET-2CA 4998.15 4998.89 0.10 0.00 5002.21 5002.36 5002.29 0.14 5002.43 DI-2CA 4998.89 4998.89 0.02 0.00 5002.38 5002.38 5002.45 0.00 5002.45 STMH-2I 4998.15 4998.19 0.01 0.00 5002.15 5002.16 5002.20 0.02 5002.22 STMH-2J 4998.19 4998.31 0.01 0.00 5002.17 5002.22 5002.23 0.04 5002.27 INLET-2DA 4998.31 4998.45 0.00 0.00 5002.27 5002.27 5002.27 0.00 5002.28 DI-2DA 4998.45 4998.45 0.00 0.00 5002.27 5002.27 5002.28 0.00 5002.28 STMH-2K 4998.32 4998.36 0.00 0.00 5002.22 5002.23 5002.27 0.01 5002.29 STMH-2L 4998.36 4998.45 0.07 0.00 5002.31 5002.34 5002.36 0.03 5002.39 INLET-2C 4998.46 4998.56 0.02 0.00 5002.36 5002.39 5002.41 0.03 5002.45 DI-2B 4997.65 4997.65 0.00 0.00 5002.18 5002.18 5002.19 0.00 5002.19 DI-2A 4997.41 4997.41 0.00 0.00 5001.72 5001.72 5001.74 0.00 5001.74 INLET-2EA 4997.05 4997.27 0.10 0.00 5000.00 5000.02 5000.07 0.02 5000.09 DI-2EA 4997.26 4997.27 0.02 0.00 5000.04 5000.04 5000.11 0.00 5000.11 INLET-2EB 4997.12 4997.20 0.28 0.00 5000.04 5000.11 5000.26 0.06 5000.32 DI-2EB 4997.19 4997.20 0.05 0.00 5000.16 5000.16 5000.37 0.00 5000.38 INLET-2FB 4997.05 4997.20 0.06 0.00 4998.85 4998.85 4998.90 0.01 4998.91 DI-2FB 4997.05 4997.20 0.01 0.00 4998.87 4998.87 4998.92 0.01 4998.93 INLET-2FA 4994.80 4997.27 0.03 0.00 4998.85 4998.85 4998.88 0.01 4998.89 DI-2FA 4997.26 4997.27 0.01 0.00 4998.86 4998.86 4998.89 0.00 4998.89 STMH-6A 4993.03 4993.09 0.25 0.00 4997.30 4997.32 4997.50 0.02 4997.52 STMH-6B 4993.08 4993.14 0.01 0.00 4997.33 4997.34 4997.53 0.02 4997.55 INLET-6FA 4994.14 4994.37 0.00 0.00 4997.54 4997.55 4997.55 0.01 4997.57 DI-6FA 4994.37 4994.37 0.00 0.00 4997.55 4997.55 4997.57 0.00 4997.57 INLET-6A 4993.15 4993.20 0.40 0.00 4997.74 4997.78 4998.05 0.04 4998.08 DI-6A 4993.15 4993.20 0.00 0.00 4998.08 4998.08 4998.08 0.00 4998.08 INLET-6B 4993.20 4993.25 0.01 0.00 4997.80 4997.84 4998.10 0.04 4998.14 DI-6B 4993.25 4993.25 0.00 0.00 4998.14 4998.14 4998.14 0.00 4998.14 INLET-6C 4993.19 4993.46 0.01 0.00 4997.86 4998.05 4998.15 0.19 4998.34 DI-6C 4993.51 4993.51 0.00 0.00 4998.34 4998.34 4998.34 0.00 4998.34 INLET-6D 4993.51 4993.79 0.01 0.00 4998.07 4998.27 4998.35 0.20 4998.55 INLET-6EA 4994.79 4995.46 0.16 0.00 4998.59 4998.88 4998.71 0.29 4999.00 DI-6EA 4995.46 4995.46 0.03 0.00 4998.91 4998.91 4999.03 0.00 4999.03 STMH-6C 4993.80 4994.19 0.01 0.00 4998.31 4998.55 4998.56 0.24 4998.80 STMH-3A 4995.18 4995.38 0.28 0.00 4998.87 4998.95 4999.09 0.08 4999.16 INLET-3AA 4995.38 4995.47 0.25 0.00 4999.23 4999.29 4999.41 0.06 4999.48 DI-3AA 4995.47 4995.47 0.05 0.00 4999.33 4999.34 4999.52 0.00 4999.53 INLET-3BA 4995.38 4995.47 0.32 0.00 4999.27 4999.35 4999.51 0.08 4999.59 DI-3BA 4995.47 4995.47 0.06 0.00 4999.41 4999.41 4999.65 0.00 4999.65 STMH-3B 4995.39 4996.32 0.00 0.00 4999.11 4999.24 4999.17 0.13 4999.30 INLET-3A 4996.32 4996.66 0.31 0.00 4999.55 4999.85 4999.79 0.29 5000.08 INLET-3B 4996.65 4997.08 0.00 0.00 5000.03 5000.12 5000.09 0.09 5000.18 DI-3B 4997.08 4997.08 0.01 0.00 5000.13 5000.13 5000.19 0.00 5000.19 DI-3A 4996.66 4996.66 0.01 0.00 5000.04 5000.15 5000.10 0.11 5000.21 INLET-3CA 4996.32 4996.63 0.02 0.00 4999.30 4999.31 4999.31 0.01 4999.33 DI-3CA 4996.32 4996.63 0.00 0.00 4999.32 4999.33 4999.33 0.01 4999.35 STMH-5A 4996.31 4996.93 0.01 0.00 4999.25 4999.58 4999.40 0.33 4999.73 INLET-5A 4996.93 4997.47 0.20 0.00 4999.78 5000.07 4999.93 0.29 5000.22 INLET-6E 4994.19 4994.36 0.01 0.00 4998.60 4998.71 4998.81 0.11 4998.92 DI-6E 4994.36 4994.36 0.00 0.00 4998.92 4998.92 4998.93 0.00 4998.93 INLET-6F 4994.36 4994.70 0.01 0.00 4998.72 4999.04 4998.98 0.32 4999.31 DI-6F 4994.70 4994.70 0.00 0.00 4999.30 4999.30 4999.31 0.00 4999.31 STMH-6D 4994.70 4994.89 0.01 0.00 4999.07 4999.24 4999.32 0.17 