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HomeMy WebLinkAboutTIMBER LARK SINGLE-FAMILY DEVELOPMENT - FDP220008 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT FINAL DRAINAGE REPORT AADT LAND HOLDINGS, LLC TIMBER LARK RESIDENTIAL JULY 6, 2022 NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double-sided printing. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY COVER LETTER July 6, 2022 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: FINAL DRAINAGE REPORT FOR TIMBER LARK RESIDENTIAL Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the combined Final Plan submittal for the proposed Timber Lark Residential project. This report has been prepared in accordance with the City of Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed Timber Lark Residential project. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the manual. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. FREDERICK S. WEGERT, PE Project Engineer NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY TABLE OF CONTENTS TABLE OF CONTENTS I. I. GENERAL LOCATION AND DESCRIPTION .......................................................... 1 II. II. DRAINAGE BASINS AND SUB-BASINS ............................................................... 3 III. III. DRAINAGE DESIGN CRITERIA .......................................................................... 4 IV. IV. DRAINAGE FACILITY DESIGN ........................................................................... 7 V. V. CONCLUSIONS ............................................................................................ 10 VI. VI. REFERENCES .............................................................................................. 12 TABLES AND FIGURES FIGURE 1: VICINITY MAP ......................................................................................................... 1 FIGURE 2: AERIAL PHOTOGRAPH ........................................................................................... 2 FIGURE 3: REGULATORY FLOODPLAINS ................................................................................ 3 FIGURE 4: LOOKING SOUTHWEST ACROSS PROJECT SITE .................................................. 4 TABLE 1: DETENTION POND SUMMARY ............................................................................... 10 APPENDICES APPENDIX A – HYDROLOGIC COMPUTATIONS APPENDIX B – HYDRAULIC COMPUTATIONS APPENDIX C – DETENTION POND & WATER QUALITY COMPUTATIONS APPENDIX D – EROSION CONTROL REPORT APPENDIX E – USDA SOILS REPORT APPENDIX F – FEMA FIRMETTE APPENDIX G – EXCERPTS FROM LINDEN PARK DRAINGE REPORT APPENDIX H – EXCERPTS FROM PARAGON ESTATES DRAINGE REPORT MAP POCKET DR1 – DRAINAGE EXHIBIT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 1 | 11 I. GENERAL LOCATION AND DESCRIPTION A. LOCATION Vicinity Map The Timber Lark Residential project is located in the southeast quarter of Section 7, Township 6 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The project site (refer to Figure 1) is bordered to the north by Linden Park Subdivision, to the east by Timberline Road, to the south by agricultural land, and to the west by Great Western Railway. The surrounding properties are single-family residential to the north, east, and west and agriculture to the south. The site abuts against Fort Collins City Limits on the north and west boundaries and along the Timberline Road right-of-way. The nearest existing major streets to the project are South Timberline Road on the east side of the project and Trilby Road towards the south. A 30” storm sewer conveys stormwater from Linden Park south to Fossil Creek across the property. Fossil Creek is located towards the southwest of the project south of Trilby Road and west of the Great Western Railway. B. DESCRIPTION OF PROPERTY The Timber Lark Residential site comprises of ± 35.17 acres. Project Location Figure 1: Vicinity Map NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 2 | 11 The site is currently used as agriculture. A subsurface exploration report was completed by Earth Environmental Consultants, Inc. on June 2, 2020 (EEC Project No. 1202034). At the time this report was written, the site was undeveloped with established vegetation. According to Earth Environmental Consultants, the site consist of sandy lean clay soil with bedrock at a depth between 20 to 35 feet. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: (http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), the site consists primarily of Fort Collins loam and Nunn loam (Hydrologic Soil Group C) and Kim loam (Hydrologic Soil Group B). The calculations assume a Hydrologic Soil Group of C. Hydrologic Soil Group C has a slow rate of water absorption and infiltration. The proposed development will consist of single-family and multi-family residential. Other proposed improvements include asphalt drive aisles, sidewalks, landscaping, and a neighborhood park. The site is currently zoned as Rural Residential (RR-2) in Larimer County. Subdivisions are zoned Low-Density Mixed -Use District (LMN) to the north and east of the project and Low-Density Residential District (R-L) to the west. The proposed uses for the project are consistent with Low- Density Mixed Use District (LMN). Figure 2: Aerial Photograph NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 3 | 11 Two irrigation laterals, providing water to agricultural land south of the project, cross the site. Both irrigation laterals will be relocated into pipes and continue to provide irrigation to the southern neighboring properties. A 30” storm sewer, from the Linden Park detention facilities, bisects the property in half. The 30” storm sewer (Linden Park Outfall) was sized to provide an additional capacity of 40 cfs per the Final Drainage Report for Linden Park P.D.P.. This project proposes to discharge into the Linden Park Outfall at 10.4 cfs. The Linden Park Outfall discharges into a drainage ditch on the south side of Trilby Road, and this drainage ditch conveys stormwater around the north and west side of Paragon Estates ultimately discharging into Fossil Creek. C. FLOODPLAIN The subject property is not located in a FEMA or City of Fort Collins regulatory floodplain. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION Timber Lark Residential is within the City of Fort Collins Fossil Creek major drainage basin. Specifically, the project site is situated in the eastern third of this major drainage basin towards Fossil Creek Wetlands Natural Area. The Fossil Creek drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past County Road 5. It encompasses 32 square miles in the city of Fort Collins and Larimer County. Historically, the basin consisted of agricultural land, but the basin has experienced significant development in the recent past. The Fossil Creek drainage basin generally drains from west to east. Runoff from the major basin drains to Fossil Creek Reservoir. B. SUB-BASIN DESCRIPTION The outfall for the project site is Fossil Creek via the existing 30” storm sewer and the Paragon Estates Channel along the south side of Trilby Road. Figure 3: Regulatory Floodplains NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 4 | 11 The existing site can be defined with four (4) sub-basins. Existing runoff follows the natural topography from the northwest to the southeast across gentle grades (e.g., 1.00% to 3.00%) with a hill (e.g., 2.00% to 6.00%) in the northwest corner. The site generally sheet flows from a high point elevation of ±4958 in the northwest corner to the southeast corner of the site. An existing irrigation lateral flows diagonally north to south in the eastern third of the site. The site does not receive notable surface runoff from adjacent properties. However, there is a 30” storm sewer from Linden Park Subdivision that bisects the property. According to the Final Drainage Report for Linden Park P.D.P, the storm sewer was sized to convey the historic 100-year release from Linden Park plus an additional 40 cfs for additional development south of Linden Park. The 30” storm sewer conveys stormwater south towards the Paragon Estates Channel on the south side of Trilby Road, and the Paragon Estates Channel discharges into Fossil Creek. III. DRAINAGE DESIGN CRITERIA A. OPTIONAL REVISIONS There are no optional provisions outside of the Fort Collins Stormwater Manual (FCSM) and the Mile High Flood District (MHFD). B. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with Timber Lark Residential utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the stormwater impacts of this development is the site selection itself. By choosing an already developed site with public storm sewer currently in place, the burden is significantly less than developing a vacant parcel absent of any infrastructure. Figure 4: Looking Southwest Across Project Site NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 5 | 11 Timber Lark Residential aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by implementing Low Impact Development (LID) strategies. Wherever practical, runoff will be routed across landscaped areas or through underground chambers. These LID practices reduce the overall amount of impervious area, while at the same time Minimizing Directly Connected Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the development, thereby slowing runoff and increasing opportunities for infiltration. Step 2 – Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events; however, urban development of this intensity will still have stormwater runoff leaving the site. The primary water quality treatment will occur in underground chambers and extended detention pond. Step 3 – Stabilize Drainageways. As stated in Section II.A, above, the site discharges into Fossil Creek, however no changes to the channel are proposed with this project. While this step may not seem applicable to Timber Lark Residential, the proposed project indirectly helps achieve stabilized drainageways, nonetheless. Once again, site selection has a positive effect on stream stabilization. By developing with existing stormwater infrastructure, combined with LID and MDCIA strategies, the likelihood of bed and bank erosion is reduced. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve Citywide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments. C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The subject property is not part of any Overall Development Plan (ODP) drainage study or similar “development/project” drainage master plan. However, stormwater from Timber Lark Residential will discharge into conveyance structures established as part of the Linden Park and Paragon Estates subdivisions. The site plan is constrained to the north by the Linden Park Subdivision, to the west by the Great Western Railway, and to the east by Timberline Road. An existing agricultural use borders the project on the south. D. HYDROLOGICAL CRITERIA The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations associated with Timber Lark Residential development. Tabulated data contained in Table 3.4-1 has been utilized for Rational Method runoff calculations. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables 3.2-1, 3.2-2, and 3.2-3 of the FCSCM. The Rational Method will be used to estimate peak developed stormwater runoff from drainage basins within the developed site for the 2-year, 10-year, and 100-year design storms. Peak runoff discharges determined using this methodology have been used to check the street capacities, inlets, swales, and storm drain lines. Detention was calculated utilizing EPA SWMM. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 6 | 11 Two separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the “Minor” or “Initial” Storm with a 2-year recurrence interval. The second event considered is the “Major Storm” with a 100-year recurrence interval. E. HYDRAULIC CRITERIA The hydraulic analyses of street capacities, inlets, storm drain lines, culverts, and swales were calculated per the FCSM criteria and provided in the Appendices. The following computer programs and methods were utilized: · The storm drain lines were analyzed using the AutoCAD Storm and Sanitary Sewer Analysis. · The inlets were analyzed using the Urban Drainage Inlet and proprietary area inlet spreadsheets. · Swales and street capacities were analyzed using the Urban Drainage Channels spreadsheets. · Sidewalk chases were analyzed using the Hydraflow Express Extension for AutoCAD Civil 3D. F. FLOODPLAIN REGULATIONS COMPLIANCE As previously mentioned, this project is not subject to any floodplain regulations. G. MODIFICATIONS OF CRITERIA No formal modifications are requested at this time. H. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA City Code requires that 100% of runoff from a project site receive some sort of water quality treatment. This project proposes to provide water quality treatment with underground chambers and extended detention within the detention pond. The chambers, when constructed per Fort Collins regulations, are considered an LID treatment method. A weir is located within Manhole A4 to direct the first initial rush of the storm into the underground chambers. After the initial rush, the weir is sized to allow the Minor and Major Storms to flow into the proposed detention pond. Due to the physical constraints associated with a project of this nature and the prohibition of providing water quality facilities within the public right-of-way, there are some small, narrow areas around the perimeter of the project that cannot be captured. The uncaptured areas tend to be narrow strips of grading behind rear lot lines that tie the site back into established offsite grades along property lines. Every effort is taken to direct as much of these narrow landscaping strips into the proposed drainage infrastructure, but there will be some small segments of uncaptured parcels. While these small areas will not receive formal water quality treatment, most areas will still see some treatment as runoff is directed across through the landscaped areas before reaching the property line. I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID) The project site will conform with the requirement to treat a minimum of 50% of the project site using a LID technique. LID treatment will be provided by underground chambers. Please see Appendix C for LID design information, table, and exhibit(s). As shown in the LID table provided in the appendix, 70% of the proposed site impervious area will receive LID treatment, which exceeds NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 7 | 11 the minimum required. LID/water quality treatment for the remaining site will be provided by extended detention within the proposed detention pond. IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The main objective of Timber Lark Residential drainage design is to maintain existing drainage patterns, while not adversely impacting adjacent properties. Off-site drainage from Linden Park passes through an existing 30” storm sewer bisecting the property (Linden Park Outfall). A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. Drainage for the project site has been analyzed using fourteen (14) drainage sub-basins. The drainage patterns anticipated for the basins are further described below. Basin A1 Basin A1 is approximately 2.29 acres and consists of the detention pond and surrounding landscaping areas in the southeast corner of the site. The basin will generally maintain historic drainage patterns. Runoff from this basin will sheet flow into the onsite detention pond. The detention pond will provide both detention and water quality in the form of extended (40-hour) detention for the entire project. The detention pond will discharge into the Linden Park Outfall. Basin A2a & A2b Basins A2a and A2b consist of ten lots immediately west of the detention pond, the south side of Street B, and the far south stub of Red Willow Drive. Basin A2a is approximately 1.17 acres. Basin A2b is approximately 0.85 acres. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street B curb and gutter. The curb and gutter will convey the stormwater east towards a storm inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A2 will be provided by the detention pond and underground chambers. Basin A3a & A3b Basins A3a and A3b consist of ten lots immediately west of Basin A2, the south side of Street B, the southeastern quarter of Golden Willow Drive, and the far south stub of Weeping Willow Drive. Basin A3a is approximately 1.44 acres. Basin A3b is approximately 0.68 acres. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street B curb and gutter. The curb and gutter will convey the stormwater east towards a storm inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A3 will be provided by the detention pond and underground chambers. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 8 | 11 Basin A4a & A4b Basins A4a and A4b consists of the lots along Red Willow Drive and Alley L, the west half of Street I, and the northeast quarter of Street B. Basin A4a is approximately 0.36 acres. Basin A4b is approximately 1.74 acres. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either Street I or Alley L curb and gutter. The curb and gutter and the alleys will convey the stormwater south towards an inlet in Street B and ultimately into the detention pond in Basin A1. Detention and water quality for Basin A4a and A4b will be provided by the detention pond. Basin A5 Basin A5 is approximately 6.14 acres and consists of the lots along Street G and Alley K, a park, Street G, Alley K, Red Willow Drive, and the north half of Street B. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either the Street G, Street B, Red Willow Drive, or Alley K curb and gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A5 will be provided by the detention pond and underground chambers. Basin A6 Basin A6 is approximately 6.09 acres and consists of the lots along Weeping Willow Drive and Street E, Street E, Weeping Willow Drive south of Street A, and the north half of Street B. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into the Street E or Weeping Willow Drive curb and gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A6 will be provided by the detention pond and underground chambers. Basin A7 Basin A7 is approximately 2.91 acres and consists of the lots along Golden Willow Drive. The basin will generally maintain historic drainage patterns from north to the south. Runoff from this basin will sheet flow off the lots into the Golden Willow Drive curb and gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A7 will be provided by the detention pond and underground chambers. Basin A8 Basin A8 is approximately 0.45 acres and consists of the south half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter, and the curb and gutter will convey the stormwater east towards an inlet at the intersection of Street A and Red Willow Drive. The 100-year storm will overtop the inlet and continue within the Red Willow Drive curb and gutter towards an inlet in Basin A5. Both inlets, via storm sewer, will convey drainage into NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 9 | 11 underground chambers in the south half of the park for water quality treatment. The 100- year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A8 will be provided by the detention pond and underground chambers. Basin A9 Basin A9 is approximately 3.84 acres and consists of the lots along the Street A and the north half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street A curb and gutter. The curb and gutter will convey the stormwater towards an inlet at the intersection of Street A and Red Willow Drive. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment, and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A9 will be provided by the detention pond and underground chambers. Basin A10 Basin A10 is approximately 0.97 acres and consists of the lots along Alleys O and P. The basin will generally maintain historic drainage patterns from north to south. Runoff from this basin will sheet flow off the lots into Alleys O and P, and the alleys will convey water to an inlet south of the basin. A storm sewer will then convey stormwater to the detention pond in Basin A1. Detention and water quality for Basin A10 will be provided by the detention pond. Basin A11 Basin A11 is approximately 0.43 acres and consists of the south half of Street C. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter, and the curb and gutter will convey stormwater east towards an inlet at the east end of Street C. A drainage channel will then convey stormwater to detention pond in Basin A1. Detention and water quality for Basin A11 will be provided by the detention pond. Basin A12a Basin A12 is approximately 2.32 acres and consists of the lots along Alleys M and N, Street G, Alley M, Alley N, the south half of Street A, the north half of Street C, and the northeast quarter of Street I. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either the Street I curb and gutter or into Alleys M and N. The curb and gutter and the alleys will convey the stormwater south towards a storm inlet in Street C. A drainage channel will then convey stormwater to detention pond in Basin A1. Detention and water quality for Basin A12 will be provided by the detention pond. Basins A12b, 12c, & 12d Basins A12b, 12c, and 12d consists of small pockets of landscaping and roof within Basin 12a that flows directly east in Basin A13. Basins A12b, A12c, and A12d are approximately 0.08 acres each. The basins will generally maintain historic drainage patterns from west to east. Runoff from these basins will sheet flow off the lots into a swale bisecting the northern third of Basin 12a. The swale will convey stormwater east into a drainage channel within Basin 13 and ultimately into the detention pond in Basin A1. Detention and water quality for Basin A12 will be provided by the detention pond. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 10 | 11 Basin A13 Basin A13 is approximately 1.08 acres and consists of open space south of Street A and west of Timberline Drive. It’s assumed the eastern third of Basin A13 consist of impervious asphalt to account for a future cul-de-sac in Street A. The basin will generally drain east to west via a drainage channel to the detention pond in Basin A1. Detention and water quality for Basin A13 will be provided by the detention pond. Basin A14 Basin A14 is approximately 0.39 acres and consists of the south half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter, and the curb and gutter will convey stormwater towards an inlet in Street A. A drainage channel in Basin A13 will then convey stormwater to the detention pond in Basin A1. Detention and water quality for Basin A14 will be provided by the detention pond. Basin A15 Basin A15 is approximately 1.95 acres and consists of the lots along the north half of Street A and the north half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter, and the curb and gutter will convey stormwater towards an inlet in Street A. A drainage channel in Basin A13 will then convey stormwater to the detention pond in Basin A1. Detention and water quality for Basin A15 will be provided by the detention pond. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. SPECIFIC DETAILS The project proposed to release at the 2-year historic release rate of 10.4 cfs per the master drainage plan for the Fossil Creek Basin. Table 1, below, is a summary of the required and design volumes for the proposed detention pond. Detention Pond Summary Required Water Quality Volume 0.23 ac-ft Required Detention Volume 5.65 ac-ft Design Volume 5.88 ac-ft Release Rate 10.4 cfs Table 1: Detention Pond Summary Water quality and LID treatment will be provided by underground chambers and extendend detention within the detention pond. Final design details, detailed hydraulic calculations, and construction documentation, will be provided to the City of Fort Collins for review prior to Final Development Plan approval. V. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The proposed drainage design for the Timber Lark Residential complies with the City of Fort Collins Stormwater Criteria Manual. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 11 | 11 The drainage desing proposed with this project will effectively limit potential damage associated with its stormwater runoff. Timber Lark Residential will detain per the 2-year historic runoff from the site. The drainage plan and stormwater measurements proposed with Timber Lark Residential are compliant with all applicable State and Fedaral regulations. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY 12 | 11 VI. REFERENCES 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Final Drainage Report for Linden Park P.D.P., TST, Inc., Fort Collins, Colorado, May 30, 2000. 3. Final Drainage Report for Paragon Estates, TST, Inc., Fort Collins, Colorado, September 12, 1994. 4. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code. 5. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX A HYDROLOGIC COMPUTATIONS Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.85 90% 0.55 50% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Residential: High Density (acres) Residential: Low Density (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 A1 99,598 2.29 0.05 0.07 0.00 0.00 0.00 2.16 7%0.24 0.24 0.24 0.30 A2a 51,022 1.17 0.52 0.00 0.00 0.53 0.00 0.12 68%0.69 0.69 0.69 0.87 A2b 37,108 0.85 0.00 0.00 0.00 0.85 0.00 0.00 50%0.55 0.55 0.55 0.69 A3a 62,798 1.44 0.58 0.00 0.00 0.73 0.00 0.13 66%0.68 0.68 0.68 0.85 A3b 29,409 0.68 0.00 0.00 0.00 0.68 0.00 0.00 50%0.55 0.55 0.55 0.69 A4a 15,784 0.36 0.20 0.06 0.00 0.00 0.00 0.10 70%0.73 0.73 0.73 0.92 A4b 75,585 1.74 0.56 0.00 0.00 1.08 0.00 0.10 63%0.66 0.66 0.66 0.82 A5 267,383 6.14 1.60 0.00 0.00 3.25 0.00 1.28 53%0.58 0.58 0.58 0.73 A6 265,322 6.09 1.29 0.00 0.00 4.14 0.00 0.65 55%0.60 0.60 0.60 0.75 A7 126,680 2.91 0.86 0.00 0.00 1.85 0.00 0.19 62%0.65 0.65 0.65 0.81 A8 19,518 0.45 0.26 0.00 0.00 0.13 0.00 0.06 72%0.73 0.73 0.73 0.92 A9 167,159 3.84 0.95 0.00 0.00 2.22 0.00 0.66 54%0.59 0.59 0.59 0.74 A10 42,378 0.97 0.32 0.39 0.00 0.00 0.00 0.27 69%0.74 0.74 0.74 0.93 A11 18,820 0.43 0.27 0.00 0.00 0.00 0.00 0.16 64%0.67 0.67 0.67 0.84 A12a 94,244 2.16 0.97 0.58 0.00 0.00 0.00 0.61 70%0.74 0.74 0.74 0.92 A12b 3,421 0.08 0.00 0.03 0.00 0.00 0.00 0.05 33%0.47 0.47 0.47 0.58 A12c 3,332 0.08 0.00 0.03 0.00 0.00 0.00 0.05 34%0.47 0.47 0.47 0.59 A12d 3,332 0.08 0.00 0.03 0.00 0.00 0.00 0.05 34%0.47 0.47 0.47 0.59 A13 47,254 1.08 0.17 0.08 0.00 0.00 0.00 0.83 24%0.37 0.37 0.37 0.47 A14 16,981 0.39 0.28 0.01 0.00 0.00 0.00 0.09 76%0.77 0.77 0.77 0.96 A15 84,877 1.95 0.48 0.00 0.00 1.06 0.00 0.42 52%0.57 0.57 0.57 0.72 DEVELOPED RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Residential: High Density Residential: Low Density Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:Timber Lark Residential Fort Collins F. Wegert May 18, 2022 Lawns and Landscaping: 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.85 90% 0.55 50% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Residential: High Density (acres) Residential: Low Density (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 DEVELOPED RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Residential: High Density Residential: Low Density Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:Timber Lark Residential Fort Collins F. Wegert May 18, 2022 Lawns and Landscaping: 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. OS1 769,244 17.66 0.00 0.00 0.00 0.00 17.66 0.00 2%0.20 0.20 0.20 0.25 OS2 549,913 12.62 0.00 0.00 0.00 0.00 12.62 0.00 2%0.20 0.20 0.20 0.25 OS3 114,693 2.63 0.00 0.00 0.00 0.00 2.63 0.00 2%0.20 0.20 0.20 0.25 OS4 570,100 13.09 0.00 0.00 0.00 0.00 13.09 0.00 2%0.20 0.20 0.20 0.25 UC 1,026,399 23.56 6.07 0.00 0.00 14.40 0.00 3.09 57%0.61 0.61 0.61 0.76 CB-A13 159,197 3.65 0.93 0.18 0.00 1.06 0.00 1.49 45%0.53 0.53 0.53 0.66 WQ1 505,604 11.61 3.30 1.28 0.00 2.13 0.00 4.90 48%0.56 0.56 0.56 0.70 Total 1,532,003 35.17 1.51 0.17 0.00 1.19 0.00 32.30 8%0.25 0.25 0.25 0.31 Offsite Basins4 Combined Basins1,2,3 Notes: 1)Basin UC consist of all basins draining towards the underground chambers (Basins A2, A3, A5, A6, A7, A8, & A9). 2) Basin CB-A13 consists of Basins A12b, A12c, A12d, A13, A14, & A15. 3) Basin WQ1 consist of all basins draining into the detention pond that is not treated by a the underground chambers (Basins A1, A4a, A4b, A10, A11, A12a, A12b, A12c, A12d, A13, A14, & A15). 4) Basins OS1, OS2, OS3 and OS4 is provided to facilitate the capacity calculations for the Paragon Estates Channel along the south side of Trilby Road. ####### Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) a1 A1 70 35.22 30.74 6.40%7.23 7.23 6.73 763 30.74 23.00 1.01%Valley Pan 0.02 6.00 10.25 0.59 7.00 1.82 14.63 9.05 9.05 9.05 9.05 8.54 8.54 a2a A2a 60 36.47 34.34 3.55%3.86 3.86 2.21 503 34.34 31.61 0.54%Gutter 0.02 3.61 19.18 0.19 2.40 3.49 13.13 7.34 7.34 7.34 7.34 5.70 5.70 a2b A2b 107 36.47 35.94 0.50%13.45 13.45 10.08 518 35.94 33.54 0.46%Swale (4:1)0.04 4.00 8.25 0.48 1.56 5.52 13.47 18.96 13.47 18.96 13.47 15.60 13.47 a3a A3a 120 43.44 41.04 2.00%6.85 6.85 4.09 606 41.04 33.74 1.20%Gutter 0.02 3.61 19.18 0.19 3.58 2.82 14.03 9.67 9.67 9.67 9.67 6.91 6.91 a3b A3b 74 43.47 41.84 2.20%6.80 6.80 5.10 426 41.84 36.91 1.16%Swale (4:1)0.04 4.00 8.25 0.48 2.47 2.87 12.78 9.67 9.67 9.67 9.67 7.97 7.97 a4a A4a 34 36.99 35.93 3.12%2.73 2.73 1.36 274 35.93 32.33 1.31%Gutter 0.02 3.61 19.18 0.19 3.74 1.22 11.71 3.95 5.00 3.95 5.00 2.58 5.00 a4b A4b 32 40.96 40.18 2.44%3.48 3.48 2.19 470 40.18 32.58 1.62%Gutter 0.02 3.61 19.18 0.19 4.15 1.89 12.79 5.37 5.37 5.37 5.37 4.07 5.00 a5 A5 65 46.46 46.09 0.57%9.43 9.43 6.79 922 46.09 31.58 1.57%Gutter 0.02 3.61 19.18 0.19 4.09 3.75 15.48 13.19 13.19 13.19 13.19 10.54 10.54 a6 A6 212 52.99 44.16 4.17%8.51 8.51 5.98 660 44.16 33.71 1.58%Gutter 0.02 3.61 19.18 0.19 4.11 2.68 14.84 11.19 11.19 11.19 11.19 8.66 8.66 a7 A7 108 51.69 50.03 1.54%7.65 7.65 4.93 722 50.03 37.52 1.73%Gutter 0.02 3.61 19.18 0.19 4.30 2.80 14.61 10.45 10.45 10.45 10.45 7.73 7.73 a8 A8 56 42.87 42.68 0.34%7.35 7.35 3.67 318 42.68 38.57 1.29%Gutter 0.02 3.61 19.18 0.19 3.71 1.43 12.08 8.78 8.78 8.78 8.78 5.10 5.10 a9 A9 120 49.89 47.12 2.31%7.92 7.92 5.64 700 47.12 38.60 1.22%Gutter 0.02 3.61 19.18 0.19 3.60 3.24 14.56 11.16 11.16 11.16 11.16 8.88 8.88 a10 A10 46 37.32 34.85 5.37%2.58 2.58 1.24 246 34.85 32.44 0.98%Gutter 0.02 3.61 19.18 0.19 3.23 1.27 11.62 3.85 5.00 3.85 5.00 2.51 5.00 a11 A11 34 36.99 35.93 3.12%3.18 3.18 1.93 428 35.93 33.40 0.59%Gutter 0.02 3.61 19.18 0.19 2.51 2.84 12.57 6.03 6.03 6.03 6.03 4.77 5.00 a12a A12a 18 41.65 41.14 2.83%2.02 2.02 0.99 719 41.14 33.40 1.08%Gutter 0.02 3.61 19.18 0.19 3.39 3.54 14.09 5.56 5.56 5.56 5.56 4.53 5.00 a12b A12b 23 38.70 36.34 10.26%2.62 2.62 2.14 54 36.34 35.26 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.24 10.43 2.86 5.00 2.86 5.00 2.38 5.00 a12c A12c 18 39.66 37.67 11.06%2.24 2.24 1.82 54 37.67 36.59 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.24 10.40 2.48 5.00 2.48 5.00 2.07 5.00 a12d A12d 22 39.18 39.03 0.68%6.27 6.27 5.10 56 39.03 37.91 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.25 10.43 6.53 6.53 6.53 6.53 5.35 5.35 a13 A13 78 37.74 36.31 1.83%9.80 9.80 8.54 505 36.31 31.23 1.01%Swale (4:1)0.04 4.00 8.25 0.48 2.64 3.19 13.24 12.99 12.99 12.99 12.99 11.73 11.73 a14 A14 24 41.73 41.40 1.37%2.74 2.74 1.16 327 41.40 36.13 1.61%Gutter 0.02 3.61 19.18 0.19 4.14 1.32 11.95 4.05 5.00 4.05 5.00 2.47 5.00 a15 A15 70 43.79 41.99 2.57%6.02 6.02 4.38 450 41.99 36.13 1.30%Gutter 0.02 3.61 19.18 0.19 3.72 2.01 12.89 8.03 8.03 8.03 8.03 6.39 6.39 Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: Timber Lark Residential Fort Collins F. Wegert May 18, 2022 Project: Calculations By: Date: Design Point Basin ID Overland Flow Channelized Flow Time of Concentration (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. ####### Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: Timber Lark Residential Fort Collins F. Wegert May 18, 2022 Project: Calculations By: Date: Design Point Basin ID Overland Flow Channelized Flow Time of Concentration (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. os1 OS1 82 144.74 143.00 2.12%11.86 11.86 11.20 1,987 143.00 22.31 6.07%Swale (8:1)0.04 8.00 16.12 0.50 6.58 5.04 21.49 16.90 16.90 16.90 16.90 16.24 16.24 os2 OS2 300 131.72 130.61 0.37%40.60 40.60 38.35 1,141 130.61 95.06 3.12%Swale (8:1)0.04 8.00 16.12 0.50 4.71 4.04 18.01 44.64 18.01 44.64 18.01 42.39 18.01 os3 OS3 231 135.43 126.77 3.75%16.47 16.47 15.55 395 126.77 105.00 5.51%Swale (8:1)0.04 8.00 16.12 0.50 6.26 1.05 13.48 17.52 13.48 17.52 13.48 16.60 13.48 os4 OS4 180 151.38 136.84 8.08%11.25 11.25 10.63 1,371 136.84 95.06 3.05%Swale (8:1)0.04 8.00 16.12 0.50 4.66 4.91 18.62 16.16 16.16 16.16 16.16 15.53 15.53 uc UC 108 51.69 50.03 1.54%8.30 8.30 5.74 1,562 50.03 34.68 0.98%Gutter 0.02 3.61 19.18 0.19 3.24 8.05 19.28 16.35 16.35 16.35 16.35 13.79 13.79 cb-a13 CB-A13 70 43.79 41.99 2.57%6.53 6.53 5.02 1,100 41.99 34.78 0.66%Gutter 0.02 3.61 19.18 0.19 2.64 6.94 16.50 13.47 13.47 13.47 13.47 11.96 11.96 wq1 WQ1 18 41.65 41.14 2.83%3.03 3.03 2.24 1,579 41.14 32.86 0.52%Gutter 0.02 3.61 19.18 0.19 2.36 11.14 18.87 14.16 14.16 14.16 14.16 13.38 13.38 total Total 70 43.79 41.99 2.57%9.73 9.73 9.03 1,960 41.99 32.86 0.47%Valley Pan 0.02 6.00 10.25 0.59 4.74 6.89 21.28 16.62 16.62 16.62 16.62 15.91 15.91 Combined Basins Offsite Basins Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 QWQ Q2 Q10 Q100 a1 A1 2.29 9.1 9.1 8.5 0.2 0.2 0.3 2.3 3.9 8.2 0.6 1.3 2.2 5.7 a2a A2a 1.17 7.3 7.3 5.7 0.7 0.7 0.9 2.5 4.3 9.6 1.0 2.0 3.5 9.8 a2b A2b 0.85 13.5 13.5 13.5 0.6 0.6 0.7 2.0 3.4 6.9 0.5 0.9 1.6 4.1 a3a A3a 1.44 9.7 9.7 6.9 0.7 0.7 0.8 2.3 3.9 9.1 1.1 2.2 3.8 11.1 a3b A3b 0.68 9.7 9.7 8.0 0.6 0.6 0.7 2.3 3.9 8.6 0.4 0.8 1.4 4.0 a4a A4a 0.36 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.4 0.8 1.3 3.3 a4b A4b 1.74 5.4 5.4 5.0 0.7 0.7 0.8 2.9 4.9 10.0 1.6 3.3 5.6 14.2 a5 A5 6.14 13.2 13.2 10.5 0.6 0.6 0.7 2.0 3.4 7.6 3.5 7.1 12.1 33.8 a6 A6 6.09 11.2 11.2 8.7 0.6 0.6 0.7 2.1 3.6 8.2 3.9 7.7 13.2 37.3 a7 A7 2.91 10.5 10.5 7.7 0.6 0.6 0.8 2.2 3.8 8.6 2.1 4.1 7.1 20.2 a8 A8 0.45 8.8 8.8 5.1 0.7 0.7 0.9 2.4 4.0 10.0 0.4 0.8 1.3 4.1 a9 A9 3.84 11.2 11.2 8.9 0.6 0.6 0.7 2.1 3.6 8.2 2.4 4.8 8.2 23.2 a10 A10 0.97 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 1.0 2.1 3.5 9.0 a11 A11 0.43 6.0 6.0 5.0 0.7 0.7 0.8 2.7 4.6 10.0 0.4 0.8 1.3 3.6 a12a A12a 2.16 5.6 5.6 5.0 0.7 0.7 0.9 2.8 4.7 10.0 2.2 4.4 7.5 19.9 a12b A12b 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.5 a12c A12c 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.4 a12d A12d 0.08 6.5 6.5 5.4 0.5 0.5 0.6 2.6 4.4 10.0 0.0 0.1 0.2 0.4 a13 A13 1.08 13.0 13.0 11.7 0.4 0.4 0.5 2.0 3.4 7.3 0.4 0.8 1.4 3.7 a14 A14 0.39 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.4 0.9 1.5 3.7 a15 A15 1.95 8.0 8.0 6.4 0.6 0.6 0.7 2.4 4.1 9.3 1.3 2.7 4.6 13.0 os1 OS1 17.66 16.9 16.9 16.2 0.2 0.2 0.3 1.8 3.0 6.3 3.1 6.3 10.7 27.8 os2 OS2 12.62 18.0 18.0 18.0 0.2 0.2 0.3 1.7 2.9 5.9 2.1 