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HomeMy WebLinkAboutBLOOM FILING TWO - FDP230002 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTPREPARED FOR: Hartford Homes, LLC 4801 Goodman St. Timnath, CO 80547 PREPARED BY: Galloway & Company, Inc. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 Contact: James Prelog, PE DATE: January 20, 2023 Revised April 25, 2023 BLOOM FILING 2 Fort Collins, CO FINAL DRAINAGE REPORT Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 2 of 24 I. Introduction........................................................................................................................................... 3 General Location ......................................................................................................................... 3 Existing Site Info ......................................................................................................................... 3 II. Master Drainage Basin ........................................................................................................................ 4 Overall Basin Description ............................................................................................................ 4 Existing Drainage Facilities ......................................................................................................... 4 Floodplain ................................................................................................................................... 5 III. Project Description .............................................................................................................................. 6 Existing Conditions...................................................................................................................... 6 Proposed Conditions ................................................................................................................... 6 IV. Proposed Drainage Facilities .............................................................................................................. 7 General Concept ......................................................................................................................... 7 Proposed Drainage Basins .......................................................................................................... 7 Detention Pond ........................................................................................................................... 8 Water Quality .............................................................................................................................. 9 LID ............................................................................................................................................ 10 V. Drainage Design Criteria ................................................................................................................... 11 Directly Connected Impervious Area (DCIA) .............................................................................. 11 Development Criteria Reference and Constraints ...................................................................... 12 Hydrological Criteria .................................................................................................................. 13 Hydraulic Criteria ...................................................................................................................... 14 VI.EROSION AND SEDIMENT CONTROL MEASURES.................................................................. 14 Construction Material & Equipment ........................................................................................... 15 Maintenance ............................................................................................................................. 15 VII. Conclusions .................................................................................................................................... 16 Compliance with Standards ....................................................................................................... 16 Variances .................................................................................................................................. 16 Summary of Concepts ............................................................................................................... 16 VIII. References ..................................................................................................................................... 