4999.49 INLET-4A 4995.89 4996.61 0.53 0.00 4999.77 5000.83 5000.18 1.06 5001.24 INLET-4B 4996.61 4997.07 0.01 0.00 5001.07 5001.37 5001.25 0.30 5001.54 STMH-4A 4997.08 4997.15 0.00 0.00 5001.49 5001.50 5001.55 0.02 5001.56 INLET-4C 4997.15 4997.54 0.08 0.00 5001.58 5001.67 5001.64 0.08 5001.73 DI-4B 4997.07 4997.07 0.01 0.00 5001.53 5001.53 5001.55 0.00 5001.55 DI-4A 4996.61 4996.61 0.02 0.00 5001.18 5001.18 5001.26 0.00 5001.26 INLET-6G 4994.88 4995.13 0.01 0.00 4999.36 4999.48 4999.50 0.12 4999.62 DI-6G 4995.13 4995.13 0.00 0.00 4999.61 4999.61 4999.62 0.00 4999.62 INLET-6H 4995.13 4995.47 0.01 0.00 4999.49 4999.68 4999.64 0.18 4999.83 DI-6H 4995.47 4995.47 0.00 0.00 4999.81 4999.81 4999.83 0.00 4999.83 STMH-6E 4995.47 4995.50 0.02 0.00 4999.69 4999.74 5000.01 0.04 5000.05 STMH-6F 4995.50 4995.61 0.19 0.00 5000.10 5000.16 5000.24 0.07 5000.31 INLET-6BB 4995.60 4995.72 0.19 0.00 5000.35 5000.41 5000.50 0.06 5000.56 DI-6BB 4995.72 4995.72 0.04 0.00 5000.45 5000.45 5000.59 0.00 5000.60 INLET-6BA 4995.61 4995.68 0.06 0.00 5000.32 5000.33 5000.37 0.01 5000.38 DI-6BA 4995.68 4995.68 0.01 0.00 5000.34 5000.34 5000.39 0.00 5000.39 STMH-6G 4995.65 4996.28 0.00 0.00 5000.26 5000.31 5000.31 0.05 5000.36 STMH-6CA 4996.33 4996.60 0.08 0.00 5000.39 5000.46 5000.46 0.06 5000.52 INLET-6CA 4996.60 4996.71 0.00 0.00 5000.46 5000.49 5000.52 0.02 5000.55 DI-6CA 4996.71 4996.71 0.02 0.00 5000.50 5000.50 5000.56 0.00 5000.56 STMH-6H 4996.29 4996.49 0.00 0.00 5000.36 5000.36 5000.36 0.00 5000.36 INLET-6I 4996.99 4997.26 0.02 0.00 5000.38 5000.42 5000.40 0.04 5000.44 INLET-6AA 4996.50 4996.53 0.00 0.00 5000.01 5000.01 5000.05 0.01 5000.06 DI-6AA 4996.53 4996.53 0.01 0.00 5000.03 5000.03 5000.07 0.00 5000.07 INLET-6DA 4995.36 4996.02 0.22 0.00 4998.98 4999.37 4999.14 0.40 4999.54 DI-6DA 4996.02 4996.02 0.04 0.00 4999.42 4999.42 4999.58 0.00 4999.58 DI-6D 4993.51 4993.79 0.00 0.00 4998.54 4998.56 4998.55 0.02 4998.57  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-09 (ST-9A – ST-9C) 100-YEAR Rainfall Parameters Rainfall Return Period: 100 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) ST-09 4999.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-9A 5002.23 40.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-9A 5002.62 36.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-9B 5010.57 20.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-9C 5009.87 20.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-9D 5006.17 20.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 9BA 5005.88 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9BA 5005.88 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 9BB 5005.88 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9BB 5005.88 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STMH-9E 5003.85 17.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 9CA 5003.57 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9CA 5003.57 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-9B 5003.57 16.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9B 5003.57 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FES-9B 5000.93 14.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET- 9AA 5002.61 19.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9AA 5002.61 19.