4.3 7.3 18.7 os3 OS3 2.63 13.5 13.5 13.5 0.2 0.2 0.3 2.0 3.4 6.9 0.5 1.0 1.8 4.6 os4 OS4 13.09 16.2 16.2 15.5 0.2 0.2 0.3 1.8 3.1 6.4 2.4 4.7 8.1 21.0 uc UC 23.56 16.3 16.3 13.8 0.6 0.6 0.8 1.8 3.1 6.8 12.9 25.9 44.1 121.9 cb-a13 CB-A13 3.65 13.5 13.5 12.0 0.5 0.5 0.7 2.0 3.4 7.3 1.9 3.8 6.5 17.6 wq1 WQ1 11.61 14.2 14.2 13.4 0.6 0.6 0.7 1.9 3.3 6.9 6.2 12.5 21.4 56.2 total Total 35.17 16.6 16.6 15.9 0.2 0.2 0.3 1.8 3.0 6.4 7.8 15.5 26.4 69.8 Combined Basins Offsite Basins Date: Fort Collins Project: Location: Calc. By: Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual Rational Equation: Q = CiA (Equation 6-1 per MHFD) DEVELOPED DIRECT RUNOFF COMPUTATIONS Intensity Timber Lark Residential F. Wegert May 18, 2022 Design Point Basin Area (acres) Runoff CTc (Min)Flow (cfs) Runoff Coefficient1 Percent Impervious1 0.95 100% 0.95 90% 0.85 90% 0.55 50% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Residential: High Density (acres) Residential: Low Density (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 H-A1 75,250 1.728 0.000 0.000 0.000 0.000 1.728 0.000 2%0.20 0.20 0.20 0.25 H-A2 903,864 20.750 0.000 0.000 0.000 0.000 20.750 0.000 2%0.20 0.20 0.20 0.25 H-A3 474,765 10.899 0.000 0.000 0.000 0.000 10.899 0.000 2%0.20 0.20 0.20 0.25 H-A4 78,249 1.796 0.000 0.000 0.000 0.000 1.796 0.000 2%0.20 0.20 0.20 0.25 OS1 769,218 17.659 0.000 0.000 0.000 0.000 17.659 0.000 2%0.20 0.20 0.20 0.25 OS2 549,913 12.624 0.000 0.000 0.000 0.000 12.624 0.000 2%0.20 0.20 0.20 0.25 OS3 114,693 2.633 0.000 0.000 0.000 0.000 2.633 0.000 2%0.20 0.20 0.20 0.25 OS4 570,100 13.088 0.000 0.000 0.000 0.000 13.088 0.000 2%0.20 0.20 0.20 0.25 Total 1,532,128 35.173 0.000 0.000 0.000 0.000 35.173 0.000 2%0.20 0.20 0.20 0.25 Lawns and Landscaping: Combined Basins 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Offsite Basins EXISTING RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Residential: High Density Residential: Low Density Timber Lark Residential F. Wegert May 18, 2022 Project: Calculations By: Date: Character of Surface Streets, Parking Lots, Roofs, Alleys, and Drives: Page 1 of 3 Project: ######Date: Where: V = Velocity (ft/sec) n = Roughness Coefficient R = Hydraulic Radius (feet) S = Longitudinal Slope, feet/feet Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface Roughness (n) Flow Area3 (sq.ft.) WP 3 (ft) Hydraulic Radius (ft) Velocity (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100-Yr (min) Tc 100-Yr (min) h-a1 H-A1 298 53.25 44.61 2.90%20.4 20.4 19.2 527 44.61 38.26 1.20%Swale (8:1)0.035 8.00 16.12 0.50 2.93 3.00 14.58 23.37 14.58 23.37 14.58 22.24 14.58 h-a2 H-A2 162 56.31 46.64 5.97%11.8 11.8 11.2 2301 46.64 30.99 0.68%Swale (4:1)0.035 4.00 8.25 0.48 2.17 17.70 23.68 29.51 23.68 29.51 23.68 28.85 23.68 h-a3 H-A3 300 50.31 43.49 2.27%22.2 22.2 20.9 1250 43.49 34.20 0.74%Swale (8:1)0.035 8.00 16.12 0.50 2.30 9.06 18.61 31.23 18.61 31.23 18.61 29.99 18.61 h-a4 H-A4 300 43.32 38.25 1.69%24.5 24.5 23.1 211 38.25 36.48 0.84%Swale (8:1)0.035 8.00 16.12 0.50 2.44 1.44 12.84 25.91 12.84 25.91 12.84 24.55 12.84 os1 OS1 82 144.74 143.00 2.12%11.9 11.9 11.2 1,987 143.00 22.31 6.07%Swale (8:1)0.035 8.00 16.12 0.50 6.58 5.04 21.49 16.90 16.90 16.90 16.90 16.24 16.24 os2 OS2 300 131.72 130.61 0.37%40.6 40.6 38.3 1,141 130.61 95.06 3.12%Swale (8:1)0.035 8.00 16.12 0.50 4.71 4.04 18.01 44.64 18.01 44.64 18.01 42.39 18.01 os3 OS3 231 135.43 126.77 3.75%16.5 16.5 15.6 395 126.77 5.00 30.83%Swale (8:1)0.035 8.00 16.12 0.50 14.82 0.44 13.48 16.91 13.48 16.91 13.48 16.00 13.48 os4 OS4 180 151.38 136.84 8.08%11.3 11.3 10.6 1,371 136.84 95.06 3.05%Swale (8:1)0.035 8.00 16.12 0.50 4.66 4.91 18.62 16.16 16.16 16.16 16.16 15.53 15.53 total Total 162 56.31 46.64 5.97%11.8 11.8 11.2 2301 46.64 30.99 0.68%Swale (4:1)0.035 4.00 8.25 0.48 2.17 17.70 23.68 29.51 23.68 29.51 23.68 28.85 23.68 May 18, 2022 Combined Basins Design Point Basin Overland Flow Channelized Flow Time of Concentration Offsite Basins EXISTING TIME OF CONCENTRATION COMPUTATIONS Overland Flow, Time of Concentration: Calculations By: Timber Lark Residential F. Wegert Maximum Tc: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins Stormwater Manual) Notes: 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass Page 2 of 3 Tc2 Tc10 Tc100 C2 C10 C100 I2 (in/hr) I10 (in/hr) I100 (in/hr) Q2 (cfs) Q10 (cfs) Q100 (cfs) h-a1 H-A1 1.728 14.58 14.58 14.58 0.20 0.20 0.25 1.90 3.24 6.62 0.7 1.1 2.9 h-a2 H-A2 20.750 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 6.1 10.5 26.7 h-a3 H-A3 10.899 18.61 18.61 18.61 0.20 0.20 0.25 1.68 2.86 5.84 3.7 6.2 15.9 h-a4 H-A4 1.796 12.84 12.84 12.84 0.20 0.20 0.25 2.02 3.45 7.04 0.7 1.2 3.2 os1 OS1 17.659 16.90 16.90 16.24 0.20 0.20 0.25 1.78 3.04 6.30 6.3 10.7 27.8 os2 OS2 12.624 18.01 18.01 18.01 0.20 0.20 0.25 1.70 2.90 5.92 4.3 7.3 18.7 os3 OS3 2.633 13.48 13.48 13.48 0.20 0.20 0.25 1.98 3.39 6.92 1.0 1.8 4.6 os4 OS4 13.088 16.16 16.16 15.53 0.20 0.20 0.25 1.81 3.08 6.41 4.7 8.1 21.0 total Total 35.173 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 10.4 17.7 45.2 Combined Basins EXISTING DIRECT RUNOFF COMPUTATIONS Intensity Flow Timber Lark Residential F. Wegert May 18, 2022 Project: Calculations By: Date: Rational Equation: Q = CiA (Equation 6-1 per MHFD) Offsite Basins Design Point Basin Area (acres) Runoff C Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual Tc (Min) Page 3 of 3 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX B HYDRAULIC COMPUTATIONS NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX INLET CALCULATIONS Project #: Project Name: Project Loc.: Design Flowrate Upstream Flowrate Total Flowrate Allowable Flowrate Overflow Design Flowrate Upstream Flowrate Total Flowrate Allowable Flowrate Overflow Design Flowrate Upstream Flowrate Total Flowrate Allowable Flowrate Overflow Inlet A2 Designed for Basin A4a 5' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 5.40 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 5.40 cfs 0.00 cfs 3.30 cfs 1.64 cfs 4.94 cfs 10.70 cfs 0.00 cfs Inlet A3-1 Designed for Basin A4b. Assumes 100-year storm will overtop towards Inlet A2.10' Type-R 3.30 cfs 0.00 cfs 3.30 cfs 10.50 cfs 0.00 cfs 5.60 cfs 0.00 cfs 5.60 cfs 10.50 cfs 0.00 cfs 14.20 cfs 8.45 cfs 22.65 cfs 22.20 cfs 0.44 cfs Inlet A4-1S Designed for Basin A2a. Assumes 50% of overtop from Inlet A4-1N during 100-year storm. During 100- year storm, will overtop into Inlet A2. 10' Type-R 2.00 cfs 0.00 cfs 2.00 cfs 5.80 cfs 0.00 cfs 3.50 cfs 0.00 cfs 3.50 cfs 5.80 cfs 0.00 cfs 9.80 cfs 14.20 cfs 24.00 cfs 22.80 cfs 1.19 cfs Inlet A4-2S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.43 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.43 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.43 cfs 0.00 cfs Inlet A4-3S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 2.15 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 2.15 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 2.15 cfs 0.00 cfs Inlet A4-4S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.49 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.49 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.49 cfs 0.00 cfs Inlet A4-5S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.45 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.45 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.45 cfs 0.00 cfs Inlet A4-1N Designed for Basin A5. During 100-year storm, will overtop towards Inlets A4-1S and A3-1.15' Type-R 7.10 cfs 0.00 cfs 7.10 cfs 13.50 cfs 0.00 cfs 12.10 cfs 0.00 cfs 12.10 cfs 13.50 cfs 0.00 cfs 33.80 cfs 16.09 cfs 49.89 cfs 33.00 cfs 16.89 cfs Inlet A4-3N Desgined for Basin A8. Assumes 100-year overtops into Inlet A4-1N.10' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 6.20 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 6.20 cfs 0.00 cfs 4.10 cfs 4.74 cfs 8.84 cfs 6.20 cfs 2.64 cfs Inlet A4-4N Designed for 70% of Basin A9. Assumes 100-year overtops towards Inlet A4-3N.10' Type-R 3.36 cfs 0.00 cfs 3.36 cfs 5.80 cfs 0.00 cfs 5.74 cfs 0.00 cfs 5.74 cfs 5.80 cfs 0.00 cfs 16.24 cfs 0.00 cfs 16.24 cfs 11.50 cfs 4.74 cfs Inlet A4-5N Designed for 15% of Basin A9 Area Inlet 0.72 cfs 0.00 cfs 0.72 cfs 7.15 cfs 0.00 cfs 1.23 cfs 0.00 cfs 1.23 cfs 7.15 cfs 0.00 cfs 3.48 cfs 0.00 cfs 3.48 cfs 7.15 cfs 0.00 cfs Inlet A4-6N Designed for 15% of Basin A9 Area Inlet 0.72 cfs 0.00 cfs 0.72 cfs 10.31 cfs 0.00 cfs 1.23 cfs 0.00 cfs 1.23 cfs 10.31 cfs 0.00 cfs 3.48 cfs 0.00 cfs 3.48 cfs 10.31 cfs 0.00 cfs Inlet A6-1N Designed for Basin A6. During 100-year storm, will overtop towards Inlets A6-1S and A4-1N. Inlet sized for 10-year storm. 15' Type-R 7.70 cfs 0.00 cfs 7.70 cfs 13.50 cfs 0.00 cfs 13.20 cfs 0.00 cfs 13.20 cfs 17.40 cfs 0.00 cfs 37.30 cfs 7.00 cfs 44.30 cfs 17.40 cfs 26.90 cfs Inlet A6-1S Designed for Basin A3a. Assumes 50% of overtop from Inlet A6-1N during 100-year storm. During 100- year storm, will overtop into Inlet A4-1S. 10' Type-R 2.20 cfs 0.00 cfs 2.20 cfs 5.80 cfs 0.00 cfs 3.80 cfs 0.00 cfs 3.80 cfs 5.80 cfs 0.00 cfs 11.10 cfs 13.45 cfs 24.55 cfs 18.80 cfs 5.75 cfs Inlet A6-2S Designed for 33% of Basin A3b.15" Drain Basin 0.26 cfs 0.00 cfs 0.26 cfs 3.13 cfs 0.00 cfs 0.46 cfs 0.00 cfs 0.46 cfs 3.13 cfs 0.00 cfs 1.32 cfs 0.00 cfs 1.32 cfs 3.13 cfs 0.00 cfs Inlet A6-3S Designed for 33% of Basin A3b.15" Drain Basin 0.26 cfs 0.00 cfs 0.26 cfs 1.90 cfs 0.00 cfs 0.46 cfs 0.00 cfs 0.46 cfs 1.90 cfs 0.00 cfs 1.32 cfs 0.00 cfs 1.32 cfs 1.90 cfs 0.00 cfs Inlet A6-4S Designed for 34% of Basin A3b.15" Drain Basin 0.27 cfs 0.00 cfs 0.27 cfs 1.49 cfs 0.00 cfs 0.48 cfs 0.00 cfs 0.48 cfs 1.49 cfs 0.00 cfs 1.36 cfs 0.00 cfs 1.36 cfs 1.49 cfs 0.00 cfs Inlet A7 Designed for Basin A7 15' Type-R 4.10 cfs 0.00 cfs 4.10 cfs 13.20 cfs 0.00 cfs 7.10 cfs 0.00 cfs 7.10 cfs 13.20 cfs 0.00 cfs 20.20 cfs 0.00 cfs 20.20 cfs 13.20 cfs 7.00 cfs Inlet C2 Designed for Basin A11 5' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 5.00 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 5.00 cfs 0.00 cfs 3.60 cfs 0.00 cfs 3.60 cfs 5.00 cfs 0.00 cfs Inlet C3 Designed for Basin A12a 10' Type-R 4.40 cfs 0.00 cfs 4.40 cfs 9.70 cfs 0.00 cfs 7.50 cfs 0.00 cfs 7.50 cfs 9.70 cfs 0.00 cfs 19.90 cfs 0.00 cfs 19.90 cfs 22.20 cfs 0.00 cfs Inlet E2 Designed for Basin A10 10' Type-R 2.10 cfs 0.00 cfs 2.10 cfs 6.70 cfs 0.00 cfs 3.50 cfs 0.00 cfs 3.50 cfs 6.70 cfs 0.00 cfs 9.00 cfs 0.00 cfs 9.00 cfs 11.50 cfs 0.00 cfs Inlet F2 Designed for Basin A12b 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 1.59 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 1.59 cfs 0.00 cfs 0.50 cfs 0.00 cfs 0.50 cfs 1.59 cfs 0.00 cfs Inlet F3 Designed for Basin A12c 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 0.98 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 0.98 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 0.98 cfs 0.00 cfs Inlet F4 Designed for Basin A12d 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 0.42 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 0.42 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 0.42 cfs 0.00 cfs Inlet F5 Designed for 3% of Basin A12a.12" Drain Basin 0.13 cfs 0.00 cfs 0.13 cfs 2.57 cfs 0.00 cfs 0.23 cfs 0.00 cfs 0.23 cfs 2.57 cfs 0.00 cfs 0.60 cfs 0.00 cfs 0.60 cfs 2.57 cfs 0.00 cfs Outlet B2 Outlet for Detention Pond Pond Outlet INLET CAPACITIES SUMMARY Pond Outlets Design flow per detention pond outlet orifice calculation. Inlet Type Inlet and Area Drain Capacities 2-Year 100-Year 698-004 Timber Lark Residential Fort Collins, Colorado Basins / Design Notes 10-Year Project #: Project Name: Project Loc.: 698-004 Timber Lark Residential Fort Collins, Colorado INLET CAPACITIES SUMMARY Notes: 1) Assumed a depth of 0.75 feet at the flowline (depth to top back of sidewalk) to calcualte allowable flowrate for Inlet A4-1S & A4-1N. Inlet A4-1N will overtop the crown of Street B towards Inlet A4-1S during the 100-Year Storm. 2) Inlet A4-8N will overtop the crown of Street A towards Inlet A4-7N during the 100-Year Storm. Allowable flowrate for Inlet A4-7N is calculate from a weir equation for overtopping the road. 3) Inlet A6 will overtop the crown of Street B towards Inlet A6-1B during the 100-Year Storm. Allowable flowrate for Inlet A6 is calculated from a weir equation for overtopping the road. 4) Assumed a depth of 0.65 feet at the flowline (depth to top back of sidewalk) to calculate allowable flowrate for Inlet A6-1B during 100-Year Storm. Inlet A6-1B will overtop towards the east in the curb and gutter. 5) Assumed a depth of 0.75 feet at the flowline (depth to top back of sidewalk) to calculate allowable flowrate for Inlet C3 during 100-Year Storm. Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A2 MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =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 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 4.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A3-1 MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =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 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 22.2 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.3 22.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-1S MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 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 =0.28 0.65 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 22.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.8 27.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM Inlet Name:Inlet A4-2S Project: 10-Year Design Flow (cfs)0.40 Location: 100-Year Design Flow (cfs)1.03 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,933.54 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,933.54 0.00 0.00 0.00 0.10 4,933.64 0.15 0.67 0.15 0.13 4,933.67 0.22 0.76 0.22 2-Year Storm 0.20 4,933.74 0.42 0.94 0.42 10-Year Storm 0.30 4,933.84 0.77 1.16 0.77 0.37 4,933.91 1.06 1.28 1.06 100-Year Storm 0.40 4,933.94 1.19 1.33 1.19 0.46 4,934.00 1.47 1.43 1.43 South Property Line 0.50 4,934.04 1.67 1.49 1.49 0.60 4,934.14 2.19 1.63 1.63 0.80 4,934.34 3.37 1.89 1.89 0.90 4,934.44 4.02 2.00 2.00 Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A4-3S Project: 10-Year Design Flow (cfs)0.40 Location: 100-Year Design Flow (cfs)1.03 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,932.96 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,932.96 0.00 0.00 0.00 0.10 4,933.06 0.15 0.67 0.15 0.13 4,933.09 0.22 0.76 0.22 2-Year Storm 0.20 4,933.16 0.42 0.94 0.42 10-Year Storm 0.30 4,933.26 0.77 1.16 0.77 0.37 4,933.33 1.06 1.28 1.06 100-Year Storm 0.40 4,933.36 1.19 1.33 1.19 0.50 4,933.46 1.67 1.49 1.49 0.60 4,933.56 2.19 1.63 1.63 0.70 4,933.66 2.76 1.77 1.77 0.90 4,933.86 4.02 2.00 2.00 1.04 4,934.00 5.00 2.15 2.15 South Property Line AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): Depth vs. Flow Nyloplast 12" Dome 698-004 Timber Lark Residential F. Wegert Reduction Factor: 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A4-4S Project: 10-Year Design Flow (cfs)0.40 Location: 100-Year Design Flow (cfs)1.03 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,933.84 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,933.84 0.00 0.00 0.00 0.10 4,933.94 0.15 0.67 0.15 0.13 4,933.97 0.22 0.76 0.22 2-Year Storm 0.20 4,934.04 0.42 0.94 0.42 10-Year Storm 0.30 4,934.14 0.77 1.16 0.77 0.37 4,934.21 1.06 1.28 1.06 100-Year Storm 0.40 4,934.24 1.19 1.33 1.19 0.50 4,934.34 1.67 1.49 1.49 Overflow to the east 0.60 4,934.44 2.19 1.63 1.63 0.70 4,934.54 2.76 1.77 1.77 0.80 4,934.64 3.37 1.89 1.89 0.96 4,934.80 4.43 2.07 2.07 South Property Line Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A4-5S Project: 10-Year Design Flow (cfs)0.40 Location: 100-Year Design Flow (cfs)1.03 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,934.53 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,934.53 0.00 0.00 0.00 0.10 4,934.63 0.15 0.67 0.15 0.13 4,934.66 0.22 0.76 0.22 2-Year Storm 0.20 4,934.73 0.42 0.94 0.42 10-Year Storm 0.30 4,934.83 0.77 1.16 0.77 0.37 4,934.90 1.06 1.28 1.06 100-Year Storm 0.40 4,934.93 1.19 1.33 1.19 0.47 4,935.00 1.52 1.45 1.45 Overflow to the east 0.50 4,935.03 1.67 1.49 1.49 0.60 4,935.13 2.19 1.63 1.63 0.70 4,935.23 2.76 1.77 1.77 0.87 4,935.40 3.82 1.97 1.97 South Property Line Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-1N MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =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 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 33.0 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.1 49.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.5 101.7 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-3N MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.8 6.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.6 cfs Capture Percentage = Qa/Qo =C% =100 71 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb OpeningCDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-4N MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 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 =0.28 0.40 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 11.5 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.4 16.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM Inlet Name:Inlet A4-5N Project: 10-Year Design Flow (cfs)1.23 Location: 100-Year Design Flow (cfs)3.48 Calc. By: Type of Grate:2.67 Length of Grate (ft):1.98 4,938.41 Width of Grate (ft):1.35 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,938.41 0.00 0.00 0.00 0.10 4,938.51 0.32 2.27 0.32 0.17 4,938.58 0.70 2.96 0.70 2-Year Storm 0.20 4,938.61 0.89 3.21 0.89 0.25 4,938.66 1.25 3.59 1.25 10-Year Storm 0.30 4,938.71 1.64 3.93 1.64 0.40 4,938.81 2.53 4.54 2.53 0.50 4,938.91 3.53 5.08 3.53 100-Year Storm 0.60 4,939.01 4.64 5.56 4.64 0.70 4,939.11 5.85 6.01 5.85 0.80 4,939.21 7.15 6.42 6.42 0.99 4,939.40 9.84 7.15 7.15 Top Back of Sidewalk Depth vs. Flow Fort Collins Area Inlet 698-004 Timber Lark Residential F. Wegert Reduction Factor: AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): 0.00 2.00 4.00 6.00 8.00 10.00 12.