17 Appendices: A. Exhibits and Figures B. Master Plan and Peakview Excerpts C. Hydrologic Computations D. SWMM Model E. Drainage Maps TABLE OF CONTENTS Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 3 of 24 I. Introduction General Location The proposed Bloom Filing 2 subdivision is located directly south of East Vine Drive and north of East Mulberry Street, just west of I-25, to the east of the Mosaic Subdivision in Fort Collins, Colorado. The overall Mulberry development is bordered to the north by East Vine Drive; to the east by the Imu-Tek Animal Health Clinic and undeveloped land; to the south by East Mulberry Street; and to the west by East Ridge Second Filing, also referred to as the Mosaic Subdivision. The project site is located in the Northwest Quarter of Section 9, Township 7 N., Range 66 W. of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. A vicinity map is included in Appendix A for reference. Existing Site Info The project site consists of approximately 260 acres. It is currently a vacant and undeveloped tract of land that is being used for farming. Existing grades across the site vary from 0.5 to 3 percent. The site generally drains from north to south. There are existing train tracks across the northern portion of the site that run diagonal from the northwest to the southeast. The project site is located within the Cooper Slough/Boxelder Basin and the Cooper Slough channel is located just to the east of the project site. The Lake Canal also cuts across the southwest corner of the site. According to the Natural Resources Conservation (NRCS) Web Soil Survey, the project site consists of a mix of soil types and Hydrologic Soil Groups (HSG) including: - Ascalon Sandy Loam (33%), HSG ‘B’ - Fort Collins Loam (27%), HSG ‘C’ - Garrett Loam (23%), HSG ‘B’ And smaller percentages of various other soil types as shown on the soil map included in Appendix A. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 4 of 24 II. Master Drainage Basin Overall Basin Description The project site is located in the lower portion of the Cooper Slough Watershed. The master plan for this drainage basin is currently being updated but we were able to review a copy of the plan dated February 2021. This report is titled “City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements” prepared by Icon Engineering, Inc. (Master Plan). The Cooper Slough drainage basin resides in northeast Fort Collins and unincorporated Larimer County, Colorado. The Master Plan describes it as a long and slender watershed, flowing from north to south, comprising 28 square miles which are tributary to Box Elder Creek and the Cache la Poudre River. The watershed begins at the confluence with Box Elder Creek (about one-half mile south of Mulberry Street and slightly west of I-25) and proceeds north for 20-miles to Larimer County Road 80 at a location northwest of the Town of Wellington. The basin has a maximum width of 3.9-miles at a location just south of Wellington. Predominant land uses are characterized by farmland and open space, with development occurring mainly in the southern portion of the watershed, near northeast Fort Collins. The Cooper Slough watershed has been divided into upper and lower portions by the Larimer & Weld Canal. The project site is located in the lower portion of the watershed. The Master Plan discusses improvements to the Cooper Slough and Lake Canals including culverts installed in Vine and Mulberry, but these improvements lie outside of the boundaries of this project and therefore are not a part of this project. There will be no changes to the Cooper Slough or Lake Canals as part of this project. The proposed development to the southwest of the project site, Peakview, has included a portion of a box culvert that will eventually divert water from the Lake Canal to the Cooper Slough. The box culvert will be designed, constructed, plugged, and buried until future master plan culvert improvements are constructed. Relevant excerpts from the Master Plan have been included in Appendix B. Existing Drainage Facilities A historic/existing basin map was developed with this drainage report, reference Appendix D, in order to calculate the historic runoff from the site. A SWMM model was used to determine the existing runoff in Filing 1 Final Drainage Report and the 2-year and 100-year runoff values from the models are included in the basin descriptions below. According to the Master Plan, future development with the area of the site is Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 5 of 24 to “Limit the release (both peak discharge and volume) associated with future development within the Upper Cooper Slough Basin to the 100-year existing condition release rates into the lower Cooper Slough area.” Basin H-1 (±72 acres, Q2 = 4.0 cfs, Q100 = 26.0 cfs) is associated with the northeastern portion of the site to the north of the Burlington Northern Railroad tracks. Runoff generally runs south toward the railroad tracks and then is conveyed east into the Cooper Slough. Basin H-2 (±22 acres, Q2 = 1.3 cfs, Q100 = 15.5 cfs) is associated with the northeastern portion of the site on the south side of the Burlington Northern Railroad tracks. Runoff generally runs south into undeveloped land. Basin H-3 (±162 acres, Q2 = 8.7 cfs, Q100 = 52.0 cfs) is associated with the western portion of the site. Runoff currently sheet flows south into the Lake Canal. Basin H-4 (±6.5 acres, Q2 = 0.4 cfs, Q100 = 8.7 cfs) is associated with the southwest portion of the site. Runoff currently sheet east into the adjacent property and then to the Lake Canal. Floodplain According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panels 982 (FIRM Number 08069C0982F) effective date December 19, 2006 and Panel 984 (FIRM Number 08069C0984H) effective date May 2, 2012, a portion of the site lies within Zone AE, area subject to inundation by the 1% annual chance flood. In Zone AE, the base flood elevations (BFEs) have been determined. However, a LOMR became effective February 21, 2019, the Boxelder 6 LOMR (Case No. 17-08-1354P). A separate floodplain study to revise the floodplain in these parcels is proposed as part of this development, but not as part of this Filing (2). The development shall comply with Chapter 10 of City Municipal Code. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 6 of 24 III. Project Description The Mulberry development encompasses approximately 260 acres and will include the development of both single and multi-family homes, commercial use, and associated streets, utilities, and open space. The project site is bordered to the west for East Ridge Second Filing, also referred to as the Mosaic Subdivision, which is a single and multi-family development; to the north by the Trail Head Subdivision, another single family development; to the southeast by the proposed Peakview development; and to the south (south of Mulberry) and southwest by various commercial developments. This report summarizes the concepts for Filing 2 including any storm sewer infrastructure and LID features. Filing 2 is located within Filing 1 site constraints. Existing Conditions Filing 2 is 9.4 acres of vacant undeveloped farming land. Existing grades of the Site generally slope from 0.5 to 3 percent. Proposed Conditions Filing 2 of Mulberry encompasses ±9.4 acres within the boundary limits of Filing 1. It will include the development of town homes and multi-family buildings, associated alleys, utilities, and open space. All of Filing 2 drains to two detention/irrigation ponds at grades of 0.5 to 4.0 percent. These ponds will outfall into another offsite pond downstream where it will eventually outfall into the Cooper Slough. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 7 of 24 IV. Proposed Drainage Facilities General Concept Runoff from the developed site will be conveyed via overland flow, bioretention, underground storage and curb and gutter to a proposed storm drain system that will convey the major and minor event stormwater runoff to an offsite detention pond. These ponds have been sized in Filing 1 Final Drainage Report. The ODP has divided the project site into eight large basins, one for each detention pond. Filing 2 will outfall into Pond D and Pond E located in Filing 1. Pond D and Pond E will release flows into Pond C as described in the Filing 1 Final Drainage Report. Water Quality will be provided onsite through Low Impact Development (LID) practices throughout Filing 2. City of Fort Collins requires at least 75% of newly added impervious areas are treated with LID’s practices for this specific development. There are no offsite basins that impact the project site. There are no proposed improvements to the Cooper Slough associated with the development of Filing 2. Proposed Drainage Basins Basin E14 Basin E14 comprises of approximately 3.1 acres. This area includes town homes and alley ways. A portion of the developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond within Pond E. In the Filing 1 report, it was anticipated that the imperviousness to be 80%.The imperviousness within Filing 2 is 64%, which less than in Filing 1. Basin E19 Basin E comprises of approximately 2.8 acres. This area includes town homes and multi-family development. The developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 69%, which less than in Filing 1. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 8 of 24 Basin E26 Basin E26 comprises of approximately 2.4 acres. This area includes town homes and multifamily development. The developed runoff within these basins will drain into separate LID features throughout the site until eventually outfalling into the water quality detention pond. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 74%, which less than in Filing 1. Basin E27 Basin E27 comprises of approximately 0.8 acres. This area includes town homes and multi-family development. A portion of the developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond located in Filing 1. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 55%, which less than in Filing 1. Basin OS Basin OS comprises of approximately 0.17 acres. This area includes landscaping and sidewalks. The developed runoff within these basins will drain into inlets located in Filing 1, eventually outfalling into the water quality detention pond. Detention Pond All flows directed to the LID features will eventually flow into Pond D and E. The final sizing was completed as apart of the Filing 1 Final Drainage Report. See below for a table of the anticipated volume and release rates for the ponds within Filing 1. Sizing of spillway, water quality orifice plates, water surface elevations, etc. were determined in the Final Design for Filing 1. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 9 of 24 * 0.2 cfs/acre (Pond C Release = 129 acres * 0.2 & South Release = 93 acres * 0.2 ) **Total allowable release into Cooper Slough = 44.4 cfs **Total Anticipated release into Cooper Slough = 44.3 cfs Detention Pond 100-year Volume Required (From SWMM Model) Site Allowable Release Rate Proposed Release Rate (From SWMM Model) A 10.5 ac-ft / 460,000 cf 12.3 cfs B 6.6 ac-ft / 290,000 cf 25.8 cfs*8.7 cfs 21.6 cfs** C 4.6 ac-ft / 200,000 cf 13.6 cfs D 6.4 ac-ft / 280,000 cf 0.3 cfs E 5.1 ac-ft / 220,000 cf 12.5 cfs G 9.5 ac-ft / 412,000 cf 18.6 cfs*20.7 cfs 21.7 cfs** H 1.7 ac-ft / 74,000 cf 1.0 cfs Water Quality The ODP has determined that water quality and detention will be required for the development of the Site. Required “Water Quality Capture Volume (“WQCV”) was calculated using equation 7-1 and Equation 7-2 from FCSCM. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 10 of 24 The final design for the water quality detention pond has a 40-hr drain time to allow for sedimentation to occur and can be found within the Filing 1 Final Drainage Report. LID Permanent BMP’s have been designed to allow for runoff reduction throughout the site. The usage of bioretention and underground storage are the primary BMPs. Bioretention is to be placed in landscape areas to provide both infiltration and filtration for the minor storm events and flows greater than the water quality event will overtop into the outlet structure and be conveyed into the existing storm drain system. Calculations for required head to pass the 100-Year storm event through the Type-C Outlet “Bypass” has been included in Appendix C. Underground storage is to be placed in landscape areas to provide water storage and treatment. When storms greater than the water quality event occur, flows will overtop a weir located within the outlet manhole structure. Flows would exit and eventually flow to the existing EDB. The implementation of LID BMPs throughout the site has met the treatment of at least 75% of added impervious area, refer to Appendix C. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 11 of 24 V. Drainage Design Criteria Directly Connected Impervious Area (DCIA) At this Final stage of the design process, we’ve developed a strategy for implementing ‘The Four-Step Process’ for stormwater quality management. Each step is listed below and includes a brief narrative describing the implementation strategy. Step 1 -Employ runoff reduction practices Developed runoff from the series of basins E14, E19, E26, and E27 will drain through multiple bio- retention drainage facilities and underground storage providing water quality prior to entering the off- site detention facilities. The proposed bio-retention facilities are to provide enough depth to capture WQCV volume of their respective basins. Both underground storage and bioretention are designed to allow infiltration of the 2-year storm event and will provide bypass in larger storm events. The design encourages settling of sediments, filtering, and infiltration. The UDFCD defines bio-retention is an “engineered, depressed landscape area designed to capture and filter or infiltrate the water quality capture volume (WQCV).” UDFCD defines underground BMP’s as a means to ”…capture and slow release of the WQCV and provide a level of treatment for targeted pollutants that is comparable to that of the surface-based BMPs...” The following table is a final calculation of the newly added impervious area and a breakdown of the total area treated by an EDB or an LID feature. Description Area, acres Final Proposed Imperviousness, % Newly added Impervious Area, acres Total F2 Site Area:9.29 Basin E14+OS Basins:3.2 ~64%2.1 Basin E19:2.95 ~70%2.1 Basin E26+OS Basin:2.4 ~74%1.8 Basin E27:0.8 ~55%0.4 Treated Total:9.29 Total: 6.32 acres 22% to EDB 1.5 acres 78% to LID 4.92 acres Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 12 of 24 Step 2 -Implement BMPs that provide a Water Quality Capture Volume (WQCV) The developed runoff from the E14, E19, E26, and E27 basins will drain into an Extended Detention Basin (EDB). The UDFCD defines an Extended Detention Basin as “An engineered basin with an outlet structure designed to slowly release urban runoff over an extended time period to provide water quality benefits and control peak flows for frequently occurring storm events. The basins are sometimes called "dry ponds" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. Outlet structures for extended detention basins are sized to control more frequently occurring storm events.” Step 3 -Stabilize drainageways Measures have been implemented to protect the Cooper Slough receiving outflow from the off-site detention ponds from the Filing 1 development. Step 4 -Implement site specific and other source control BMPS Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). The City Rainfall Intensity-Duration-Frequency Curves as depicted in the FCSCM are utilized as the source for all hydrologic computations associated with the development of the Site. The Rational Method has been utilized to calculate stormwater runoff for the proposed condition sub- basins within the Site. The coefficients tables along with frequency adjustment factors from FCSCM have been utilized in support of these calculations. Development Criteria Reference and Constraints The project must release at historic rates for each drainage basin, however due to the site being located on flat, farmland it has been determined that 0.2 cfs/acre would be a more appropriate release into the Cooper Slough. The 2 year historic release rate from the proposed basin delineation which includes Basin A, B, C, D, and E is 9.69 cfs. Instead of using the calculated 2 year historic, 0.2 cfs/acre is the methodology in determining maximum allowable release rate. This was calculated to be 25.8 cfs for the northern portion of the site and 44.4 cfs for total site. Pond D (Filing 1) and Future Pond A and Future Pond B will connect into Pond C which will release at a controlled rate of 21.6 cfs. Pond E (Filing 1) will flow south into the Peakview storm infrastructure that flows into the Cooper Slough at a rate of 11.4 cfs. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 13 of 24 Hydrological Criteria For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at each design point. Routed calculations that aggregate the basins drainage to a specific design point are included in the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4-1 and Figure 3.4-1 (refer to Appendix B). The 2-year and 100-year storm events are the basis for the final drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage system, as a Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 14 of 24 minimum, must be designed to convey runoff from the 100-year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. The final detention storage was determined in Filing 1 Final Drainage Report with EPA SWMM 5.1. Various input parameters were provided by Table 4.1-1 and Table 4.1.4. The total detention discharge is 31.8 cfs. Hydraulic Criteria Storm Drain Capacity Analysis The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. The overall analysis was originally completed apart of the Filing One final drainage report. This software routes flows through each system by looking at the longest upstream tc at the manhole, calculating the intensity and multiplying it by the upstream CA. The Filing One storm drain system was updated with Filing 2 flows to confirm that HGL’s will remain below grade. Detailed output for each storm drain system analysis is included in Appendix D. Alley Capacity Analysis Each of the alley’s were analyzed for conveyance of both the minor and major event. In the major event, flows must be contained within the alley extents and not extend outside the right-of-way. Calculations were completed using Bentley Flowmaster V8i. Detailed output for each alley is included in Appendix D. VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) should be prepared to identity the Best Management Practices (BMPs) which, when implemented, will meet the requirements of said General Permit. Below is a summary of SWMP requirements which may be implemented on-site. The following temporary BMPs may be installed and maintained to control on-site erosion and prevent sediment from traveling off-site during construction: · Silt Fence – a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is placed at the base of a disturbed area. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 15 of 24 · Vehicle Tracking Control – a stabilized stone pad located at points of ingress and egress on a construction site. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic. · Straw Wattles – wattles act as a sediment filter. They are a temporary BMP and require proper installation and maintenance to ensure their performance. · Inlet protection – Inlet protection will be used on all existing and proposed storm inlets to help prevent debris from entering the storm sewer system. Inlet protection generally consists of straw wattles or block and gravel filters. Construction Material & Equipment The contractor shall store all construction materials and equipment and shall provide maintenance and fueling of equipment in confined areas on-site from which runoff will be contained and filtered. Maintenance The temporary BMPs will be inspected by the contractor at a minimum of once every two weeks and after each significant storm event. The property owner will be responsible for routine and non-routine maintenance of the temporary BMPs. Routine maintenance includes: · Lawn mowing-maintain height of grass depending on aesthetic requirements. · Debris and litter removal-remove debris and litter to minimize outlet clogging and improve aesthetics as necessary. · Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended. · Cleaning and repair of BMP’s is required when sediment has built up or the BMP is not working properly. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 16 of 24 VII. Conclusions Compliance with Standards The design presented in this drainage report for the Mulberry development has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. Variances No Variances are anticipated with Filing 2 development. Summary of Concepts The proposed storm drainage improvements should provide adequate protection for the developed site. The proposed drainage system for the site should not negatively impact the existing downstream storm drainage system. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 17 of 24 VIII. References 1.Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2016 (with current revisions). 