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DI-9A 5002.62 4.70 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 ST-09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40.22 STMH-9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.08 STMH-9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.30 STMH-9C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.30 STMH-9D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.30 INLET- 9BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 DI-9BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 INLET- 9BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 DI-9BB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 STMH-9E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.51 INLET- 9CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 DI-9CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 INLET-9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.12 DI-9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 FES-9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.70 Surface Water Present (Upstream) INLET- 9AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.60 DI-9AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.60 DI-9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.70 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-9A 25.79 4996.40 0.5 4996.53 0.013 0.03 0.00 CIRCULAR 36.00 in 36.00 in STMH-9A 13.00 4996.53 0.3 4996.57 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in STMH-9B 374.36 4996.57 0.3 4997.69 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in STMH-9C 111.70 4997.69 0.3 4998.03 0.013 0.07 0.00 CIRCULAR 30.00 in 30.00 in STMH-9D 169.04 4998.09 0.2 4998.43 0.013 0.73 0.00 CIRCULAR 30.00 in 30.00 in INLET-9BA 28.01 4998.54 0.5 4998.68 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-9BA 1.00 4998.68 0.5 4998.68 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-9BB 7.99 4998.54 0.5 4998.58 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-9BB 1.00 4998.58 0.5 4998.58 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in STMH-9E 138.68 4998.43 0.2 4998.71 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-9CA 28.01 4998.70 0.2 4998.76 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in DI-9CA 28.01 4998.70 0.2 4998.76 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in INLET-9B 7.99 4998.71 0.5 4998.75 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in DI-9B 1.00 4998.75 0.5 4998.75 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in FES-9B 37.00 4998.76 0.5 4998.94 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in INLET-9AA 48.24 4996.56 0.3 4996.70 0.013 0.17 0.00 CIRCULAR 24.00 in 24.00 in DI-9AA 1.00 4996.70 0.3 4996.70 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in DI-9A 1.00 4996.53 0.5 4996.53 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 INLET-9A 47.29 6.69 24.78 7.75 25.51 7.51 0.94 Subcritical 40.22 0.00 STMH-9A 36.63 5.18 23.43 7.41 29.03 5.91 0.65 Subcritical 36.08 0.00 STMH-9B 22.53 4.59 18.36 6.45 22.27 5.19 0.68 Pressurized 20.30 374.36 STMH-9C 22.53 4.59 18.36 6.45 22.27 5.19 0.68 Pressurized 20.30 111.70 STMH-9D 18.39 3.75 30.00 4.14 30.00 4.14 0.00 Pressurized 20.30 169.04 INLET-9BA 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 28.01 DI-9BA 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 1.00 INLET-9BB 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 7.99 DI-9BB 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 1.00 STMH-9E 10.14 3.23 24.00 5.57 24.00 5.57 0.00 Pressurized 17.51 138.68 INLET-9CA 4.71 2.67 5.32 3.21 6.73 2.32 0.64 Pressurized 1.40 28.01 DI-9CA 4.71 2.67 5.32 3.21 6.73 2.32 0.64 Pressurized 1.40 28.01 INLET-9B 16.04 5.11 24.00 5.13 24.00 5.13 0.00 Pressurized 16.12 7.99 DI-9B 7.45 4.21 5.32 3.21 5.29 3.23 1.01 Pressurized 1.40 1.00 FES-9B 16.04 5.11 16.58 6.35 18.08 5.79 0.84 Pressurized 14.70 37.00 INLET-9AA 12.42 3.95 24.00 6.24 24.00 6.24 0.00 Pressurized 19.60 48.24 DI-9AA 5.77 3.26 18.00 11.09 18.00 11.09 0.00 Pressurized 19.60 1.00 DI-9A 16.04 5.11 9.15 4.27 8.90 4.43 1.06 Pressurized 4.70 