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A4-6N Project: 10-Year Design Flow (cfs)1.23 Location: 100-Year Design Flow (cfs)3.48 Calc. By: Type of Grate:2.67 Length of Grate (ft):1.98 4,937.14 Width of Grate (ft):1.35 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,937.14 0.00 0.00 0.00 0.10 4,937.24 0.32 2.27 0.32 0.17 4,937.31 0.70 2.96 0.70 2-Year Storm 0.20 4,937.34 0.89 3.21 0.89 0.25 4,937.39 1.25 3.59 1.25 10-Year Storm 0.30 4,937.44 1.64 3.93 1.64 0.40 4,937.54 2.53 4.54 2.53 0.50 4,937.64 3.53 5.08 3.53 100-Year Storm 0.75 4,937.89 6.49 6.22 6.49 1.00 4,938.14 9.99 7.18 7.18 1.50 4,938.64 18.35 8.80 8.80 2.06 4,939.20 29.54 10.31 10.31 Top Back of Sidewalk AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): Depth vs. Flow Fabricated 698-004 Timber Lark Residential F. Wegert Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.50 1.00 1.50 2.00 2.50Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet 6-1N MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =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 0.38 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.62 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.82 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 17.4 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.7 44.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A6-1S MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 7.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 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 =0.28 0.54 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.72 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 18.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.2 24.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM Inlet Name:Inlet A6-2S Project: 10-Year Design Flow (cfs)0.46 Location: 100-Year Design Flow (cfs)1.32 Calc. By: Type of Grate:1.23 Diameter of Grate (ft):1.25 4,936.90 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,936.90 0.00 0.00 0.00 0.10 4,937.00 0.19 1.04 0.19 0.13 4,937.03 0.28 1.19 0.28 2-Year Storm 0.18 4,937.08 0.45 1.40 0.45 10-Year Storm 0.20 4,937.10 0.53 1.47 0.53 0.30 4,937.20 0.97 1.81 0.97 0.37 4,937.27 1.33 2.01 1.33 100-Year Storm 0.40 4,937.30 1.49 2.09 1.49 0.50 4,937.40 2.08 2.33 2.08 0.60 4,937.50 2.74 2.55 2.55 0.70 4,937.60 3.45 2.76 2.76 0.90 4,937.80 5.03 3.13 3.13 South Property Line Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 15" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross- sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A6-3S Project: 10-Year Design Flow (cfs)0.46 Location: 100-Year Design Flow (cfs)1.32 Calc. By: Type of Grate:1.23 Diameter of Grate (ft):1.25 4,938.53 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,938.53 0.00 0.00 0.00 0.10 4,938.63 0.19 1.04 0.19 0.13 4,938.66 0.28 1.19 0.28 2-Year Storm 0.18 4,938.71 0.45 1.40 0.45 10-Year Storm 0.20 4,938.73 0.53 1.47 0.53 0.30 4,938.83 0.97 1.81 0.97 0.37 4,938.90 1.33 2.01 1.33 100-Year Storm 0.40 4,938.93 1.49 2.09 1.49 0.47 4,939.00 1.90 2.26 1.90 Overflow to the east 0.60 4,939.13 2.74 2.55 2.55 0.80 4,939.33 4.21 2.95 2.95 1.07 4,939.60 6.52 3.41 3.41 South Property Line AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): Depth vs. Flow Nyloplast 15" Dome 698-004 Timber Lark Residential F. Wegert Reduction Factor: 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross- sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet A6-4S Project: 10-Year Design Flow (cfs)0.48 Location: 100-Year Design Flow (cfs)1.36 Calc. By: Type of Grate:1.23 Diameter of Grate (ft):1.25 4,939.80 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,939.80 0.00 0.00 0.00 0.10 4,939.90 0.19 1.04 0.19 0.13 4,939.93 0.28 1.19 0.28 2-Year Storm 0.19 4,939.99 0.49 1.44 0.49 10-Year Storm 0.20 4,940.00 0.53 1.47 0.53 0.30 4,940.10 0.97 1.81 0.97 0.37 4,940.17 1.33 2.01 1.33 100-Year Storm 0.40 4,940.20 1.49 2.09 1.49 Overflow to the east 0.50 4,940.30 2.08 2.33 2.08 0.60 4,940.40 2.74 2.55 2.55 0.80 4,940.60 4.21 2.95 2.95 South Property Line 0.90 4,940.70 5.03 3.13 3.13 Input Parameters Nyloplast 15" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross- sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 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 =0.016 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =13.5 181.4 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A7 MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =4.1 13.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.0 cfs Capture Percentage = Qa/Qo =C% =100 65 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb OpeningCDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 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 =0.012 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet C2 MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =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 Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =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 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.75 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.0 5.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 3.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 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 =0.012 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet C3 MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =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 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.55 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =9.7 22.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.4 19.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM 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 =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =18.6 ft Gutter Width W =1.17 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.6 18.6 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet E2 MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 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 =0.30 0.40 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.45 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.85 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.7 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.1 9.0 cfs Warning 5: The width of unit is greater than the gutter width. CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM Inlet Name:Inlet F2 Project: 10-Year Design Flow (cfs)0.20 Location: 100-Year Design Flow (cfs)0.50 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,934.43 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,934.43 0.00 0.00 0.00 0.08 4,934.51 0.11 0.60 0.11 2-Year Storm 0.10 4,934.53 0.15 0.67 0.15 0.13 4,934.56 0.22 0.76 0.22 10-Year Storm 0.20 4,934.63 0.42 0.94 0.42 0.23 4,934.66 0.52 1.01 0.52 100-Year Storm 0.30 4,934.73 0.77 1.16 0.77 0.39 4,934.82 1.15 1.32 1.15 0.50 4,934.93 1.67 1.49 1.49 0.57 4,935.00 2.03 1.59 1.59 Top back of walk 0.60 4,935.03 2.19 1.63 1.63 0.70 4,935.13 2.76 1.77 1.77 Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F3 Project: 10-Year Design Flow (cfs)0.20 Location: 100-Year Design Flow (cfs)0.40 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,936.65 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,936.65 0.00 0.00 0.00 0.08 4,936.73 0.11 0.60 0.11 2-Year Storm 0.10 4,936.75 0.15 0.67 0.15 0.13 4,936.78 0.22 0.76 0.22 10-Year Storm 0.20 4,936.85 0.42 0.94 0.42 100-Year Storm 0.23 4,936.88 0.52 1.01 0.52 0.30 4,936.95 0.77 1.16 0.77 0.35 4,937.00 0.98 1.25 0.98 Edge of driveway 0.46 4,937.11 1.47 1.43 1.43 0.53 4,937.18 1.82 1.54 1.54 0.56 4,937.21 1.97 1.58 1.58 0.66 4,937.31 2.53 1.71 1.71 Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F4 Project: 10-Year Design Flow (cfs)0.20 Location: 100-Year Design Flow (cfs)0.40 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,937.84 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,937.84 0.00 0.00 0.00 0.08 4,937.92 0.11 0.60 0.11 2-Year Storm 0.10 4,937.94 0.15 0.67 0.15 0.13 4,937.97 0.22 0.76 0.22 10-Year Storm 0.20 4,938.04 0.42 0.94 0.42 100-Year Storm 0.23 4,938.07 0.52 1.01 0.52 0.30 4,938.14 0.77 1.16 0.77 0.39 4,938.23 1.15 1.32 1.15 0.50 4,938.34 1.67 1.49 1.49 0.57 4,938.41 2.03 1.59 1.59 0.60 4,938.44 2.19 1.63 1.63 0.70 4,938.54 2.76 1.77 1.77 Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F5 Project: 10-Year Design Flow (cfs)0.23 Location: 100-Year Design Flow (cfs)0.60 Calc. By: Type of Grate:0.79 Diameter of Grate (ft):1.00 4,936.72 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,936.72 0.00 0.00 0.00 0.09 4,936.81 0.13 0.63 0.13 2-Year Storm 0.10 4,936.82 0.15 0.67 0.15 0.14 4,936.86 0.25 0.79 0.25 10-Year Storm 0.20 4,936.92 0.42 0.94 0.42 0.26 4,936.98 0.62 1.08 0.62 100-Year Storm 0.30 4,937.02 0.77 1.16 0.77 0.50 4,937.22 1.67 1.49 1.49 0.75 4,937.47 3.06 1.83 1.83 1.00 4,937.72 4.71 2.11 2.11 1.25 4,937.97 6.59 2.36 2.36 1.48 4,938.20 8.48 2.57 2.57 Edge of driveway Depth vs. Flow AREA INLET PERFORMANCE CURVE 698-004 Timber Lark Residential F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Nyloplast 12" Dome Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60Discharge (cfs)Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of teh inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX STORM SEWER CALCULATIONS (WATER QUALITY FLOW RATE) Project Description 698-004_Storm_WQ-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 39 34 5 0 0 0 34 0 34 0 0 0 0 0 0 Rainfall Details 2 year(s) Antecedent Dry Days ................................................................. File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 2.80 4930.56 0.00 4.27 0 00:00 0.00 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 1.90 4930.08 0.00 2.59 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 17.40 4926.22 0.00 7.17 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 1.65 4928.70 0.00 4.78 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 6.35 4930.52 0.00 3.17 0 00:00 0.00 0.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 1.60 4929.97 0.00 3.76 0 00:00 0.00 0.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 0.60 4930.33 0.00 3.14 0 00:00 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 2.80 4930.92 0.00 6.31 0 00:00 0.00 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 0.48 4930.60 0.00 2.30 0 00:00 0.00 0.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 2.40 4931.03 0.00 6.23 0 00:00 0.00 0.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 0.36 4931.09 0.00 2.57 0 00:00 0.00 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 0.72 4931.16 0.00 7.25 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 0.24 4931.59 0.00 2.38 0 00:00 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 0.36 4931.68 0.00 5.47 0 00:00 0.00 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.12 4932.09 0.00 2.29 0 00:00 0.00 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 3.85 4933.91 0.00 4.14 0 00:00 0.00 0.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 1.50 4933.82 0.00 4.27 0 00:00 0.00 0.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 0.40 4934.29 0.00 2.63 0 00:00 0.00 0.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.27 4935.35 0.00 3.14 0 00:00 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.14 4936.38 0.00 2.29 0 00:00 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 2.05 4934.94 0.00 4.65 0 00:00 0.00 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 4.51 4929.21 0.00 4.19 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 4.45 4929.45 0.00 3.95 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 1.05 4927.70 0.00 5.57 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.22 4930.62 0.00 5.79 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.17 4932.14 0.00 4.52 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.12 4933.58 0.00 4.26 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.07 4934.98 0.00 1.74 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 5.09 4926.93 2.13 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 17.00 4927.63 0.00 6.08 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 15.35 4929.72 0.00 4.21 0 00:00 0.00 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 7.40 4931.40 0.00 6.05 0 00:00 0.00 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 7.40 4932.87 0.00 5.41 0 00:00 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 3.57 4934.22 0.00 5.61 0 00:00 0.00 0.00 35 FES_A1 Outfall 4922.60 17.40 4923.34 36 FES_C2 Outfall 4928.19 4.51 4928.85 37 FES_E1 Outfall 4924.90 1.07 4925.14 38 FES_F1 Outfall 4930.21 0.22 4930.41 39 STMH_B1 Outfall 4922.40 5.26 4923.90 Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 17.40 180.55 0.10 10.27 0.81 0.23 0.00 Calculated 2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 17.00 174.05 0.10 8.16 0.94 0.27 0.00 Calculated 3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 15.35 40.87 0.38 5.09 1.33 0.44 0.00 Calculated 4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 1.65 27.73 0.06 3.79 0.39 0.20 0.00 Calculated 5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 7.40 44.88 0.16 3.72 1.11 0.37 0.00 Calculated 6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 6.35 13.86 0.46 3.87 1.03 0.52 0.00 Calculated 7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 1.60 13.86 0.12 2.74 0.48 0.24 0.00 Calculated 8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 2.80 8.77 0.32 2.51 1.17 0.59 0.00 Calculated 9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 0.60 3.96 0.15 1.62 0.43 0.34 0.00 Calculated 10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 2.80 8.77 0.32 1.95 0.97 0.49 0.00 Calculated 11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 0.48 3.96 0.12 1.94 0.32 0.26 0.00 Calculated 12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 2.40 13.86 0.17 3.99 0.76 0.38 0.00 Calculated 13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 0.36 3.96 0.09 1.74 0.28 0.23 0.00 Calculated 14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 0.72 6.44 0.11 1.30 0.54 0.36 0.00 Calculated 15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 0.24 3.96 0.06 1.61 0.23 0.19 0.00 Calculated 16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 0.36 6.44 0.06 1.81 0.29 0.19 0.00 Calculated 17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 0.12 3.96 0.03 1.28 0.18 0.14 0.00 Calculated 18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 7.40 41.01 0.18 5.17 0.87 0.29 0.00 Calculated 19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 2.05 48.36 0.04 2.11 0.67 0.22 0.00 Calculated 20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 3.85 34.66 0.11 4.33 0.65 0.33 0.00 Calculated 21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 1.50 27.73 0.05 4.21 0.34 0.17 0.00 Calculated 22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 0.40 3.96 0.10 1.64 0.32 0.25 0.00 Calculated 23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 0.27 4.55 0.06 1.72 0.24 0.19 0.00 Calculated 24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 0.14 4.54 0.03 1.57 0.18 0.14 0.00 Calculated 25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 3.57 12.77 0.28 5.74 0.50 0.30 0.00 Calculated 26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 5.26 4.34 1.21 2.98 1.50 1.00 1439.00 SURCHARGED 27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 4.51 40.87 0.11 3.46 0.72 0.24 0.00 Calculated 28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 4.11 25.14 0.16 3.95 0.81 0.32 0.00 Calculated 29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 2.25 62.56 0.04 3.21 0.57 0.23 0.00 Calculated 30 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 1.07 13.71 0.08 6.30 0.24 0.20 0.00 Calculated 31 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 0.22 3.96 0.06 1.65 0.21 0.17 0.00 Calculated 32 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 0.17 6.64 0.03 1.70 0.18 0.14 0.00 Calculated 33 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 0.12 6.84 0.02 1.94 0.13 0.10 0.00 Calculated 34 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.07 6.40 0.01 1.66 0.10 0.08 0.00 Calculated Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N 2.80 0.00 4930.56 1.16 0.00 4.27 4930.56 1.16 0 08:06 0 00:00 0.00 0.00 2 FES_C4 1.90 1.90 4930.08 0.35 0.00 2.59 4930.03 0.30 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 17.40 0.40 4926.22 0.89 0.00 7.17 4926.22 0.89 0 07:15 0 00:00 0.00 0.00 4 Inlet_A3-1 1.65 1.65 4928.70 0.46 0.00 4.78 4928.70 0.46 0 00:00 0 00:00 0.00 0.00 5 Inlet_A4-1N 6.35 3.55 4930.52 1.18 0.00 3.17 4930.52 1.18 0 01:56 0 00:00 0.00 0.00 6 Inlet_A4-1S 1.60 1.00 4929.97 0.53 0.00 3.76 4929.97 0.53 0 02:30 0 00:00 0.00 0.00 7 Inlet_A4-2S 0.60 0.12 4930.33 0.33 0.00 3.14 4930.32 0.32 0 10:25 0 00:00 0.00 0.00 8 Inlet_A4-3N 2.80 0.40 4930.92 0.78 0.00 6.31 4930.92 0.78 0 02:51 0 00:00 0.00 0.00 9 Inlet_A4-3S 0.48 0.12 4930.60 0.31 0.00 2.30 4930.59 0.30 0 08:50 0 00:00 0.00 0.00 10 Inlet_A4-4N 2.40 1.68 4931.03 0.75 0.00 6.23 4931.03 0.75 0 05:37 0 00:00 0.00 0.00 11 Inlet_A4-4S 0.36 0.12 4931.09 0.25 0.00 2.57 4931.09 0.25 0 00:49 0 00:00 0.00 0.00 12 Inlet_A4-5N 0.72 0.36 4931.16 0.34 0.00 7.25 4931.16 0.34 0 00:17 0 00:00 0.00 0.00 13 Inlet_A4-5S 0.24 0.12 4931.59 0.20 