2.Fort Collins Stormwater Criteria Manual (Addendum to the Urban Drainage Storm Drainage Criteria Manuals Volumes 1, 2, and 3),prepared by City of Fort Collins, Revised December 2018 3. Soil Map – Larimer County Area, Colorado as available through the Natural Resources Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0. 4. Flood Insurance Rate Map – Larimer County, Colorado and Incorporated Areas Community Panel No. 08069C0982F, Effective December 19, 2006 and 08069C0984H, Effective May 2, 2012. 5.City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, Icon Engineering, Inc., February 2021. 6.Final Drainage Report for Peakview,United Civil Design Group, December 21, 2020. 7.Master Drainage Report for Mulberry, Galloway & Company, Inc., August 8, 2021 8.Final Drainage Report for Mulberry, Galloway & Company, Inc., January 14, 2022 Bloom Filing 2 Final Drainage Report Galloway & Company, Inc. APPENDIX A Exhibits and Figures 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 •GallowayUS.com VICINITY MAP MULBERRY DEVELOPMENT NOT TO SCALE E. Vine Dr. E. Mulberry St. PROJECT SITE Lake Canal Cooper Slough I-25N. Timberline Rd.Filing 2 Location Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 1 of 444922004492400449260044928004493000449320044934004493600449380044940004492200449240044926004492800449300044932004493400449360044938004494000498000498200498400498600498800499000499200499400 498000 498200 498400 498600 498800 499000 499200 499400 40° 35' 50'' N 105° 1' 26'' W40° 35' 50'' N105° 0' 24'' W40° 34' 47'' N 105° 1' 26'' W40° 34' 47'' N 105° 0' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 450 900 1800 2700 Feet 0 100 200 400 600 Meters Map Scale: 1:9,430 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Filing 2 Location 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: Jul 19, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes B 79.5 32.7% 8 Ascalon sandy loam, 3 to 5 percent slopes B 6.1 2.5% 22 Caruso clay loam, 0 to 1 percent slope D 0.5 0.2% 35 Fort Collins loam, 0 to 3 percent slopes C 66.7 27.4% 36 Fort Collins loam, 3 to 5 percent slopes C 7.4 3.0% 37 Fort Collins loam, 5 to 9 percent slopes C 2.9 1.2% 40 Garrett loam, 0 to 1 percent slopes B 56.2 23.1% 42 Gravel pits A 0.0 0.0% 53 Kim loam, 1 to 3 percent slopes B 11.7 4.8% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 0.4 0.1% 77 Otero sandy loam, 0 to 3 percent slopes A 9.7 4.0% 81 Paoli fine sandy loam, 0 to 1 percent slopes A 1.0 0.4% 94 Satanta loam, 0 to 1 percent slopes C 0.1 0.1% 103 Stoneham loam, 5 to 9 percent slopes B 1.3 0.5% Totals for Area of Interest 243.5 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 4 of 4 SITE SITE Filing 2 Location FLOOD HAZARD INFORMATION NATIONAL FLOOD INSURANCE PROGRAMFLOOD INSURANCE RATE MAP LARIMER COUNT Y, COLORADOand Incorporated Areas Panel Contains: COMMUNITY NUMBER PANEL SUFFIX 09840984 JJLARIMER COUNTYFORT COLLINS, CITY OF 080101080102 MAP NUMBER08069C0984J VERSION NUMBER2.6.4.6 SCALE 0983 1003 0992 0982 1011 0981 1001 1000* 0984 0 1,000 2,000500feet 1 inch = 500 feet 1:6,000 Map Projection: LARIMER COUNTY 0 250 500125meters PANEL LOCATOR * PANEL NOT PRINTED NOTES TO USERS)))))))))))))))) ÑÑÑ ÑÑÑ ÑÑÑ ÑÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑÑÑÑÑ Larimer CountyUnincorporated Areas080101 Larimer County Unincorporated Areas 080101 Larimer County Unincorporated Areas 080101 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 4 9 0 349034905 4 8 9 2 48814 8 9 3 4900.5 4 8 9 9 .3 4930.7 4898.1 ,D 4917.5 ,E 4897.14893.04888.04883.5 ,B ,X 4913.0 4945.6 4902.5 ,C B ,A A ,P ,A4896.1 4923.1 ,A 4913.6 4894.44919.9 4 8 9 3 .2 4900.3 ,K ,D 4903.7 ,O 4918.9 4920.7 4892.84928.3 ,C ,B 4 9 2 0 .5 4 8 9 2.94894.0,C4892.3,H ,Y4909.14945.7 4902.7,Q 4895.7 4930.5 ,A,N 4924.8 4909.04905.2 4 9 4 2 .0 ,W 4937.7 4930.5 4 9 2 3 .0 4 8 9 8 .6 4920.6 4893.1,C 4886.0 ,Z ,S 4894.4 4949.2 ,V 4 8 9 8 .5 ,R ,B ,E 4889.7 ,B 4923.6 ,F,CC ,J ,D ,B4896.74 9 0 9.7 ,D 4900.0 4916.94916.9 ,M 4902.3 4887.0 ,C4902.1 4895.6,B ,T ,I4914.3 ,F ,E ,C 4 8 9 8 .44892.7,C4895.7 4923.1 4900.9,A 4909.04883.3 4939.1 4916.9 4894.7 4892.3,U4894.3 Control Structure Bridge Bridge Bridge Bridge1 PCT AnnualChance Flood Discharge Contained in Structure 1 PCT Annual Chance Flood Discharge Contained in Structure 1 PCT Annual Chance Flood Discharge Contained in Structure Culvert Culvert Cache La Poudre River- RProspect SFP Cache LaPoudre River Cache LaPoudre River- LPATH SFP Cache La Poudre River Cooper SloughCooper Slough Boxelder Creek Boxelder Creek Lake Canal Cache La Poudre Reservoir Inlet Lake CanalBox-elder Creek Cache La Poudre River Reservoir Inlet Cache La Poudre River Split - R Path Box-elder Creek Cooper Slough Overflow Sherry Drive Overflow Spring Creek 15 22 8 16 20 9 17 21 10 MAP AREA SHOW NON THIS PANEL ISLOCATED W ITHINTOWNSHIP 7 NORTH,RANGE 68 W EST.N TIMBERLINE RDGREENFIELDS CTE L I N C O L N A V E JOHN DEERE DR DONELLA CT ZEPPELINWAYSTIMBERLINERDSEFRONTAGERDINTERNATIONAL BLVD E LOCUST ST S W F R O N T A G E R DHORIZON AVEJENNIE DR COUNTRY-SIDE DR COUNTRY-SIDE CT CRUSADER ST RELIANT ST VERDE AVEE MULBERRY ST EB T R A C E Y P K WY SE FRON-TAGE RDNEFRONTAGERDHARVESTER CT P L E A S A N T A C R E S D R E LINCOLN AVE GREENBRIAR DR ¦25 WEICKER DR DARREN CT COMET ST DASSAULT STCOLLINS AIRE LN CLIFFORD CTTIGERCATWAY REDMAN DR GREENBRIAR DRNWFRONTAGERDCOUNTRYSIDE DR