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-9A 40.22 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 STMH-9A 36.08 CIRCULAR 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 STMH-9B 20.30 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 STMH-9C 20.30 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91 STMH-9D 20.30 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-9BA 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-9BA 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-9BB 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-9BB 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 STMH-9E 17.51 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 INLET-9CA 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 DI-9CA 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 INLET-9B 16.12 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 DI-9B 1.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 FES-9B 14.70 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 INLET-9AA 19.60 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 DI-9AA 19.60 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 DI-9A 4.70 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): 0.00 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-9A 4996.40 4996.53 0.00 0.00 4998.47 4998.66 4999.40 0.13 4999.53 STMH-9A 4996.53 4996.57 0.02 0.00 4999.05 4999.08 4999.55 0.04 4999.59 STMH-9B 4996.57 4997.69 0.35 0.00 4999.67 5000.59 4999.94 0.91 5000.85 STMH-9C 4997.69 4998.03 0.02 0.00 5000.60 5000.88 5000.87 0.27 5001.14 STMH-9D 4998.09 4998.43 0.19 0.00 5001.07 5001.48 5001.34 0.41 5001.75 INLET-9BA 4998.54 4998.68 0.01 0.00 5001.75 5001.76 5001.76 0.00 5001.77 DI-9BA 4998.68 4998.68 0.00 0.00 5001.76 5001.76 5001.77 0.00 5001.77 INLET-9BB 4998.54 4998.58 0.01 0.00 5001.75 5001.75 5001.76 0.00 5001.76 DI-9BB 4998.58 4998.58 0.00 0.00 5001.76 5001.76 5001.76 0.00 5001.77 STMH-9E 4998.43 4998.71 0.02 0.00 5001.51 5002.33 5001.99 0.83 5002.82 INLET-9CA 4998.70 4998.76 0.01 0.00 5002.82 5002.82 5002.83 0.00 5002.83 DI-9CA 4998.70 4998.76 0.00 0.00 5002.83 5002.83 5002.84 0.00 5002.84 INLET-9B 4998.71 4998.75 0.54 0.00 5002.95 5002.99 5003.36 0.04 5003.40 DI-9B 4998.75 4998.75 0.00 0.00 5003.39 5003.39 5003.40 0.00 5003.40 FES-9B 4998.76 4998.94 0.02 0.00 5003.07 5003.23 5003.41 0.16 5003.57 INLET-9AA 4996.56 4996.70 0.10 0.00 4999.19 4999.55 4999.79 0.36 5000.15 DI-9AA 4996.70 4996.70 0.48 0.00 5000.02 5000.06 5001.93 0.03 5001.97 DI-9A 4996.53 4996.53 0.01 0.00 4999.51 4999.51 4999.54 0.00 4999.54  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. Appendix H STREET CAPACITY & STORM INLET ANALYSIS 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 10.9 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E F-11 STREET AND INLET CAPACITY.xlsm, F-11 4/24/2023, 3:47 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.4 6.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, F-11 4/24/2023, 3:47 PM 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 =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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E F-14 STREET AND INLET CAPACITY.xlsm, F-14 4/24/2023, 3:46 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 0.92 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.7 7.7cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.6 7.