0.00 2.38 4931.59 0.20 0 00:23 0 00:00 0.00 0.00 14 Inlet_A4-6N 0.36 0.36 4931.68 0.25 0.00 5.47 4931.68 0.25 0 00:01 0 00:00 0.00 0.00 15 Inlet_A4-6S 0.12 0.12 4932.09 0.15 0.00 2.29 4932.09 0.15 0 00:19 0 00:00 0.00 0.00 16 Inlet_A6-1N 3.85 3.85 4933.91 0.85 0.00 4.14 4933.91 0.85 0 00:01 0 00:00 0.00 0.00 17 Inlet_A6-1S 1.50 1.10 4933.82 0.36 0.00 4.27 4933.82 0.36 0 01:08 0 00:00 0.00 0.00 18 Inlet_A6-2S 0.40 0.13 4934.29 0.27 0.00 2.63 4934.28 0.26 0 00:35 0 00:00 0.00 0.00 19 Inlet_A6-3S 0.27 0.13 4935.35 0.21 0.00 3.14 4935.35 0.21 0 00:28 0 00:00 0.00 0.00 20 Inlet_A6-4S 0.14 0.14 4936.38 0.15 0.00 2.29 4936.38 0.15 0 00:18 0 00:00 0.00 0.00 21 Inlet_A8 2.05 2.05 4934.94 1.13 0.00 4.65 4934.39 0.58 0 00:00 0 00:00 0.00 0.00 22 Inlet_C2 4.51 0.40 4929.21 0.78 0.00 4.19 4929.21 0.78 0 00:01 0 00:00 0.00 0.00 23 Inlet_C3 4.45 2.20 4929.45 0.84 0.00 3.95 4929.45 0.84 0 00:01 0 00:00 0.00 0.00 24 Inlet_E2 1.05 1.05 4927.70 0.25 0.00 5.57 4927.70 0.25 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 0.22 0.05 4930.62 0.21 0.00 5.79 4930.62 0.21 0 04:15 0 00:00 0.00 0.00 26 Inlet_F3 0.17 0.05 4932.14 0.14 0.00 4.52 4932.14 0.14 0 00:36 0 00:00 0.00 0.00 27 Inlet_F4 0.12 0.05 4933.58 0.11 0.00 4.26 4933.58 0.11 0 00:26 0 00:00 0.00 0.00 28 Inlet_F5 0.07 0.07 4934.98 0.09 0.00 1.74 4934.98 0.09 0 00:13 0 00:00 0.00 0.00 29 Outlet_B2 5.09 5.09 4926.93 4.38 2.13 0.00 4924.23 1.68 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 17.00 0.00 4927.63 0.99 0.00 6.08 4927.63 0.99 0 08:23 0 00:00 0.00 0.00 31 STMH_A4 15.35 0.00 4929.72 1.41 0.00 4.21 4929.72 1.41 0 00:37 0 00:00 0.00 0.00 32 STMH_A5 7.40 0.00 4931.40 0.83 0.00 6.05 4931.39 0.82 0 00:31 0 00:00 0.00 0.00 33 STMH_A6 7.40 0.00 4932.87 0.91 0.00 5.41 4932.87 0.91 0 00:31 0 00:00 0.00 0.00 34 STMH_A7 3.57 0.00 4934.22 0.43 0.00 5.61 4934.21 0.42 0 00:17 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Pipe_A1 17.40 0 13:15 180.55 0.10 10.27 0.10 0.81 0.23 0.00 Calculated 2 Pipe_A2 17.00 0 16:56 174.05 0.10 8.16 0.07 0.94 0.27 0.00 Calculated 3 Pipe_A3 15.35 0 12:08 40.87 0.38 5.09 0.77 1.33 0.44 0.00 Calculated 4 Pipe_A3-1 1.65 0 00:00 27.73 0.06 3.79 0.02 0.39 0.20 0.00 Calculated 5 Pipe_A4 7.40 0 00:31 44.88 0.16 3.72 1.68 1.11 0.37 0.00 Calculated 6 Pipe_A4-1N 6.35 0 19:21 13.86 0.46 3.87 0.02 1.03 0.52 0.00 Calculated 7 Pipe_A4-1S 1.60 0 16:37 13.86 0.12 2.74 0.15 0.48 0.24 0.00 Calculated 8 Pipe_A4-2N 2.80 0 09:38 8.77 0.32 2.51 0.19 1.17 0.59 0.00 Calculated 9 Pipe_A4-2S 0.60 0 02:30 3.96 0.15 1.62 1.15 0.43 0.34 0.00 Calculated 10 Pipe_A4-3N 2.80 0 01:03 8.77 0.32 1.95 3.18 0.97 0.49 0.00 Calculated 11 Pipe_A4-3S 0.48 0 12:14 3.96 0.12 1.94 0.50 0.32 0.26 0.00 Calculated 12 Pipe_A4-4N 2.40 0 10:14 13.86 0.17 3.99 0.12 0.76 0.38 0.00 Calculated 13 Pipe_A4-4S 0.36 0 00:38 3.96 0.09 1.74 1.05 0.28 0.23 0.00 Calculated 14 Pipe_A4-5N 0.72 0 00:17 6.44 0.11 1.30 1.38 0.54 0.36 0.00 Calculated 15 Pipe_A4-5S 0.24 0 00:22 3.96 0.06 1.61 1.14 0.23 0.19 0.00 Calculated 16 Pipe_A4-6N 0.36 0 00:01 6.44 0.06 1.81 1.13 0.29 0.19 0.00 Calculated 17 Pipe_A4-6S 0.12 0 00:18 3.96 0.03 1.28 1.43 0.18 0.14 0.00 Calculated 18 Pipe_A5 7.40 0 00:31 41.01 0.18 5.17 0.89 0.87 0.29 0.00 Calculated 19 Pipe_A6 2.05 0 00:16 48.36 0.04 2.11 2.07 0.67 0.22 0.00 Calculated 20 Pipe_A6-1N 3.85 0 00:01 34.66 0.11 4.33 0.02 0.65 0.33 0.00 Calculated 21 Pipe_A6-1S 1.50 0 00:33 27.73 0.05 4.21 0.10 0.34 0.17 0.00 Calculated 22 Pipe_A6-2S 0.40 0 00:30 3.96 0.10 1.64 1.13 0.32 0.25 0.00 Calculated 23 Pipe_A6-3S 0.27 0 00:28 4.55 0.06 1.72 1.65 0.24 0.19 0.00 Calculated 24 Pipe_A6-4S 0.14 0 00:18 4.54 0.03 1.57 1.75 0.18 0.14 0.00 Calculated 25 Pipe_A7 3.57 0 00:00 12.77 0.28 5.74 0.01 0.50 0.30 0.00 Calculated 26 Pipe_B1 5.26 0 00:00 4.34 1.21 2.98 0.37 1.50 1.00 1439.00 SURCHARGED 27 Pipe_C1 4.51 0 00:01 40.87 0.11 3.46 0.23 0.72 0.24 0.00 Calculated 28 Pipe_C2 4.11 0 00:01 25.14 0.16 3.95 0.15 0.81 0.32 0.00 Calculated 29 Pipe_C3 2.25 0 00:00 62.56 0.04 3.21 0.19 0.57 0.23 0.00 Calculated 30 Pipe_E1 1.07 0 00:00 13.71 0.08 6.30 0.11 0.24 0.20 0.00 Calculated 31 Pipe_F1 0.22 0 04:02 3.96 0.06 1.65 0.40 0.21 0.17 0.00 Calculated 32 Pipe_F2 0.17 0 00:20 6.64 0.03 1.70 1.11 0.18 0.14 0.00 Calculated 33 Pipe_F3 0.12 0 00:18 6.84 0.02 1.94 0.84 0.13 0.10 0.00 Calculated 34 Pipe_F4 0.07 0 00:13 6.40 0.01 1.66 1.09 0.10 0.08 0.00 Calculated NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX STORM SEWER CALCULATIONS (10-YEAR) Project Description 698-004_Storm_10-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 39 34 5 0 0 0 34 0 34 0 0 0 0 0 0 Rainfall Details 10 year(s) Antecedent Dry Days ................................................................. File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 10.17 4933.98 0.00 0.86 0 00:00 0.00 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 6.50 4930.49 0.00 2.19 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 59.50 4927.29 0.00 6.11 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 5.60 4929.21 0.00 4.27 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 22.29 4933.69 0.00 0.00 0 00:04 0.00 0.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 5.50 4933.73 0.00 0.00 0 00:04 0.00 0.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 2.09 4933.47 0.00 0.00 0 00:04 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 9.92 4937.02 0.00 0.20 0 00:00 0.00 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 3.66 4932.89 0.00 0.00 0 00:04 0.00 0.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 8.50 4937.26 0.00 0.00 0 00:03 0.00 0.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 2.61 4933.66 0.00 0.00 0 00:04 0.00 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 2.77 4938.29 0.00 0.12 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 1.97 4933.97 0.00 0.00 0 00:08 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 2.73 4939.20 2.06 0.00 0 00:03 0.00 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.54 4932.92 0.00 1.46 0 00:00 0.00 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 13.20 4935.08 0.00 2.97 0 00:00 0.00 0.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 5.20 4934.27 0.00 3.82 0 00:00 0.00 0.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 1.40 4934.53 0.00 2.38 0 00:00 0.00 0.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.94 4935.53 0.00 2.96 0 00:00 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.48 4936.50 0.00 2.16 0 00:00 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 7.10 4939.59 0.00 0.00 0 00:00 0.00 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 16.10 4929.99 0.00 3.41 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 15.47 4930.40 0.00 3.01 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 3.50 4928.00 0.00 5.28 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.83 4930.85 0.00 5.57 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.63 4932.26 0.00 4.39 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.43 4933.68 0.00 4.16 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.23 4935.05 0.00 1.67 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 58.20 4928.90 0.00 4.81 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 52.60 4933.25 0.00 0.68 0 00:00 0.00 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 25.53 4933.32 0.00 4.12 0 00:00 0.00 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 25.50 4934.02 0.00 4.26 0 00:00 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 10.35 4934.57 0.00 5.26 0 00:00 0.00 0.00 35 FES_A1 Outfall 4922.60 59.50 4923.99 36 FES_C2 Outfall 4928.19 15.34 4929.44 37 FES_E1 Outfall 4924.90 3.83 4925.35 38 FES_F1 Outfall 4930.21 0.83 4930.60 39 STMH_B1 Outfall 4922.40 10.40 4923.90 Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 59.50 180.55 0.33 13.13 1.67 0.48 0.00 Calculated 2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 58.20 174.05 0.33 9.61 2.11 0.60 0.00 Calculated 3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 52.60 40.87 1.29 7.90 2.68 0.89 0.00 > CAPACITY 4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 5.68 27.73 0.20 5.21 0.86 0.43 0.00 Calculated 5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 25.50 44.88 0.57 4.94 2.88 0.96 0.00 Calculated 6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 22.31 13.86 1.61 7.18 2.00 1.00 1436.00 SURCHARGED 7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 5.50 13.86 0.40 3.64 2.00 1.00 1436.00 SURCHARGED 8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 10.19 8.77 1.16 4.63 2.00 1.00 1438.00 SURCHARGED 9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 2.00 3.96 0.51 1.81 1.25 1.00 1436.00 SURCHARGED 10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 10.17 8.77 1.16 3.24 2.00 1.00 1437.00 SURCHARGED 11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 2.08 3.96 0.53 2.40 1.25 1.00 1436.00 SURCHARGED 12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 8.62 13.86 0.62 5.68 2.00 1.00 1437.00 SURCHARGED 13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 1.41 3.96 0.36 2.36 1.25 1.00 1434.00 SURCHARGED 14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 2.76 6.44 0.43 1.56 1.50 1.00 1437.00 SURCHARGED 15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 1.17 3.96 0.30 2.21 1.25 1.00 1432.00 SURCHARGED 16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 1.54 6.44 0.24 2.29 1.50 1.00 1436.00 SURCHARGED 17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 0.52 3.96 0.13 1.82 1.12 0.89 0.00 Calculated 18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 25.53 41.01 0.62 7.28 2.41 0.80 0.00 Calculated 19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 7.10 48.36 0.15 3.07 1.42 0.47 0.00 Calculated 20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 13.20 34.66 0.38 5.50 1.53 0.77 0.00 Calculated 21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 5.20 27.73 0.19 5.30 0.94 0.47 0.00 Calculated 22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 1.40 3.96 0.35 2.15 0.66 0.53 0.00 Calculated 23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 0.94 4.55 0.21 2.52 0.45 0.36 0.00 Calculated 24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 0.48 4.54 0.11 2.20 0.33 0.26 0.00 Calculated 25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 10.35 12.77 0.81 7.61 0.94 0.54 0.00 Calculated 26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 10.40 4.34 2.40 5.89 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 15.34 40.87 0.38 4.74 1.40 0.47 0.00 Calculated 28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 14.80 25.14 0.59 5.59 1.66 0.67 0.00 Calculated 29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 7.97 62.56 0.13 4.04 1.20 0.48 0.00 Calculated 30 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 3.83 13.71 0.28 8.67 0.47 0.40 0.00 Calculated 31 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 0.83 3.96 0.21 2.36 0.41 0.33 0.00 Calculated 32 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 0.63 6.64 0.09 2.40 0.35 0.28 0.00 Calculated 33 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 0.43 6.84 0.06 2.77 0.24 0.19 0.00 Calculated 34 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.23 6.40 0.04 2.25 0.19 0.15 0.00 Calculated Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N 10.17 0.00 4933.98 4.58 0.00 0.86 4933.49 4.09 0 00:04 0 00:00 0.00 0.00 2 FES_C4 6.50 6.50 4930.49 0.76 0.00 2.19 4930.35 0.62 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 59.50 1.30 4927.29 1.96 0.00 6.11 4927.28 1.95 0 16:57 0 00:00 0.00 0.00 4 Inlet_A3-1 5.60 5.60 4929.21 0.97 0.00 4.27 4929.21 0.97 0 05:31 0 00:00 0.00 0.00 5 Inlet_A4-1N 22.29 12.10 4933.69 4.35 0.00 0.00 4933.28 3.94 0 00:04 0 00:04 0.00 0.00 6 Inlet_A4-1S 5.50 3.50 4933.73 4.29 0.00 0.00 4932.56 3.12 0 00:04 0 00:04 0.00 0.00 7 Inlet_A4-2S 2.09 0.40 4933.47 3.47 0.00 0.00 4932.74 2.74 0 00:04 0 00:04 0.00 0.00 8 Inlet_A4-3N 9.92 1.30 4937.02 6.88 0.00 0.20 4934.51 4.37 0 00:03 0 00:00 0.00 0.00 9 Inlet_A4-3S 3.66 0.40 4932.89 2.60 0.00 0.00 4932.81 2.52 0 00:04 0 00:04 0.00 0.00 10 Inlet_A4-4N 8.50 5.74 4937.26 6.98 0.00 0.00 4934.66 4.38 0 00:03 0 00:03 0.00 0.00 11 Inlet_A4-4S 2.61 0.40 4933.66 2.82 0.00 0.00 4932.88 2.04 0 00:04 0 00:04 0.00 0.00 12 Inlet_A4-5N 2.77 1.23 4938.29 7.47 0.00 0.12 4934.77 3.95 0 00:03 0 00:00 0.00 0.00 13 Inlet_A4-5S 1.97 0.40 4933.97 2.58 0.00 0.00 4932.91 1.52 0 00:08 0 00:08 0.00 0.00 14 Inlet_A4-6N 2.73 1.23 4939.20 7.77 2.06 0.00 4934.80 3.37 0 00:03 0 00:03 0.00 0.00 15 Inlet_A4-6S 0.54 0.40 4932.92 0.98 0.00 1.46 4932.92 0.98 0 08:04 0 00:00 0.00 0.00 16 Inlet_A6-1N 13.20 13.20 4935.08 2.02 0.00 2.97 4935.08 2.02 0 00:00 0 00:00 0.00 0.00 17 Inlet_A6-1S 5.20 3.80 4934.27 0.81 0.00 3.82 4934.27 0.81 0 05:22 0 00:00 0.00 0.00 18 Inlet_A6-2S 1.40 0.46 4934.53 0.51 0.00 2.38 4934.53 0.51 0 00:21 0 00:00 0.00 0.00 19 Inlet_A6-3S 0.94 0.46 4935.53 0.39 0.00 2.96 4935.53 0.39 0 00:44 0 00:00 0.00 0.00 20 Inlet_A6-4S 0.48 0.48 4936.50 0.27 0.00 2.16 4936.50 0.27 0 00:11 0 00:00 0.00 0.00 21 Inlet_A8 7.10 7.10 4939.59 5.78 0.00 0.00 4934.91 1.10 0 00:00 0 00:00 0.00 0.00 22 Inlet_C2 16.10 1.30 4929.99 1.56 0.00 3.41 4929.99 1.56 0 00:01 0 00:00 0.00 0.00 23 Inlet_C3 15.47 7.50 4930.40 1.79 0.00 3.01 4930.39 1.78 0 00:01 0 00:00 0.00 0.00 24 Inlet_E2 3.50 3.50 4928.00 0.55 0.00 5.28 4927.95 0.50 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 0.83 0.20 4930.85 0.44 0.00 5.57 4930.84 0.43 0 00:59 0 00:00 0.00 0.00 26 Inlet_F3 0.63 0.20 4932.26 0.26 0.00 4.39 4932.26 0.26 0 00:37 0 00:00 0.00 0.00 27 Inlet_F4 0.43 0.20 4933.68 0.21 0.00 4.16 4933.68 0.21 0 00:14 0 00:00 0.00 0.00 28 Inlet_F5 0.23 0.23 4935.05 0.16 0.00 1.67 4935.05 0.16 0 00:09 0 00:00 0.00 0.00 29 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 58.20 0.00 4928.90 2.26 0.00 4.81 4928.90 2.26 0 13:12 0 00:00 0.00 0.00 31 STMH_A4 52.60 0.00 4933.25 4.94 0.00 0.68 4932.49 4.18 0 00:04 0 00:00 0.00 0.00 32 STMH_A5 25.53 0.00 4933.32 2.75 0.00 4.12 4933.32 2.75 0 12:15 0 00:00 0.00 0.00 33 STMH_A6 25.50 0.00 4934.02 2.06 0.00 4.26 4934.02 2.06 0 23:45 0 00:00 0.00 0.00 34 STMH_A7 10.35 0.00 4934.57 0.78 0.00 5.26 4934.57 0.78 0 00:22 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Pipe_A1 59.50 0 02:48 180.55 0.33 13.13 0.08 1.67 0.48 0.00 Calculated 2 Pipe_A2 58.20 0 14:50 174.05 0.33 9.61 0.06 2.11 0.60 0.00 Calculated 3 Pipe_A3 52.60 0 07:20 40.87 1.29 7.90 0.49 2.68 0.89 0.00 > CAPACITY 4 Pipe_A3-1 5.68 0 00:00 27.73 0.20 5.21 0.02 0.86 0.43 0.00 Calculated 5 Pipe_A4 25.50 0 10:51 44.88 0.57 4.94 1.26 2.88 0.96 0.00 Calculated 6 Pipe_A4-1N 22.31 0 00:03 13.86 1.61 7.18 0.01 2.00 1.00 1436.00 SURCHARGED 7 Pipe_A4-1S 5.50 0 14:10 13.86 0.40 3.64 0.11 2.00 1.00 1436.00 SURCHARGED 8 Pipe_A4-2N 10.19 0 00:03 8.77 1.16 4.63 0.10 2.00 1.00 1438.00 SURCHARGED 9 Pipe_A4-2S 2.00 0 12:23 3.96 0.51 1.81 1.02 1.25 1.00 1436.00 SURCHARGED 10 Pipe_A4-3N 10.17 0 00:03 8.77 1.16 3.24 1.91 2.00 1.00 1437.00 SURCHARGED 11 Pipe_A4-3S 2.08 0 00:04 3.96 0.53 2.40 0.40 1.25 1.00 1436.00 SURCHARGED 12 Pipe_A4-4N 8.62 0 00:03 13.86 0.62 5.68 0.08 2.00 1.00 1437.00 SURCHARGED 13 Pipe_A4-4S 1.41 0 00:04 3.96 0.36 2.36 0.78 1.25 1.00 1434.00 SURCHARGED 14 Pipe_A4-5N 2.76 0 00:03 6.44 0.43 1.56 1.15 1.50 1.00 1437.00 SURCHARGED 15 Pipe_A4-5S 1.17 0 00:05 3.96 0.30 2.21 0.83 1.25 1.00 1432.00 SURCHARGED 16 Pipe_A4-6N 1.54 0 00:03 6.44 0.24 2.29 0.89 1.50 1.00 1436.00 SURCHARGED 17 Pipe_A4-6S 0.52 0 00:07 3.96 0.13 1.82 1.01 1.12 0.89 0.00 Calculated 18 Pipe_A5 25.53 0 00:06 41.01 0.62 7.28 0.63 2.41 0.80 0.00 Calculated 19 Pipe_A6 7.10 0 00:11 48.36 0.15 3.07 1.42 1.42 0.47 0.00 Calculated 20 Pipe_A6-1N 13.20 0 00:00 34.66 0.38 5.50 0.02 1.53 0.77 0.00 Calculated 21 Pipe_A6-1S 5.20 0 11:07 27.73 0.19 5.30 0.08 0.94 0.47 0.00 Calculated 22 Pipe_A6-2S 1.40 0 00:21 3.96 0.35 2.15 0.86 0.66 0.53 0.00 Calculated 23 Pipe_A6-3S 0.94 0 00:43 4.55 0.21 2.52 1.13 0.45 0.36 0.00 Calculated 24 Pipe_A6-4S 0.48 0 00:11 4.54 0.11 2.20 1.25 0.33 0.26 0.00 Calculated 25 Pipe_A7 10.35 0 00:00 12.77 0.81 7.61 0.01 0.94 0.54 0.00 Calculated 26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 15.34 0 00:01 40.87 0.38 4.74 0.17 1.40 0.47 0.00 Calculated 28 Pipe_C2 14.80 0 00:00 25.14 0.59 5.59 0.11 1.66 0.67 0.00 Calculated 29 Pipe_C3 7.97 0 00:00 62.56 0.13 4.04 0.15 1.20 0.48 0.00 Calculated 30 Pipe_E1 3.83 0 00:00 13.71 0.28 8.67 0.08 0.47 0.40 0.00 Calculated 31 Pipe_F1 0.83 0 01:13 3.96 0.21 2.36 0.28 0.41 0.33 0.00 Calculated 32 Pipe_F2 0.63 0 00:31 6.64 0.09 2.40 0.78 0.35 0.28 0.00 Calculated 33 Pipe_F3 0.43 0 00:13 6.84 0.06 2.77 0.59 0.24 0.19 0.00 Calculated 34 Pipe_F4 0.23 0 00:08 6.40 0.04 2.25 0.81 0.19 0.15 0.00 Calculated NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX STORM SEWER CALCULATIONS (100-YEAR) Project Description 698-004_Storm_100-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 39 34 5 0 0 0 34 0 34 0 0 0 0 0 0 Rainfall Details 2 year(s) Antecedent Dry Days ................................................................. File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 21.18 4934.84 0.00 0.00 0 00:00 0.01 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 17.60 4933.40 0.73 0.00 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 88.10 4927.95 0.00 5.44 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 22.20 4931.23 0.00 2.25 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 48.74 4933.69 0.00 0.00 0 00:04 909.45 1439.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 23.73 4933.73 0.00 0.00 0 00:05 235.60 1438.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 5.64 4933.47 0.00 0.00 0 00:00 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 21.67 4937.22 0.00 0.00 0 00:00 0.02 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 8.06 4932.89 0.00 0.00 0 00:03 191.58 1439.