ANNABEL AVE SUPERCUB LN DELOZIER RDLAKE CANAL CT RIVERBENDDRCRUSADER ST CONQUESTST RIVERBEND CT S SUMMIT VIEW DRTANA DR CENTRO WAYCHERLY ST LAURA LN FRONTAGE RD N RENE DRMAX ST KIMBERLY DRCOLEMAN ST FRONTAGE RD S ¦25 BOXELDER DR E PROSPECT RD S S U M MIT VIE W D RSUNRISE AVE¦25 STEVEN DR GREENFIELDS CTRAILROADQUINBY STMARQUISE ST JOHN DEERE DRCANAL DR FRONTAGE RD S KENWOOD DR BUCKEYE ST E MULBERRY ST WB TERRY DR DARREN ST SURREY LNDAWN AVESYKESDR COMET ST SW FRONTAGE RD A L A N S T SMITHFIELD DRVICOTWAYJAY DR MARCH CTANDREASTSHARP POINT DR CLIFFORD DRJOANNE STSUMMIT CTFAIRCHILD STDELOZIER DRCONQ-UEST WAY STOCKTON AVE COUN-TRYS-IDE CIR SW FRONTAGE RDSHERRY DRZONE AE ZONE AE ZONEAE ZONE AE ZONE AE(EL 4891)ZONE AE ZONE AE ZONE AE ZONE AO(DEPTH 2) ZONE AO(DEPTH 1) ZONE AE ZONE AE ZONE AE ZONE AE ZONE AE ZONE AE ZONE AO (DEPTH 2) ZONE AE ZONE AE ZONE AE ZONE AE LIMIT OF STUDY 105° 00' 00''40° 33' 45''40° 33' 45'' 40° 35' 38''105° 01' 52'' 105° 01' 52'' 40° 35' 38''105° 00' 00'' 1450000 FT 1455000 FT 3135000 FT 1450000 FT 1455000 FT 4493000m N 4492000m N 4491000m N 499000m E498000m E PANEL 984 OF 1420 1/26/2021 Universal Transverse Mercator (UTM) Zone 13N; North American Datum 1983;Western Hemisphere; Vertical Datum: NAVD 88 SPECIAL FLOODHAZARD AREAS OTHER AREAS OFFLOOD HAZARD OTHERAREAS GENERALSTRUCTURES Without Base Flood Elevation (BFE) With BFE or Depth Regulator y Floodway Area of Undetermined Flood Hazard Area of Minimal Flood Hazard Zone A,V, A99 Zone AE, AO, AH, VE, AR Zone X Zone D HTTPS://MSC.FEMA.GOV THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Cross Sections with 1% Annual ChanceWater Sur face Elevation Coastal Transect OTHERFEATURES Prof ile BaselineHydrographic FeatureBase Flood Elevation Line (BFE)Limit of StudyJurisdiction Boundary Coastal Tr ansect Baseline 17.5 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance f lood with average depth less than one foot or with drainage areas of less than one square mileFuture Conditions 1% Annual Chance Flood HazardArea with Reduced Flood Risk due to LeveeSee Notes. Zone X Zone X Zone X !(8 %,E 18.2 NO SCREEN Levee, Dike, or Floodwall Channel, Culver t, or Storm Sewer Area with Flood Risk due to Levee Zone D For information and questions about this Flood Insurance Rate Map (FIRM), available products associated withthis FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or theNational Flood Insurance Program (NFIP) in general, please call the FEMA Mapping and Insurance eXchange at1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website athttps://msc.fema.gov. Available products may include previously issued Letters of Map Change, a FloodInsurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtaineddirectly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well asthe current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listedabove. For community and countywide map dates refer to the Flood Insurance Study Report for this jurisdiction. To determine if flood insurance is available in this community, contact your Insurance agent or call the NationalFlood Insurance Program at 1-800-638-6620. Base map information shown on this FIRM was derived from the National Flood Hazard Layer (NFHL), dated2013 and digital data provided by Larimer County GIS Department, dated 2018. PRELIMINARY1/26/2021 MAP REVISED Project Site Filing 2 Location Bloom Filing 2 Final Drainage Report APPENDIX B Master Plan and Peakview Excerpts ANHEUSER BUSCH (AB) PLANT Sod Farm Diversion Q diverted = 752 cfs Proposed Sod Farm Pond S = 164 AF Max WSE = 5033.2 ft Berm along southern end at 5037.0 ft Sod Farm Pond Outlet Pipe into No. 8 Outlet Ditch 36" RCP with a 33.6" Orifice Q = 54 cfs Mountain Vista Diversion From No8 Outlet Ditch Q = 250 cfsQ = 8 9 c f s Assume Full Development of AB Lands with 100yr -> 2yr Detention (On-Site) Mountain Vista Diversion May Be Conveyed In Open Channel or Pipe through Montava Development Proposed C&S/ Crumb Detention Pond (426) S = 193 AF WSE = 4987.0 ft Qin = 903 cfs New AB Pond Outfall Overflow Flume Discharges into Cooper Slough Q = 304 cfs Existing AB 425 Pond Outlet Remains Connected to L&W Canal Q = 385 cfs Existing AB Pond 425 S = 47 AF Max WSE = 4983.5 Qin = 732 cfs Remove Existing Flow Spill At CSRR Provide Open Channel to Convey Flows on West Side of RR Combined Outlow From C&S/ Crumb and L&W Canal Spill Q = 639 cfs Proposed E. Vine Dr. Culverts (3) 8' x 4' RCBC Q = 678 cfs Proposed E. Mulberry St. Culverts (2) 6' x 11' RCBC Q = 1050 cfsCOOPER SLOUGHCanal Spill to Dry Creek Q = 0 cfs Canal Spill Q = 421 cfsQ = 778 cfsQ = 357 cfsQ = 2 2 9 c f sQ = 339 cfsQ = 1002 c fs Q = 374 cfsNO. 