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, F-14 4/24/2023, 3:46 PM 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 =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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E F-15 STREET AND INLET CAPACITY.xlsm, F-15 4/24/2023, 3:47 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 0.92 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.7 7.7cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, F-15 4/24/2023, 3:47 PM 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 10.9 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E F-35 STREET AND INLET CAPACITY.xlsm, F-35 4/24/2023, 3:47 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, F-35 4/24/2023, 3:47 PM 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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-4 STREET AND INLET CAPACITY.xlsm, G1-4 4/24/2023, 3:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 5.0 10.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-4 4/24/2023, 3:48 PM 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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-5 STREET AND INLET CAPACITY.xlsm, G1-5 4/24/2023, 3:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 5.0 10.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.3 6.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-5 4/24/2023, 3:48 PM 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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-6 STREET AND INLET CAPACITY.xlsm, G1-6 4/24/2023, 3:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 5.0 10.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-6 4/24/2023, 3:48 PM 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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-7 STREET AND INLET CAPACITY.xlsm, G1-7 4/24/2023, 3:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 5.0 10.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-7 4/24/2023, 3:48 PM 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 8.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-8 STREET AND INLET CAPACITY.xlsm, G1-8 4/24/2023, 3:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 7.7 19.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.8 8.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-8 4/24/2023, 3:48 PM 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 8.4 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-11 STREET AND INLET CAPACITY.xlsm, G1-11 4/24/2023, 3:49 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 8.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.56 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa = 5.0 10.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 3.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-11 4/24/2023, 3:49 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 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 =35.0 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 =35.0 35.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.4 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-12 STREET AND INLET CAPACITY.xlsm, G1-12 4/24/2023, 3:49 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.4 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.53 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.8cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.8 9.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-12 4/24/2023, 3:49 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.5 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 =50.0 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 =50.0 50.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 4.8 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-13 STREET AND INLET CAPACITY.xlsm, G1-13 4/24/2023, 3:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 4.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.23 0.23 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.2 3.2cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.3 1.