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 18.47 4937.26 0.00 0.00 0 00:01 212.46 1439.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 5.71 4933.66 0.00 0.00 0 00:01 0.01 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 7.53 4939.40 0.99 0.00 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 4.55 4933.97 0.00 0.00 0 00:01 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 7.21 4939.20 2.06 0.00 0 00:00 0.02 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 3.06 4934.38 0.00 0.00 0 00:01 0.01 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 17.40 4938.05 0.00 0.00 0 00:01 75.66 1438.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 21.39 4938.09 0.00 0.00 0 00:02 15.01 1438.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 9.13 4936.91 0.00 0.00 0 00:02 215.78 1438.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 4.17 4938.49 0.00 0.00 0 00:01 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 1.47 4938.67 0.00 0.00 0 00:02 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 13.20 4939.59 0.00 0.00 0 00:02 0.02 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 41.17 4931.45 0.00 1.95 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 38.73 4933.40 0.00 0.00 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 9.00 4928.61 0.00 4.66 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 1.90 4931.12 0.00 5.29 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 1.41 4932.39 0.00 4.26 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 1.02 4933.80 0.00 4.04 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.60 4935.16 0.00 1.56 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 83.16 4929.70 0.00 4.01 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 73.02 4933.92 0.00 0.00 0 00:01 0.01 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 48.23 4937.45 0.00 0.00 0 00:01 0.05 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 50.08 4938.28 0.00 0.00 0 00:01 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 16.66 4939.83 0.00 0.00 0 00:02 0.00 0.00 35 FES_A1 Outfall 4922.60 88.10 4924.33 36 FES_C2 Outfall 4928.19 41.32 4930.28 37 FES_E1 Outfall 4924.90 9.92 4925.69 38 FES_F1 Outfall 4930.21 1.90 4930.82 39 STMH_B1 Outfall 4922.40 10.40 4923.90 Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 88.10 180.55 0.49 14.03 2.17 0.62 0.00 Calculated 2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 83.16 174.05 0.48 9.95 2.84 0.81 0.00 Calculated 3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 60.96 40.87 1.49 8.92 2.78 0.93 0.00 > CAPACITY 4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 22.25 27.73 0.80 7.91 1.78 0.89 0.00 Calculated 5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 40.50 44.88 0.90 5.73 3.00 1.00 1438.00 SURCHARGED 6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 37.36 13.86 2.69 11.89 2.00 1.00 1439.00 SURCHARGED 7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 23.74 13.86 1.71 7.59 2.00 1.00 1439.00 SURCHARGED 8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 16.32 8.77 1.86 6.76 2.00 1.00 1439.00 SURCHARGED 9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 4.42 3.96 1.12 3.77 1.25 1.00 1439.00 SURCHARGED 10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 15.73 8.77 1.79 5.01 2.00 1.00 1439.00 SURCHARGED 11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 3.94 3.96 1.00 3.85 1.25 1.00 1439.00 SURCHARGED 12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 15.47 13.86 1.12 6.19 2.00 1.00 1439.00 SURCHARGED 13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 3.11 3.96 0.79 2.60 1.25 1.00 1439.00 SURCHARGED 14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 6.97 6.44 1.08 3.94 1.50 1.00 1439.00 SURCHARGED 15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 2.52 3.96 0.64 2.43 1.25 1.00 1438.00 SURCHARGED 16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 3.73 6.44 0.58 2.74 1.50 1.00 1439.00 SURCHARGED 17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 2.03 3.96 0.51 2.33 1.25 1.00 1438.00 SURCHARGED 18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 48.23 41.01 1.18 9.00 3.00 1.00 1438.00 SURCHARGED 19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 14.20 48.36 0.29 3.47 3.00 1.00 1438.00 SURCHARGED 20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 18.38 34.66 0.53 7.02 2.00 1.00 1439.00 SURCHARGED 21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 21.37 27.73 0.77 7.45 2.00 1.00 1439.00 SURCHARGED 22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 5.08 3.96 1.28 4.14 1.25 1.00 1439.00 SURCHARGED 23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 2.77 4.55 0.61 2.26 1.25 1.00 1438.00 SURCHARGED 24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 1.45 4.54 0.32 2.93 1.25 1.00 1437.00 SURCHARGED 25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 14.94 12.77 1.17 8.39 2.00 1.00 1438.00 SURCHARGED 26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 10.40 4.34 2.40 5.89 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 41.32 40.87 1.01 6.46 2.54 0.85 0.00 > CAPACITY 28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 37.57 25.14 1.49 8.34 2.50 1.00 1440.00 SURCHARGED 29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 18.83 62.56 0.30 4.70 2.50 1.00 1440.00 SURCHARGED 30 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 9.92 13.71 0.72 10.29 0.86 0.77 0.00 Calculated 31 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 1.90 3.96 0.48 2.89 0.66 0.53 0.00 Calculated 32 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 1.40 6.64 0.21 2.94 0.55 0.44 0.00 Calculated 33 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 1.01 6.84 0.15 3.58 0.36 0.29 0.00 Calculated 34 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.62 6.40 0.10 3.10 0.29 0.24 0.00 Calculated Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 Basin_A4-2N 21.18 0.00 4934.84 5.44 0.00 0.00 4934.26 4.86 0 00:00 0 00:00 0.01 0.00 2 FES_C4 17.60 17.60 4933.40 3.67 0.73 0.00 4933.01 3.28 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 88.10 4.94 4927.95 2.62 0.00 5.44 4927.95 2.62 0 00:06 0 00:00 0.00 0.00 4 Inlet_A3-1 22.20 22.20 4931.23 2.99 0.00 2.25 4930.71 2.47 0 00:00 0 00:00 0.00 0.00 5 Inlet_A4-1N 48.74 33.00 4933.69 4.35 0.00 0.00 4933.69 4.35 0 00:00 0 00:04 909.45 1439.00 6 Inlet_A4-1S 23.73 22.80 4933.73 4.29 0.00 0.00 4933.72 4.28 0 00:00 0 00:05 235.60 1438.00 7 Inlet_A4-2S 5.64 1.03 4933.47 3.47 0.00 0.00 4933.34 3.34 0 00:00 0 00:00 0.00 0.00 8 Inlet_A4-3N 21.67 6.20 4937.22 7.08 0.00 0.00 4937.04 6.90 0 00:00 0 00:00 0.02 0.00 9 Inlet_A4-3S 8.06 1.03 4932.89 2.60 0.00 0.00 4932.89 2.60 0 00:00 0 00:03 191.58 1439.00 10 Inlet_A4-4N 18.47 11.50 4937.26 6.98 0.00 0.00 4937.25 6.97 0 00:00 0 00:01 212.46 1439.00 11 Inlet_A4-4S 5.71 1.03 4933.66 2.82 0.00 0.00 4933.32 2.48 0 00:01 0 00:01 0.01 0.00 12 Inlet_A4-5N 7.53 3.48 4939.40 8.58 0.99 0.00 4938.12 7.30 0 00:00 0 00:00 0.00 0.00 13 Inlet_A4-5S 4.55 1.03 4933.97 2.58 0.00 0.00 4933.52 2.13 0 00:01 0 00:01 0.00 0.00 14 Inlet_A4-6N 7.21 3.48 4939.20 7.77 2.06 0.00 4938.36 6.93 0 00:00 0 00:00 0.02 0.00 15 Inlet_A4-6S 3.06 1.03 4934.38 2.44 0.00 0.00 4933.56 1.62 0 00:01 0 00:01 0.01 0.00 16 Inlet_A6-1N 17.40 17.40 4938.05 4.99 0.00 0.00 4938.04 4.98 0 00:01 0 00:01 75.66 1438.00 17 Inlet_A6-1S 21.39 18.80 4938.09 4.63 0.00 0.00 4938.09 4.63 0 00:01 0 00:02 15.01 1438.00 18 Inlet_A6-2S 9.13 1.32 4936.91 2.89 0.00 0.00 4936.91 2.89 0 00:00 0 00:02 215.78 1438.00 19 Inlet_A6-3S 4.17 1.32 4938.49 3.35 0.00 0.00 4937.37 2.23 0 00:01 0 00:01 0.00 0.00 20 Inlet_A6-4S 1.47 1.36 4938.67 2.44 0.00 0.00 4937.49 1.26 0 00:02 0 00:02 0.00 0.00 21 Inlet_A8 13.20 13.20 4939.59 5.78 0.00 0.00 4938.20 4.39 0 00:00 0 00:02 0.02 0.00 22 Inlet_C2 41.17 3.60 4931.45 3.02 0.00 1.95 4931.42 2.99 0 00:00 0 00:00 0.00 0.00 23 Inlet_C3 38.73 19.90 4933.40 4.79 0.00 0.00 4932.72 4.11 0 00:00 0 00:00 0.00 0.00 24 Inlet_E2 9.00 9.00 4928.61 1.16 0.00 4.66 4928.42 0.97 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 1.90 0.50 4931.12 0.71 0.00 5.29 4931.12 0.71 0 00:23 0 00:00 0.00 0.00 26 Inlet_F3 1.41 0.40 4932.39 0.39 0.00 4.26 4932.39 0.39 0 00:03 0 00:00 0.00 0.00 27 Inlet_F4 1.02 0.40 4933.80 0.33 0.00 4.04 4933.79 0.32 0 00:01 0 00:00 0.00 0.00 28 Inlet_F5 0.60 0.60 4935.16 0.27 0.00 1.56 4935.15 0.26 0 00:00 0 00:00 0.00 0.00 29 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 83.16 0.00 4929.70 3.06 0.00 4.01 4929.70 3.06 0 00:06 0 00:00 0.00 0.00 31 STMH_A4 73.02 0.00 4933.92 5.61 0.00 0.00 4933.50 5.19 0 00:01 0 00:01 0.01 0.00 32 STMH_A5 48.23 0.00 4937.45 6.88 0.00 0.00 4935.85 5.28 0 00:01 0 00:01 0.05 0.00 33 STMH_A6 50.08 0.00 4938.28 6.32 0.00 0.00 4937.71 5.75 0 00:01 0 00:01 0.00 0.00 34 STMH_A7 16.66 0.00 4939.83 6.04 0.00 0.00 4937.90 4.11 0 00:02 0 00:02 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Pipe_A1 88.10 0 00:06 180.55 0.49 14.03 0.08 2.17 0.62 0.00 Calculated 2 Pipe_A2 83.16 0 00:06 174.05 0.48 9.95 0.06 2.84 0.81 0.00 Calculated 3 Pipe_A3 60.96 0 00:05 40.87 1.49 8.92 0.44 2.78 0.93 0.00 > CAPACITY 4 Pipe_A3-1 22.25 0 00:00 27.73 0.80 7.91 0.01 1.78 0.89 0.00 Calculated 5 Pipe_A4 40.50 0 00:05 44.88 0.90 5.73 1.09 3.00 1.00 1438.00 SURCHARGED 6 Pipe_A4-1N 37.36 0 00:01 13.86 2.69 11.89 0.01 2.00 1.00 1439.00 SURCHARGED 7 Pipe_A4-1S 23.74 0 00:01 13.86 1.71 7.59 0.05 2.00 1.00 1439.00 SURCHARGED 8 Pipe_A4-2N 16.32 0 00:00 8.77 1.86 6.76 0.07 2.00 1.00 1439.00 SURCHARGED 9 Pipe_A4-2S 4.42 0 00:00 3.96 1.12 3.77 0.49 1.25 1.00 1439.00 SURCHARGED 10 Pipe_A4-3N 15.73 0 00:02 8.77 1.79 5.01 1.24 2.00 1.00 1439.00 SURCHARGED 11 Pipe_A4-3S 3.94 0 00:02 3.96 1.00 3.85 0.25 1.25 1.00 1439.00 SURCHARGED 12 Pipe_A4-4N 15.47 0 00:00 13.86 1.12 6.19 0.08 2.00 1.00 1439.00 SURCHARGED 13 Pipe_A4-4S 3.11 0 00:02 3.96 0.79 2.60 0.71 1.25 1.00 1439.00 SURCHARGED 14 Pipe_A4-5N 6.97 0 00:01 6.44 1.08 3.94 0.46 1.50 1.00 1439.00 SURCHARGED 15 Pipe_A4-5S 2.52 0 00:01 3.96 0.64 2.43 0.75 1.25 1.00 1438.00 SURCHARGED 16 Pipe_A4-6N 3.73 0 00:00 6.44 0.58 2.74 0.75 1.50 1.00 1439.00 SURCHARGED 17 Pipe_A4-6S 2.03 0 00:01 3.96 0.51 2.33 0.79 1.25 1.00 1438.00 SURCHARGED 18 Pipe_A5 48.23 0 00:01 41.01 1.18 9.00 0.51 3.00 1.00 1438.00 SURCHARGED 19 Pipe_A6 14.20 0 00:02 48.36 0.29 3.47 1.26 3.00 1.00 1438.00 SURCHARGED 20 Pipe_A6-1N 18.38 0 00:01 34.66 0.53 7.02 0.01 2.00 1.00 1439.00 SURCHARGED 21 Pipe_A6-1S 21.37 0 00:01 27.73 0.77 7.45 0.06 2.00 1.00 1439.00 SURCHARGED 22 Pipe_A6-2S 5.08 0 00:06 3.96 1.28 4.14 0.45 1.25 1.00 1439.00 SURCHARGED 23 Pipe_A6-3S 2.77 0 00:02 4.55 0.61 2.26 1.26 1.25 1.00 1438.00 SURCHARGED 24 Pipe_A6-4S 1.45 0 00:02 4.54 0.32 2.93 0.94 1.25 1.00 1437.00 SURCHARGED 25 Pipe_A7 14.94 0 00:00 12.77 1.17 8.39 0.01 2.00 1.00 1438.00 SURCHARGED 26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 41.32 0 00:00 40.87 1.01 6.46 0.12 2.54 0.85 0.00 > CAPACITY 28 Pipe_C2 37.57 0 00:00 25.14 1.49 8.34 0.07 2.50 1.00 1440.00 SURCHARGED 29 Pipe_C3 18.83 0 00:00 62.56 0.30 4.70 0.13 2.50 1.00 1440.00 SURCHARGED 30 Pipe_E1 9.92 0 00:00 13.71 0.72 10.29 0.07 0.86 0.77 0.00 Calculated 31 Pipe_F1 1.90 0 00:42 3.96 0.48 2.89 0.23 0.66 0.53 0.00 Calculated 32 Pipe_F2 1.40 0 00:03 6.64 0.21 2.94 0.64 0.55 0.44 0.00 Calculated 33 Pipe_F3 1.01 0 00:02 6.84 0.15 3.58 0.46 0.36 0.29 0.00 Calculated 34 Pipe_F4 0.62 0 00:01 6.40 0.10 3.10 0.59 0.29 0.24 0.00 Calculated NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX SIDEWALK CULVERT, VALLEY PAN, AND SWALE CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 1 2022 Valley Pan 2-2 at DP A15 - 100-Year User-defined Invert Elev (ft) = 36.11 Slope (%) = 0.60 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 13.00 (Sta, El, n)-(Sta, El, n)... ( 0.00, 36.66)-(30.00, 36.23, 0.012)-(36.00, 36.11, 0.012)-(42.00, 36.23, 0.012)-(72.00, 36.75, 0.012) Highlighted Depth (ft) = 0.31 Q (cfs) = 13.00 Area (sqft) = 5.30 Velocity (ft/s) = 2.45 Wetted Perim (ft) = 36.22 Crit Depth, Yc (ft) = 0.33 Top Width (ft) = 36.22 EGL (ft) = 0.40 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Elev (ft)Depth (ft)Section 35.75 -0.36 36.00 -0.11 36.25 0.14 36.50 0.39 36.75 0.64 37.00 0.89 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 1 2022 Sidewalk Culvert 1-1 at DP A15 - 100-Year Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 5.20 Highlighted Depth (ft) = 0.37 Q (cfs) = 5.200 Area (sqft) = 0.74 Velocity (ft/s) = 7.03 Wetted Perim (ft) = 2.74 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 2.00 EGL (ft) = 1.14 0 .5 1 1.5 2 2.5 3 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 1 2022 Sidewalk Culvert 3-3 at DP A14 - 100-Year Rectangular Bottom Width (ft) = 3.00 Total Depth (ft) = 0.75 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 16.70 Highlighted Depth (ft) = 0.73 Q (cfs) = 16.70 Area (sqft) = 2.19 Velocity (ft/s) = 7.63 Wetted Perim (ft) = 4.46 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 3.00 EGL (ft) = 1.63 0 .5 1 1.5 2 2.5 3 3.5 4 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX RIP RAP CALCULATIONS Project No.:698-004 Project:Timber Lark Subdivision Location:Fort Collins, CO V < 16 ft/sc V > 10 ft/sc Width (ft) Length (ft) No. of Mats Storm A Scour Stop 42 1 88.1 14.03 No Yes 12 24 18 Storm C Scour Stop 36 1 41.3 6.46 No No 8 12 6 Storm E Scour Stop 15 1 9.9 10.29 No Yes 8 8 4 Storm F Scour Stop 15 1 1.9 2.89 No No 8 8 4 Sidewalk Culvert 3-3 Scour Stop 48"x9"n/a 16.7 7.63 No No 12 16 12 Storm Outlet Protection (100-Year) Storm Sewer Protection Method Pipe Dia. (in) No. of Barrels Flowrate (cfs) Velocity (ft/s) Scour Stop ScourStop® DESIGN GUIDE Circular Culvert Outlet Protection scourstop.com PERFORMANCE AESTHETICS NPDES-COMPLIANT COST-EFFECTIVE the green solution to riprap ® ScourStop transition mats protect against erosion and scour at culvert outlets with a vegetated solution in areas traditionally protected with rock or other hard armor. ScourStop is part of a system that includes semi-rigid transition mats installed over sod or turf reinforcement mats. Each 4’ x 4’ x 1/2” mat is made of high-density polyethylene and secured tightly to the ground with anchors. why use the SCOURSTOP SYSTEM? - If velocity is greater than 16 fps, contact manufacturer for design assistance. - ScourStop mats have been shown to at least double the effectiveness of turf reinforcement mats. - ScourStop fully vegetated channel (2:1 slope): velocity = 31 fps, shear stress = 16 psf. PIPE DIAMETER VELOCITY < 10 FT/SEC 10 < VELOCITY < 16 FT/SEC TRANSITION MAT W x L QUANTITY OF MATS TRANSITION MAT W x L QUANTITY OF MATS 12”4’ x 4’1 4’ x 8’2 24”8’ x 8’4 8’ x 12’6 36”8’ x 12’6 12’ x 20’15 48”12’ x 16’12 12’ x 24’18 60”12’ x 20’15 16’ x 32’32 72”16’ x 24’24 20’ x 36’45 Circular Culvert Outlet Protection These are minimum recommendations. More ScourStop protection may be needed depending upon site and soil conditions, per project engineer. 1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a combination thereof. 2. For steep slopes (>10%) or higher velocities (>10 ft/sec), sod is the recommended soil cover. 3. Follow manufacturer’s ScourStop Installation Guidelines to ensure proper installation. 4. Install ScourStop mats at maximum 1-2” below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5. Performance of protected area assumes stable downstream conditions. Transition mat apron protects culvert outlet. *Width of protection: Bottom width of channel and up both side slopes to a depth at least half the culvert diameter. Protect bare/disturbed downstream soils from erosion with appropriate soil cover. Use normal-depth calculator to compute for downstream protection. Install anchors per ScourStop Installation Guidelines. Minimum depth 24” in compacted, cohesive soil. Minimum depth 30” in loose, sandy, or wet soil. Extra anchors as needed to secure mat tightly over soil cover. Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Minimum 8 anchors per mat. Extra anchors as needed for loose or wet soils. Extra anchors as needed for uneven soil surface. ScourStop® Installation Recommendations A A MAX. 1"-2" DROP FROM CULVERT FLOWLINE ONTO SCOURSTOP MATSCULVERT FLOWLINE PROFILE VIEW A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries Learn more about our products at: HanesGeo.com | 888.239.4539 the green solution to riprap ©2014 Leggett & Platt, Incorporated | 16959_1114 AA NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX LID WEIR IN MANHOLE STMH A4 Project Number:Pond No: Project Name:Calc. By: Project Location: Q=3.3LH1.5 Length (L)=5.00 ft Weir Elev. =4,929.81 ft 4,933.90 ft Depth Above Crest - H (ft) Elevation (ft) Freeboard (ft) Flow (cfs) 0.00 4,929.81 4.09 0.00 0.25 4,930.06 3.84 2.06 0.75 4,930.56 3.34 10.72 1.25 4,931.06 2.84 23.06 1.50 4,931.31 2.59 30.31 1.51 4,931.32 2.58 30.62 2.00 4,931.81 2.09 46.67 2.17 4,931.98 1.92 52.74 2.50 4,932.31 1.59 65.22 3.00 4,932.81 1.09 85.74 3.50 4,933.31 0.59 108.04 4.00 4,933.81 0.09 132.00 4.09 4,933.90 0.00 136.48 Q2 = 30.64 cfs Q10 = 52.60 cfs LID Weir in Manhole A4 Input Parameters: Top of Pond Elev. = Depth vs. Flow: Governing Equations: This equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is small compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall, 1989. Pg.549. Timnath, Colorado * where Q is flow rate in CFS * where L is the crest length of the weir (FT) * where H is the height of flow over the crest (FT) Notes SHARP-CRESTED WEIR 698-004 STMH A4 Kitchel Lake F. Wegert 2-Year Storm 10-Year Storm Rim of Manhole NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX C DETENTION POND & WATER QUALITY COMPUTATIONS NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX STAGE STORAGE & WATER QUALITY CALCULATIONS Project: Date: Pond No.: 4,923.00 5.65 ac. ft. 4,925.19 4,931.98 0.23 ac. ft.0.23 ac. ft. 4,932.00 4,925.19 4,933.00 2.19 ft. 1.02 ft.10.40 cfs Max. Elev. Min. Elev. cu. ft. acre ft cu. ft. acre ft 4,923.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 4,923.50 4,923.00 973.67 0.50 486.84 0.01 486.84 0.01 4,924.00 4,923.50 3,420.84 0.50 1,098.63 0.03 1,585.46 0.04 4,924.50 4,924.00 6,252.50 0.50 2,418.34 0.06 4,003.80 0.09 4,925.00 4,924.50 9,529.51 0.50 3,945.50 0.09 7,949.30 0.18 4,925.50 4,925.00 13,693.65 0.50 5,805.79 0.13 13,755.09 0.32 4,926.00 4,925.50 16,913.92 0.50 7,651.89 0.18 21,406.98 0.49 4,926.50 4,926.00 20,145.42 0.50 9,264.84 0.21 30,671.82 0.70 4,927.00 4,926.50 23,480.92 0.50 10,906.59 0.25 41,578.40 0.95 4,927.50 4,927.00 26,839.73 0.50 12,580.16 0.29 54,158.57 1.24 4,928.00 4,927.50 30,456.00 0.50 14,323.93 0.33 68,482.50 1.57 4,928.50 4,928.00 34,384.96 0.50 16,210.24 0.37 84,692.74 1.94 4,929.00 4,928.50 39,952.75 0.50 18,584.43 0.43 103,277.17 2.37 4,929.50 4,929.00 42,381.38 0.50 20,583.53 0.47 123,860.70 2.84 4,930.00 4,929.50 47,321.01 0.50 22,425.60 0.51 146,286.30 3.36 4,930.50 4,930.00 50,686.24 0.50 24,501.81 0.56 170,788.11 3.92 4,931.00 4,930.50 54,990.79 0.50 26,419.26 0.61 197,207.37 4.53 4,931.50 4,931.00 59,385.96 0.50 28,594.19 0.66 225,801.55 5.18 4,932.00 4,931.50 63,885.60 0.50 30,817.89 0.71 256,619.44 5.89 4,932.50 4,932.00 68,496.82 0.50 33,095.61 0.76 289,715.05 6.65 4,933.00 4,932.50 72,272.58 0.50 35,192.35 0.81 324,907.40 7.46 STAGE STORAGE CURVE Contour Contour Surface Area (ft2) Depth (ft) Incremental Volume Cummalitive Volume Pond Stage Storage Curve 698-004 Fort Collins, Colorado F. Wegert Elev at Design Volume: Timber Lark Residential July 6, 2022 Pond Outlet and Volume Data Elev at WQ Volume: Freeboard: Detention Pond Project Number: Project Location: Calculations By: Outlet Elevation1:Design Volume: Detention Pond Volume at Grate: Grate Elevation2: Spillway Elev.: Water Quality Volume: Water Quality Depth3: Design 100-Yr Release: Notes: 1) Outlet Elevation is "Elev. A" on pond outlet structure detail. 2) Grate elevation is "Elev. B" on pond outlet structure detail. 3) Water Quality Depth is "Dwq" on pond outlet structure detail. Crest of Pond Elev.: 1 Project: Calc. By: Date: 23.56 <-- INPUT from impervious calcs 57%<-- INPUT from impervious calcs 0.57 <-- CALCULATED 12 hours <-- from FCSM Figure 5.4-1 0.80 <-- from FCSM Figure 5.4-1 0.18 <-- MHFD Vol. 3 Equation 3-1 0.43 <-- FCSCM Equation 7-2 18,596 <-- Calculated from above WQCV (watershed inches) = WATER QUALITY POND DESIGN CALCULATIONS Underground Chambers Timber Lark Residential F. Wegert May 18, 2022 Required Storage & Outlet Works Basin Area (acres) = Basin Percent Imperviousness = Basin Imperviousness Ratio = Drain Time = Drain Time Coefficient = Water quality outlet structure determined by LID calculations. WQCV (ac-ft) = WQCV (cu. ft.) = NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Calc. By: Date: 11.61 <-- INPUT from impervious calcs 48%<-- INPUT from impervious calcs 0.48 <-- CALCULATED 40 hours <-- from FCSM Figure 5.4-1 1.00 <-- from FCSM Figure 5.4-1 0.20 <-- MHFD Vol. 3 Equation 3-1 0.23 <-- FCSCM Equation 7-2 10,158 <-- Calculated from above 2.19 <-- INPUT from stage-storage table 0.64 <-- CALCULATED from Equation EDB-3 dia (in) =5/8 number of columns=2.00 number of rows =3.00 number of holes =6.00 Area Per Row =0.61 Total Outlet Area (in2) =1.84 <-- CALCULATED from total number of holes WQCV (ac-ft) = WQ Depth (ft) = Area Required Per Row, a (in 2) = Circular Perforation Sizing WQCV (cu. ft.) = WQCV (watershed inches) = WATER QUALITY POND DESIGN CALCULATIONS Water Quality for Detention Pond Timber Lark Residential F. Wegert July 6, 2022 Required Storage & Outlet Works Basin Area (acres) = Basin Percent Imperviousness = Basin Imperviousness Ratio = Drain Time = Drain Time Coefficient = NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project Number:Pond No: Project Name:Calc. By: Project Location: * where L is the crest length of the weir (FT) Valid if 0.1<H/L<0.8 Length (L)=75.00 ft 4,922.60 ft Spillway Elev. =4,931.00 ft 4,932.00 ft Depth Above Crest - H (ft) Elevation (ft) Freeboard (ft)H/(H+P)C Flow (cfs)Notes 0.00 4,931.00 1.00 0.00 0.87 0.00 0.10 4,931.10 0.90 0.01 0.86 6.32 0.20 4,931.20 0.80 0.02 0.86 17.85 0.30 4,931.30 0.70 0.03 0.86 32.74 0.40 4,931.40 0.60 0.05 0.86 50.34 0.50 4,931.50 0.50 0.06 0.86 70.28 <- Q100 0.60 4,931.60 0.40 0.07 0.86 92.31 0.70 4,931.70 0.30 0.08 0.86 116.26 0.76 4,931.76 0.24 0.08 0.86 131.49 0.80 4,931.80 0.20 0.09 0.86 141.99 0.90 4,931.90 0.10 0.10 0.86 169.39 1.00 4,932.00 0.00 0.11 0.86 198.39 <- Top of Pond BROAD-CRESTED WEIR (Spillway) 698-004 Detention Pond Timber Lark Residential F. Wegert Q2 = 15.5 cfs, Q10 = 26.4 cfs, Q100 = 69.8 cfs Detention Pond Input Parameters: Upsteam Invert Elev. = Top of Pond Elev. = Depth vs. Flow: Governing Equations: If the weir is long in the direction of flow so that the flow leaves the weir in essentially a horizontal direction, the weir is a broad-crested weir. Reference 1) "Hydraulic Engineering, Roberson, Cassidy & Chaudhry., John Wiley & Sons, 1995, pg 212)" Q=0.385CL√2g H3/2 Fort Collins, Colorado * where Q is flow rate in CFS * where C is ratio of actual discharge to theoretical discharge. A value of C can be obtained from Figure 4-36 of Reference 1. * where H is the height of flow over the crest (FT) * where P is the vertical distance from weir crest to pond\channel invert (FT) 0.85 0.9 0.95 1 1.05 0 0.2 0.4 0.6 0.8 1C H/(H+P) Broad-Crested Weir Coefficient (C) NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX LID CALCULATIONS UDFOHYDHYD CECHYDLID SDELEC ELEC ELECBRKREVAULTF.O.FOELECBRKREDSDSELECBRKREEEHYDFESXXXXXXXXXXXXXXXXFOFOXXX X X X XXXXXXXXXXOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUSTSTSTSTSTOUTLETSTRUCTUREMANHOLE WITH FLOWCONTROL WEIRDETENTION PONDSTREET ASTREET ASTREET ASTREET BSTREET BSTREET I ALLEY M ALLEY N ALLEY O ALLEY P GOLDEN WILLOW DRIVE STREET CSTREET EWEEPING WILLOW DRIVE STREET G ALLEY K RED WILLOW DRIVE ALLEY L CORONA AVENUESTREET BTTTTTTT2.29 ac.A10.36 ac.A4a6.14 ac.A56.09 ac.A61.44 ac.A3a3.84 ac.A90.45 ac.A81.95 ac.A152.32 ac.A12a0.97 ac.A100.43 ac.A111.08 ac.A132.91 ac.A70.39 ac.A141.74A4b1.17 ac.A2a0.08 ac.A12d0.08 ac.A12c0.08 ac.A12b0.85 ac.A2b0.68 ac.A3bSTORMTECHCHAMBERSNORTHPROPOSED STORM SEWERPROPERTY BOUNDARYPROPOSED INLETADESIGN POINTDRAINAGE BASIN LABELDRAINAGE BASIN BOUNDARYALEGEND:AREA TREATED BY STORMTECH CHAMBERSAREA TREATED BY EXTENDED DETENTIONLID Summary per BasinLID IDAreaWeighted %ImperviousTreatment TypeRequiredVolume (cu. ft.)Total ImperviousArea (sq. ft.)Sq. Ft.AcresLID 11,026,39923.5657%Stormtech18,596580,700Total1,026,39923.5618,596580,700LID Site SummaryTotal Site Area1,532,003sq. ft.Total Impervious Area with LID Treatment580,700sq. ft.Total Impervious Area without LID Treatment244,633sq. ft.Total Impervious Area825,333sq. ft.50% Requried Minium Area to be Treated412,667sq. ft.75% Requried Minium Area to be Treated619,000cu. ft.Total Treated Area580,700sq. ft.Percent Impervious Treated by LID70%LID Summary per BasinBasinIDAreaPercentImperviousLID IDTreatmentTypeTotalImperviousArea (sq. ft.)Sq. Ft.AcresA199,5987%7%n/an/a7,080A2a51,02268%68%LID 1Stormtech34,465A2b37,10850%50%LID 1Stormtech18,554A3a62,79866%66%LID 1Stormtech41,275A3b29,40950%50%LID 1Stormtech14,705A4a15,78470%70%n/an/a11,068A4b75,58563%63%n/an/a47,767A5267,38353%53%LID 1Stormtech141,843A6265,32255%55%LID 1Stormtech147,143A7126,68062%62%LID 1Stormtech78,129A819,51872%72%LID 1Stormtech14,135A9167,15954%54%LID 1Stormtech90,451A1042,37869%69%n/an/a29,256A1118,82064%64%n/an/a12,024A12a94,24470%70%n/an/a65,731A12b3,42133%33%n/an/a1,133A12c3,33234%34%n/an/a1,124A12d3,33234%34%n/an/a1,124A1347,25424%24%n/an/a11,333A1416,98176%76%n/an/a12,867A1584,87752%52%n/an/a44,126LID EXHIBITFORT COLLINS, COTIMBER LARK RESIDENTIALENGINEERNGIEHTRONRN5.18.2022P:\698-004\DRAINAGE\LID\LID SUMMARY\698-004_LID.DWG( IN FEET )01 INCH = 150 FEET150150 Project Number:Project: Project Location: Calculations By:Date: Sq. Ft.Acres A1 99,598 2.29 7%n/a n/a 0 7,080 A2a 51,022 1.17 68%LID 1 Stormtech 18,596 34,465 A2b 37,108 0.85 50%LID 1 Stormtech 18,596 18,554 A3a 62,798 1.44 66%LID 1 Stormtech 18,596 41,275 A3b 29,409 0.68 50%LID 1 Stormtech 18,596 14,705 A4a 15,784 0.36 70%n/a n/a 0 11,068 A4b 75,585 1.74 63%n/a n/a 0 47,767 A5 267,383 6.14 53%LID 1 Stormtech 18,596 141,843 A6 265,322 6.09 55%LID 1 Stormtech 18,596 147,143 A7 126,680 2.91 62%LID 1 Stormtech 18,596 78,129 A8 19,518 0.45 72%LID 1 Stormtech 18,596 14,135 A9 167,159 3.84 54%LID 1 Stormtech 18,596 90,451 A10 42,378 0.97 69%n/a n/a 0 29,256 A11 18,820 0.43 64%n/a n/a 0 12,024 A12a 94,244 2.16 70%n/a n/a 0 65,731 A12b 3,421 0.08 33%n/a n/a 0 1,133 A12c 3,332 0.08 34%n/a n/a 0 1,124 A12d 3,332 0.08 34%n/a n/a 0 1,124 A13 47,254 1.08 24%n/a n/a 0 11,333 A14 16,981 0.39 76%n/a n/a 0 12,867 A15 84,877 1.95 52%n/a n/a 0 44,126 Total 1,532,003 35.17 825,333 Sq. Ft.Acres LID 1 1,026,399 23.56 57%UC Stormtech 18,596 580,700 Total 1,026,399 23.56 18,596 580,700 1,532,003 ft2 580,700 ft3 244,633 ft2 825,333 ft2 412,667 ft2 619,000 ft3 580,700 ft2 70% Total Impervious Area 50% Requried Minium Area to be Treated 75% Requried Minium Area to be Treated Total Treated Area LID Site Summary Total Site Area Total Impervious Area with LID Treatment Total Impervious Area without LID Treatment Weighted % Impervious LID Summary per LID Structure . Impervious Area (ft2)Subbasin ID Treatment TypeLID ID Required Volume (ft3) Percent Impervious Treated by LID LID SUMMARY AreaBasin ID Treatment TypePercent Impervious LID ID Timber Lark May 18, 2022 698-004 Fort Collins, Colorado F. Wegert Total Impervious Area (ft2) Treatment Volume (ft3) LID Summary per Basin Area Date:May 18, 2021 Total Required WQ Volume InFlow WQ Individual Chamber Release Ratea Individual Chamber Volumeb Depth of Base Aggregate Individual Installed Chamber Volumec Minimum Release Ratee Required Chamber Volume by FAA Method Provided Release Ratee Provided Chamber Volumef Total Installed Chamber Volumeg (cf)(cfs)(cfs)(cfs)(in)(cfs)(cfs)(cf)(cfs)(cf)(cf) 1 18,596 12.90 MC-3500 0.038 109.90 9"175.00 107 4.02 19,883 114 115 4.32 12,638.50 20,125.00 Chamber Configuration Water Quality Summary Project: Project Location: Calculations By: Description.: Timberlark Fort Collins, Colorado F. Wegert Underground Chambers in Park g. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. f. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. e. Release rate per chamber times number of chambers. d. Number of chambers required to provide full WQCV within total installed system, including aggregate. c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Vault ID Chamber Type Minimum Number of Chambersd Number of Chambers per FAA Provided Number of Chambers Note: "Chamber Volume" refers to the open volume within the vaults. "Installed Chamber Volume" refers to the total volume provided, including the surrounding aggregates. 5/12/2022 P:\698-004\Drainage\LID\698-004_Chamber Summary.xlsx Date:05/18/22 Pond No.: A1 WQ 1.00 23.56 acres Quantity Detention 19883 ft3 4.32 cfs Time Time Ft.Collins WQ Intensity QWQ Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins)(secs)(in/hr)(cfs)(ft3)(ft3)(ft3) 5 300 1.43 33.6 10072 1296 8776 10 600 1.11 26.0 15620 2592 13028 15 900 0.94 22.0 19826 3888 15938 20 1200 0.81 19.0 22759 5184 17575 25 1500 0.72 16.8 25268 6480 18788 30 1800 0.65 15.3 27565 7776 19789 35 2100 0.59 13.8 28943 9072 19871 40 2400 0.54 12.6 30251 10368 19883 45 2700 0.50 11.7 31488 11664 19824 50 3000 0.46 10.8 32513 12960 19553 55 3300 0.44 10.2 33820 14256 19564 60 3600 0.41 9.7 34775 15552 19223 65 3900 0.39 9.1 35375 16848 18527 70 4200 0.37 8.6 36117 18144 17973 75 4500 0.35 8.1 36577 19440 17137 80 4800 0.33 7.8 37319 20736 16583 85 5100 0.32 7.4 37849 22032 15817 90 5400 0.31 7.2 38803 23328 15475 95 5700 0.29 6.8 38945 24624 14321 100 6000 0.28 6.6 39581 25920 13661 105 6300 0.27 6.4 40076 27216 12860 110 6600 0.26 6.1 40429 28512 11917 115 6900 0.26 6.0 41454 29808 11646 120 7200 0.25 5.8 41560 31104 10456 Detention Pond Calculation | FAA Method Project: Project Location: Calculations By: Timber Lark Residential Fort Collins, Colorado F. Wegert Stormtech Chambers Infiltration Rate Area (A)= Max Release Rate = Developed "C" = Input Variables Results Design Point Required Detention Volume Design Storm P:\698-004\Drainage\LID\698-004_FAA_Chambers.xlsx\ NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX SWMM INPUT DATA [TITLE] Project Title/Notes [OPTIONS] Option ................................. Value FLOW_UNITS ...................... CFS INFILTRATION ..................... HORTON FLOW_ROUTING ................ KINWAVE LINK_OFFSETS .................... DEPTH MIN_SLOPE ........................ 0 ALLOW_PONDING .............. NO SKIP_STEADY_STATE .......... NO START_DATE ....................... 03/15/2016 START_TIME ....................... 00:00:00 REPORT_START_DATE ....... 03/15/2016 REPORT_START_TIME ........ 00:00:00 END_DATE .......................... 03/20/2016 END_TIME .......................... 00:00:00 SWEEP_START .................... 01/01 SWEEP_END ....................... 12/31 DRY_DAYS ........................... 0 REPORT_STEP ..................... 00:05:00 WET_STEP .......................... 00:05:00 DRY_STEP ........................... 01:00:00 ROUTING_STEP .................. 0:00:15 RULE_STEP ......................... 00:00:00 INERTIAL_DAMPING .......... PARTIAL NORMAL_FLOW_LIMITED . BOTH FORCE_MAIN_EQUATION . H-W VARIABLE_STEP .................. 0.75 LENGTHENING_STEP.......... 0 MIN_SURFAREA ................. 12.557 MAX_TRIALS ....................... 8 HEAD_TOLERANCE ............. 0.005 SYS_FLOW_TOL .................. 5 LAT_FLOW_TOL ................. 5 MINIMUM_STEP ................ 0.5 THREADS ............................. 1 [EVAPORATION] Data Source ........................ Parameters ---------------------------------- ---------------- CONSTANT .......................... 0.0 DRY_ONLY .......................... NO [RAINGAGES] Name Format Interval SCF Source -------------- --------- ------ ------ ------------------------------------------------------------------ FORTCOLLINS INTENSITY 0:05 1.0 TIMESERIES 100-YR [SUBCATCHMENTS] Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack -------------- ---------------- ---------------- -------- -------- -------- -------- -------- --------------------------------------------------- UC FORTCOLLINS Pond-1 23.56 57 657 0.98 0 WQ1 FORTCOLLINS Pond-1 11.61 48 320 0.52 0 [SUBAREAS] Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted -------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------------------------------------------------- UC0 .016 .25 .1 .3 1 OUTLET WQ1 .016 .25 .1 .3 1 OUTLET [INFILTRATION] Subcatchment Param1 Param2 Param3 Param4 Param5 -------------- ---------- ---------- ---------- ---------- -------------------------------------------------- UC .51 0.5 6.48 6.48 0 WQ1 51 0.5 6.48 6.48 0 [OUTFALLS] Name Elevation Type Stage Data Gated Route To -------------- ---------- ---------- ---------------- -------- -------------------------------------- OUT-1 4922.40 FREE NO [STORAGE] Name Elev MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD -------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------------------------------- -------- -------- POND-1 4923 8.50 0 TABULAR Pond_1 0 0 [OUTLETS] Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated -------------- ---------------------------------------------- ---------------- ---------- --------------- ---------------- ---------- -------- Pond_Outlet POND-1 OUT-1 0 TABULAR/DEPTH Pond_Outlet NO [CURVES] Name Type X-Value Y-Value -------------- ----------------------- ---------- ---------- Pond_Outlet Rating 0 0 Pond_Outlet 2.26 10.4 Pond_1 Storage 0 0 Pond_1 0.40 398 Pond_1 0.90 1951 Pond_1 1.4 5477 Pond_1 1.9 10599 Pond_1 2.4 15640 Pond_1 2.9 22068 Pond_1 3.4 27825 Pond_1 3.9 31384 Pond_1 4.4 34656 Pond_1 4.9 38029 Pond_1 5.4 41555 Pond_1 5.9 45180 Pond_1 6.4 48835 Pond_1 7.4 56279 Pond_1 7.9 60076 Pond_1 8.4 63919 Pond_1 8.9 67813 Pond_1 9.4 71761 [TIMESERIES] Name Date Time Value -------------- ---------- ---------- ---------- 100-YR 0:05 1 100-YR 0:10 1.14 100-YR 0:15 1.33 100-YR 0:20 2.23 100-YR 0:25 2.84 100-YR 0:30 5.49 100-YR 0:35 9.95 100-YR 0:40 4.12 100-YR 0:45 2.48 100-YR 0:50 1.46 100-YR 0:55 1.22 100-YR 1:00 1.06 100-YR 1:05 1 100-YR 1:10 .95 100-YR 1:15 .91 100-YR 1:20 .87 100-YR 1:25 .84 100-YR 1:30 .81 100-YR 1:35 .78 100-YR 1:40 .75 100-YR 1:45 .73 100-YR 1:50 .71 100-YR 1:55 .69 100-YR 2:00 .67 5-YR 0:05 .4 5-YR 0:10 .45 5-YR 0:15 .53 5-YR 0:20 .89 5-YR 0:25 1.13 5-YR 0:30 2.19 5-YR 0:35 3.97 5-YR 0:40 1.64 5-YR 0:45 .99 5-YR 0:50 .58 5-YR 0:55 .49 5-YR 1:00 .42 5-YR 1:05 .28 5-YR 1:10 .27 5-YR 1:15 .25 5-YR 1:20 .24 5-YR 1:25 .23 5-YR 1:30 .22 5-YR 1:35 .21 5-YR 1:40 .20 5-YR 1:45 .19 5-YR 1:50 .19 5-YR 1:55 .18 5-YR 2:00 .18 10-YR 0:05 .49 10-YR 0:10 .56 10-YR 0:15 .65 10-YR 0:20 1.09 10-YR 0:25 1.39 10-YR 0:30 2.69 10-YR 0:35 4.87 10-YR 0:40 2.02 10-YR 0:45 1.21 10-YR 0:50 .71 10-YR 0:55 .6 10-YR 1:00 .52 10-YR 1:05 .39 10-YR 1:10 .37 10-YR 1:15 .35 10-YR 1:20 .34 10-YR 1:25 .32 10-YR 1:30 .31 10-YR 1:35 .3 10-YR 1:40 .29 10-YR 1:45 .28 10-YR 1:50 .27 10-YR 1:55 .26 10-YR 2:00 .25 50-YR 0:05 .79 50-YR 0:10 .9 50-YR 0:15 1.05 50-YR 0:20 1.77 50-YR 0:25 2.25 50-YR 0:30 4.36 50-YR 0:35 7.9 50-YR 0:40 3.27 50-YR 0:45 1.97 50-YR 0:50 1.16 50-YR 0:55 .97 50-YR 1:00 .84 50-YR 1:05 .79 50-YR 1:10 .75 50-YR 1:15 .72 50-YR 1:20 .69 50-YR 1:25 .66 50-YR 1:30 .64 50-YR 1:35 .62 50-YR 1:40 .6 50-YR 1:45 .58 50-YR 1:50 .56 50-YR 1:55 .54 50-YR 2:00 .53 [REPORT] Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -4312.977 0.000 14312.977 10000.000 Units None [COORDINATES] Node X-Coord Y-Coord -------------- ------------------ -------------------------------- OUT-1 6243.184 2486.369 POND-1 6243.184 3009.815 [VERTICES] Link X-Coord Y-Coord -------------- ------------------ -------------------------------- [Polygons] Subcatchment X-Coord Y-Coord -------------- ------------------ -------------------------------- UC 4756.137 4560.403 UC 5038.726 4578.634 UC 5038.726 4350.740 UC 4728.790 4341.624 UC 4728.790 4578.634 WQ1 7946.197 4751.744 WQ1 7946.197 4522.816 WQ1 7675.645 4522.816 WQ1 7686.051 4741.338 [SYMBOLS] Gage X-Coord Y-Coord -------------- ------------------ -------------------------------- FORTCOLLINS 2050.164 6802.072 [BACKDROP] FILE "P:\698-004\Drainage\Modeling\Final\Site Map.png" DIMENSIONS -4312.977 1856.870 14312.977 8143.130 NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX SWMM OUTPUT DATA EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ............. YES RDII ............................... NO Snowmelt ..................... NO Groundwater ................ NO Flow Routing ................ YES Ponding Allowed .......... NO Water Quality ............... NO Infiltration Method ...... HORTON Flow Routing Method .. KINWAVE Starting Date ................ 03/15/2016 00:00:00 Ending Date .................. 03/20/2016 00:00:00 Antecedent Dry Days ... 0.0 Report Time Step ......... 00:05:00 Wet Time Step.............. 00:05:00 Dry Time Step ............... 01:00:00 Routing Time Step ........ 15.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation............................. 10.754 3.669 Evaporation Loss ............................... 0.000 0.000 Infiltration Loss.................................. 2.840 0.969 Surface Runoff ................................... 7.796 2.660 Final Storage ...................................... 0.157 0.054 Continuity Error (%) .......................... 0.361 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ......................... 0.000 0.000 Wet Weather Inflow ....................... 7.796 2.540 Groundwater Inflow ........................ 0.000 0.000 RDII Inflow ....................................... 0.000 0.000 External Inflow ................................ 0.000 0.000 External Outflow ............................. 7.796 2.540 Flooding Loss ................................... 0.000 0.000 Evaporation Loss ............................. 0.000 0.000 Exfiltration Loss ............................... 0.000 0.000 Initial Stored Volume ...................... 0.000 0.000 Final Stored Volume ........................ 0.000 0.000 Continuity Error (%) ........................ 0.001 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step ......................... 15.00 sec Average Time Step ............................ 15.00 sec Maximum Time Step ......................... 15.00 sec Percent in Steady State .................... 0.00 Average Iterations per Step .............. 1.00 Percent Not Converging ................... 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ----------------------------------------------------------------------------------------------------------------------------------------- UC 3.67 0.00 0.00 0.87 2.05 0.71 2.76 1.77 109.35 0.752 WQ1 3.67 0.00 0.00 1.18 1.72 0.73 2.46 0.77 42.72 0.669 ****************** Node Depth Summary ****************** ------------------------------------------------------------------------------------------------------------------------------------ Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet ----------------------------------------------------------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 0.00 4922.40 0 00:00 0.00 POND-1 STORAGE 0.45 8.15 4931.15 0 02:22 8.15 ******************* Node Inflow Summary ******************* --------------------------------------------------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent --------------------------------------------------------------------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 10.40 0 00:32 0 2.54 0.000 POND-1 STORAGE 152.07 152.07 0 00:40 2.54 2.54 0.001 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ----------------------------------------------------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ---------------------------------------------------------------------------------------------------------------------------------------------- POND-1 10.477 4 0 0 246.305 92 0 02:22 10.40 *********************** Outfall Loading Summary *********************** ---------------------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------------------- OUT-1 22.04 3.57 10.40 2.540 ----------------------------------------------------------------------- System 22.04 3.57 10.40 2.540 ******************** Link Flow Summary ******************** --------------------------------------------------------------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth -------------------------------------------------------------------------------------------------------------------------------- Pond_Outlet DUMMY 10.40 0 00:32 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Wed May 4 16:31:04 2022 Analysis ended on: Wed May 4 16:31:04 2022 Total elapsed time: < 1 sec NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX D EROSION CONTROL REPORT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY EROSION CONTROL REPORT EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings. It should be noted; however, any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed perimeter, gutter protection in the adjacent roadways, and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX E USDA SOILS REPORT 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, Colorado South Timberline Residential Natural Resources Conservation Service April 27, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 36—Fort Collins loam, 3 to 5 percent slopes..............................................13 37—Fort Collins loam, 5 to 9 percent slopes..............................................14 55—Kim loam, 5 to 9 percent slopes..........................................................15 74—Nunn clay loam, 1 to 3 percent slopes.................................................17 Soil Information for All Uses...............................................................................19 Soil Properties and Qualities..............................................................................19 Soil Erosion Factors........................................................................................19 K Factor, Whole Soil....................................................................................19 Soil Qualities and Features.............................................................................22 Hydrologic Soil Group.................................................................................22 References............................................................................................................27 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 44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N 105° 2' 57'' W40° 29' 41'' N 105° 2' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,150 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 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 36 Fort Collins loam, 3 to 5 percent slopes 13.9 34.6% 37 Fort Collins loam, 5 to 9 percent slopes 1.8 4.4% 55 Kim loam, 5 to 9 percent slopes 1.5 3.7% 74 Nunn clay loam, 1 to 3 percent slopes 23.2 57.4% Totals for Area of Interest 40.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor 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 Custom Soil Resource Report 11 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 36—Fort Collins loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2yqpg Elevation: 4,800 to 5,900 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 Fort collins and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Alluvial fans, terraces Landform position (three-dimensional):Tread Down-slope shape:Linear, convex Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 5 inches: loam Bt1 - 5 to 8 inches: clay loam Bt2 - 8 to 18 inches: clay loam Bk1 - 18 to 24 inches: loam Bk2 - 24 to 80 inches: loam Properties and qualities Slope:3 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:12 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water capacity:High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Table mountain Percent of map unit:15 percent Landform:Stream terraces, alluvial fans Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY036CO - Overflow Hydric soil rating: No Larim Percent of map unit:5 percent Landform:Alluvial fans Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No 37—Fort Collins loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 2yqpj 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: Farmland of statewide importance Map Unit Composition Fort collins and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Alluvial fans, terraces Landform position (three-dimensional):Tread Down-slope shape:Linear, convex Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 5 inches: loam Bt1 - 5 to 8 inches: clay loam Bt2 - 8 to 18 inches: clay loam Bk1 - 18 to 24 inches: loam Bk2 - 24 to 80 inches: loam Custom Soil Resource Report 14 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 (0.20 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 capacity:High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Larim Percent of map unit:15 percent Landform:Alluvial fans Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No Table mountain Percent of map unit:5 percent Landform:Stream terraces, alluvial fans Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY036CO - Overflow Hydric soil rating: No 55—Kim loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: jpwz 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 Custom Soil Resource Report 15 Map Unit Composition Kim and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform:Fans Landform position (three-dimensional):Base slope, side 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: loam, clay loam, sandy clay loam H2 - 7 to 60 inches: H2 - 7 to 60 inches: 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 slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity:Very high (about 26.5 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: R067XY002CO - Loamy Plains Hydric soil rating: No Minor Components Thedalund Percent of map unit:10 percent Hydric soil rating: No Stoneham Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 16 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 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: Medium 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:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:7 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water capacity:High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Custom Soil Resource Report 17 Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit:10 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Satanta 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 Custom Soil Resource Report 18 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 Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. K Factor, Whole Soil Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. 19 20 Custom Soil Resource Report Map—K Factor, Whole Soil 44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N 105° 2' 57'' W40° 29' 41'' N 105° 2' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,150 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 .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Lines .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Points .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 21 Table—K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 36 Fort Collins loam, 3 to 5 percent slopes .43 13.9 34.6% 37 Fort Collins loam, 5 to 9 percent slopes .37 1.8 4.4% 55 Kim loam, 5 to 9 percent slopes .28 1.5 3.7% 74 Nunn clay loam, 1 to 3 percent slopes .28 23.2 57.4% Totals for Area of Interest 40.4 100.0% Rating Options—K Factor, Whole Soil Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) 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. Custom Soil Resource Report 22 Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 23 24 Custom Soil Resource Report Map—Hydrologic Soil Group 44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 495870 495960 496050 496140 496230 496320 496410 496500 496590 496680 40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N 105° 2' 57'' W40° 29' 41'' N 105° 2' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,150 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 36 Fort Collins loam, 3 to 5 percent slopes C 13.9 34.6% 37 Fort Collins loam, 5 to 9 percent slopes C 1.8 4.4% 55 Kim loam, 5 to 9 percent slopes B 1.5 3.7% 74 Nunn clay loam, 1 to 3 percent slopes C 23.2 57.4% Totals for Area of Interest 40.4 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 26 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 27 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 28 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX F FEMA Firmette 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 5/16/2022 at 10:30 AM 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°2'56"W 40°30'4"N 105°2'19"W 40°29'37"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX G EXCERPTS FROM LINDEN PARK DRAINGE REPORT This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX APPENDIX H EXCERPTS FROM PARAGON ESTATES DRAINGE REPORT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL FORT COLLINS | GREELEY APPENDIX MAP POCKET DR1 – DRAINAGE EXHIBIT APPENDIX G REFERENCE DOCUMENTS FO LID S D VAULT F.O. FO D S D S F E SSTSTSTSTSTSTSTST D S STFE SS UDUD DETENTION POND REQUIRED STORAGE VOLUME = 5.65 AC-FT WATER QUALITY VOLUME = 0.23 AC-FT PROVIDED VOLUME = 6.02 AC-FT CRESTED LARK STREET CRESTED LARK STREETCRESTED LARK STREET DESERT LARK STREET DESERT LARK STREET MASKED LARK STREETBONSAI LNLINE LNBAMBOO LNCANE LNGOLDEN WILLOW DRIVEOAKLEY STREETDUSKY LARK STREETWEEPING WILLOW DRIVEHORNED LARK STREETLACEBARK LNRED WILLOW DRIVETULIPWOOD LNCORONA AVENUETIMBERLINE ROADTRILBY ROAD TIMBERLINE ROADTRILBY ROAD PARAGON ESTATES NORTH CHANNEL PARAGON ESTATES LINDEN PARK A12b A12c A12d OUTLET STRUCTURE RELEASE RATE = 10.4 CFS CONNECTION TO EXISTING 30" STORM SEWER AT MANHOLE EX-4 (LINDEN PARK STORM OUTFALL) STORM SEWER A STORM SEWER A4 STORM SEWER C STORM SEWER B INLET A4-1S INLET A4-1N INLET A3-1 INLET A2INLET A6-1S INLET A6-1NINLET A7 INLET C2 INLET C3 INLET A4-6NINLET A4-5N INLET A4-4N INLET A4-3N STORM SEWER E INLET E2 STORM SEWER F UNDERGROUND CHAMBERS STORM SEWER A6 STORM SEWER A5 INLET F2 INLET F3 INLET F4 INLET F5 34.102.29 ac. A1 0.36 ac. A4a 6.14 ac. A56.09 ac. A6 1.44 ac. A3a 3.84 ac. A9 0.45 ac. A8 1.95 ac. A15 2.32 ac. A12a 0.97 ac. A10 0.43 ac. A11 1.08 ac. A13 2.91 ac. A7 0.39 ac. A14 1.74 A4b 17.66 ac. OS1 12.62 ac. OS2 2.63 ac. OS313.09 ac. OS4 1.17 ac. A2a 0.08 ac. A12d 0.08 ac. A12c 0.08 ac. A12b 0.85 ac. A2b 0.68 ac. A3b A4A A6A7 A4B A3A A8 A9 A10 A11 A12A A13 A14 A15 A1 os1 os2os4 os3 A2A A5 A3B A2B 11 3 3 22 100-YR WSEL SheetTIMBER LARK RESIDENTIALThese drawings are instruments ofservice provided by NorthernEngineering Services, Inc. and arenot to be used for any type ofconstruction unless signed andsealed by a Professional Engineer inthe employ of Northern EngineeringServices, Inc.NOT FOR CONSTRUCTIONREVIEW SETENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comof 101 NORTH ( IN FEET ) 0 1 INCH = 100 FEET 100 100 200 300 DR1 DRAINAGE PLAN101 PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT FOR TIMBER LARK, DATED JULY 7, 2022 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION LID Site Summary Total Site Area 1,532,003 sq. ft. Total Impervious Area with LID Treatment 580,700 sq. ft. Total Impervious Area without LID Treatment 244,633 sq. ft. Total Impervious Area 825,333 sq. ft. 50% Requried Minium Area to be Treated 412,667 sq. ft. 75% Requried Minium Area to be Treated 619,000 cu. ft. Total Treated Area 580,700 sq. ft. Percent Impervious Treated by LID 70% CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R DEVELOPED DRAINAGE SUMMARY Design Point Basin ID Total Area (acres) C2 C100 2-Yr Tc (min) 100-Yr Tc (min) Q2 (cfs) Q100 (cfs) a1 A1 2.286 0.24 0.30 9.05 9.05 1.27 5.66 a2a A2a 1.171 0.69 0.87 7.34 7.34 2.05 9.78 a2b A2b 0.852 0.55 0.69 13.47 13.47 0.93 4.05 a3a A3a 1.442 0.68 0.85 9.67 9.67 2.21 11.08 a3b A3b 0.675 0.55 0.69 9.67 9.67 0.84 3.99 a4a A4a 0.362 0.73 0.92 5.00 5.00 0.76 3.31 a4b A4b 1.735 0.66 0.82 5.37 5.37 3.25 14.19 a6 A6 6.091 0.60 0.75 11.19 11.19 7.75 37.31 a7 A7 2.908 0.65 0.81 10.45 10.45 4.15 20.16 a8 A8 0.448 0.73 0.92 8.78 8.78 0.77 4.09 a9 A9 3.837 0.59 0.74 11.16 11.16 4.81 23.17 a10 A10 0.973 0.74 0.93 5.00 5.00 2.06 8.99 a11 A11 0.432 0.67 0.84 6.03 6.03 0.78 3.62 a12a A12a 2.164 0.74 0.92 5.56 5.56 4.41 19.89 a12b A12b 0.079 0.47 0.58 5.00 5.00 0.10 0.45 a12c A12c 0.076 0.47 0.59 5.00 5.00 0.10 0.45 a12d A12d 0.076 0.47 0.59 6.53 6.53 0.09 0.45 a13 A13 1.085 0.37 0.47 12.99 12.99 0.82 3.70 a14 A14 0.390 0.77 0.96 5.00 5.00 0.85 3.72 a15 A15 1.949 0.57 0.72 8.03 8.03 2.68 13.00 OFFSITE BASINS os1 OS1 17.659 0.20 0.25 16.90 16.90 6.29 27.81 os2 OS2 12.624 0.20 0.25 18.01 18.01 4.29 18.68 os3 OS3 2.633 0.20 0.25 13.48 13.48 1.04 4.56 os4 OS4 13.088 0.20 0.25 16.16 16.16 4.74 20.97