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-13 4/24/2023, 3:50 PM 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 6.0 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-16 STREET AND INLET CAPACITY.xlsm, G1-16 4/24/2023, 3:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 0.92 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.7 7.7cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-16 4/24/2023, 3:50 PM 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 6.0 inches Check boxes are not applicable in SUMP conditions 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-17 STREET AND INLET CAPACITY.xlsm, G1-17 4/24/2023, 3:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 0.92 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.7 7.7cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-17 4/24/2023, 3:50 PM 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 6.0 inches Check boxes are not applicable in SUMP conditions 6 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 5.02 (August 2022) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) MONTAVA PHASE E G1-18 STREET AND INLET CAPACITY.xlsm, G1-18 4/24/2023, 3:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.0 5.0cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.02 (August 2022) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Typ e R Curb Opening Override Depths STREET AND INLET CAPACITY.xlsm, G1-18 4/24/2023, 3:50 PM MONTAVA SUBDIVISION PHASE EFinal Drainage ReportBasin2-yr Design Flow (cfs)100-yr Design Flow (cfs)Allowable Ponding Depth (in)Allowable Capacity ORIFICE (cfs)Allowable Capacity WEIR (cfs)Grade Condition TYPE OF INLET# OF INLET NEEDEDF-2 0.35 1.81 0.15 1.28 17.93 SUMP TYPE 13 2F-3 0.68 3.54 0.26 2.92 23.61 SUMP TYPE 13 2F-4 0.79 3.86 0.8 19.32 19.48 SUMP TYPE C 1F-5 0.74 3.45 0.2 1.97 20.70 SUMP TYPE 13 2F-6 0.83 3.86 0.26 2.92 23.61 SUMP TYPE 13 2F-7 0.61 3.17 0.26 2.92 23.61 SUMP TYPE 13 2F-8 1.29 6.53 0.3 3.61 25.36 SUMP TYPE 13 2F-9 1.11 5.76 0.26 2.92 23.61 SUMP TYPE 13 2F-10 0.89 4.71 1.5 49.60 26.67 SUMP TYPE C 1F-12 0.97 5.04 0.26 2.92 23.61 SUMP TYPE 13 2F-13 0.47 2.32 1 27.00 21.78 SUMP TYPE C 1F-16 0.32 1.60 0.4 5.56 29.28 SUMP TYPE 13 1F-17 1.00 4.92 0.26 2.92 23.61 SUMP TYPE 13 2F-18 0.59 2.76 1.25 37.73 24.35 SUMP TYPE C 1F-21 2.74 13.88 0.3 3.61 25.36 SUMP TYPE 13 4F-22 0.19 0.89 1.25 37.73 24.35 SUMP TYPE C 1F-23 1.53 8.71 1.25 37.73 24.35 SUMP TYPE C 1F-24 0.47 2.22 1.25 37.73 24.35 SUMP TYPE C 1F-25 0.60 2.76 0.5 7.77 32.73 SUMP TYPE 13 1F-26 0.37 1.81 0.5 7.77 32.73 SUMP TYPE 13 1F-27 0.39 1.91 0.5 7.77 32.73 SUMP TYPE 13 1F-28 0.48 2.18 0.5 7.77 32.73 SUMP TYPE 13 1F-30 1.41 5.87 0.3 3.61 25.36 SUMP TYPE 13 2F-31 0.82 3.83 0.3 3.61 25.36 SUMP TYPE 13 2F-32 0.41 2.12 0.3 3.61 25.36 SUMP TYPE 13 1F-33 0.60 2.61 0.4 5.56 29.28 SUMP TYPE 13 1F-34 0.58 3.03 0.26 2.92 23.61 SUMP TYPE 13 2G1-1 1.94 10.58 0.26 2.92 23.61 SUMP TYPE 13 4G1-3 1.47 7.76 0.26 2.92 23.61 SUMP TYPE 13 3G1-10 0.41 1.79 0.26 2.92 23.61 SUMP TYPE 13 1G1-14 0.33 1.52 0.4 5.56 29.28 SUMP TYPE 13 1G1-15 0.75 3.69 0.4 5.56 29.28 SUMP TYPE 13 1G1-19 0.50 2.45 0.26 2.92 23.61 SUMP TYPE 13 1G1-20 2.18 11.26 0.26 2.92 23.61 SUMP TYPE 13 4G1-21 0.71 3.34 0.4 5.56 29.28 SUMP TYPE 13 1G1-22 1.06 4.96 0.4 5.56 29.28 SUMP TYPE 13 1G1-23 0.49 2.22 0.5 7.77 32.73 SUMP TYPE 13 1G1-24 0.64 3.12 0.5 7.77 32.73 SUMP TYPE 13 1G2-2 0.76 2.79 0.4 5.56 29.28 SUMP TYPE 13 1G2-3 0.64 2.79 0.4 5.56 29.28 SUMP TYPE 13 1G2-5 1.19 4.68 0.4 5.56 29.28 SUMP TYPE 13 1G2-6 1.37 6.42 0.4 5.56 29.28 SUMP TYPE 13 2Cw=3Lw=9ftCw=3Lw=7.33 ftA0=4.05ft2C0=0.67A0=8.61ft2C0=0.67TYPE CTYPE 13TYPE CTYPE 13Appendix B