8 OUTLET DITCHLARI M E R & W E L D C A N A LCOLORADO & SOUTHERN RAILROADBOXELDER WATERSHED DRY CREEK WATERSHED COOPER SLOUGH WATERSHED BLACK HOLLOW OUTFALL CHANNEL IMPROVEMENTS FROM 2006 MASTER PLAN NOT INCLUDED IN 2021 UPDATE Q = 2 5 0 c f s N. Poudre Reservoir No. 6 Add 8-inch Iron Sill Plate to Spillway Q = 547 cfs S = 679 AF Max WSE = 5163.2' Proposed (2) 6'x11' RCBC to Lake Canal SH-14 Proposed Channel to Box Elder Creek Channel and Bank Improvements along Cooper Slough Pond A S = 82 AF Max WSE = 5019.6 ft Qout = 778 cfs Montava Swale Q = 778 cfs Q = 149 cfsOverflow Pond S = 20.3 AF WSE = 4980.2 ft Qin = 112 cfs Proposed C&S/ Crumb Outfalls: 42" RCP to AB Pond = 102 cfs 3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfs Spill to Overflow Pond = 112cfs Overflow Pond Outfall into L&W Canal 48" RCP with a 44.4" Orifice Qout = 103 cfs Proposed (3) 3'x15' RCBC under Lake Canal Proposed Channel Proposed culverts for local drainage MONTAVA DEVELOPMENT MT VISTA AND TIMBERLINE ROAD MIXED-USED DEVELOPMENT WATER'S EDGE DEVELOPMENT COUNTRY CLUB RESERVE DEVELOPMENT Existing 24-in Culvert Capaity = 21cfs Culvert Crossing (3) 10'X3' RCBC Q = 888cfs Proposed Channel Formalize Spill from Lake Canal E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD MOUNTAIN VISTA DR E L I N C O L N A V E S TIMB E R LI N E R D COUNTRY CLUB RD E COUNTY ROAD 48 §¨¦25 §¨¦25 Cooper Slough Selected Plan (2021) Figure 3: Selected Plan Projects $ 0 0.5 Miles Legend swale Overflow_Pond Pond_A C&S_Pond AB_Pond CRUMB_OUTLET Sod Farm Pond Proposed_Channel Proposed Culvert Montava Dev Boundary Waters Edge Dev Boundary Cooper Slough Basin Boundary MtVista !! !! !Anheuser Busch Property SHARED STORM 1 - PROFILESTA: 9+50 TO STA 18+50 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+50 MH DP 1-2STA: 13+19.91RIM 4929.7±INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)FES DP 1-1STA: 10+00.00RIM 4923.6±INV. IN 4921.27 (W)STUB DP 1-3STA: 17+76.48RIM 4925.3±INV. OUT 4922.94 (E)PROPOSED GRADE EXISTING GROUND 456.6 LF 30" RCP @ 0.20% 319.9 LF 30" RCP @ 0.20% 5'(W) x 8'(L) TYPE L RIPRAP 100-YR HGLSTART BOX CULVERTSTA: 10+01.55INV. OUT 4922.69 (E)INV. OUT 4922.69 (W)137.3 LF 4'X12' BOX CULVERT @ 0.20%END BOX CULVERTSTA: 9+95.51INV. IN 4922.41 (W)9+7510+0011+0012+0013+0014+0015+0016+0017+0018+00FRONTAGE ROAD LOT 2MULBERRY ST (CO HWY 14)FRONTAGE ROADGREENFIELDS DRIVESTA: 9+75.00N: 4440.56E: 4688.12START ALIGNMENTSTUB DP 1-3STA 9+99.20N: 4469.56E: 3887.42 FES DP 1-1STA 9+84.18N: 4442.19E: 4663.17319.9 LF 30" STORM456.6 LF 30" STORM MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94DP STORM 1(SEE THIS SHEET)STA: 18+00.00N: 4469.89E: 3863.90ENDALIGNMENT GD STORM 1(SEE SHEET C4.11)GD STORM 1-3(SEE SHEET C4.11)FR STORM 1(SEE SHEET C4.13)WQ STORM 1(SEE SHEET C4.13)DP STORM 1(SEE SHEET C4.13)137.3 LF 4'X12' BOX CULVERTSTART BOX CULVERTSTA 10+01.55N: 4471.61E: 3906.00 END BOX CULVERTSTA 9+95.51N: 4463.39E: 4043.05PROPOSED BOX CULVERT(SEE SHEET C7.10 FOR MORE INFO)9+75 10+00 10+50MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94 21.6 LF 12" STORMOUTLET DP 1-2.1STA 10+21.62N: 4484.71E: 4344.28 FRONTAGE ROADSTA: 9+75.00N: 4438.10E: 4343.55START ALIGNMENT STA: 10+50.00N: 4513.09E: 4344.74END ALIGNMENTMULBERRY ST (CO HWY 14)DP STORM 1 - PROFILESTA: 9+50 TO STA 11+00 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+50 10+00 10+50 11+00OUTLET DP 1-2.1STA: 10+21.62INV. OUT 4924.46 (S)MH DP 1-2STA: 10+00.00INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)PROPOSED GRADE EXISTING GROUND 100-YR HGL 21.6 LF 12" RCP @ 2.00%VALLEY 14 LLC12/21/2020U18024 1" = 50' 1" = 5'PEAKVIEW PLDNORTH12/23/202011:06:53 AMC:\UNITED CIVIL DROPBOX\PROJECTS\U18024 - PEAKVIEW\CADD\CP\C4.10 - STORM PLAN & PROFILES.DWGC4.10 - STORM PLAN & PROFILESSMEJRSC4.10 67STORM PLAN & PROFILE0 50'100' SCALE: 1" = 50' 25'PREPARED FOR:JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:VERTICAL: HORIZONTAL: SCALEPRELI MI NA RY PLANSNOT F O R C O NST R U CTI O N PROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:The engineer preparing these plans will not be responsible for, or liable for, unauthorizedchanges to or uses of these plans. All changes to the plans must be in writing and mustbe approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.com 19 CABLE TV LINEELECTRIC LINEFIBER OPTIC LINEGAS LINEGGAS METERIRRIGATION LINESANITARY MANHOLESANITARY MAINSANITARY SERVICEFLARED END SECTIONSTORM INLETSTORM MANHOLESTORM OUTLETSTRUCTURESTORM PIPERIP RAPTELEPHONE LINEFIRE HYDRANTFIRELINEWATER FITTINGS WATER MAIN WATER SERVICE WATER METER THRUST BLOCK GATE VALVE FIBER, GAS, ELECTRIC, ORTELEPHONE PEDESTALLEGENDNKEYMAP 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF FORT COLLINS SPECIFICATIONS AND DETAILS. SEE ADDITIONAL NOTES ON SHEET C0.03. 5.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE WATERTIGHT ADS-N12 OR APPROVED EQUAL. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES. DESIGN LENGTH OF THE PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. NOTES CHECKED BY:CHECKED BY:CHECKED BY:APPROVED:CITY OF GREELEYREVIEWED BY:___________________________________________ LARIMER COUNTY ENGINEERING DATELARIMER COUNTY APPROVAL BLOCK NORTH Bloom Filing 2 Final Drainage Report APPENDIX C Hydrologic Calculations Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) E14.1 0.23 0.74 0.93 5.7 5.0 0.5 2.1 E14.2 0.23 0.67 0.84 5.0 5.0 0.4 1.9 E14.3 0.59 0.83 1.00 5.0 5.0 1.4 5.9 E14.4 0.09 0.47 0.59 5.1 5.0 0.1 0.5 E14.5 0.12 0.62 0.77 5.0 5.0 0.2 0.9 E14.6 0.75 0.66 0.83 6.0 5.0 1.4 6.2 E14.7 0.30 0.76 0.95 8.0 6.5 0.6 2.7 E14.8 0.64 0.64 0.80 5.0 5.0 1.2 5.1 E14.9 0.14 0.15 0.19 5.0 5.0 0.1 0.3 E19.1 0.30 0.84 1.00 5.0 5.0 0.7 3.0 E19.2 0.50 0.69 0.86 5.4 5.0 1.0 4.3 E19.3 0.28 0.48 0.59 6.1 5.2 0.4 1.6 E19.4 0.95 0.86 1.00 6.7 5.0 2.1 9.4 E19.5 0.34 0.36 0.45 6.7 5.9 0.3 0.4 E19.6 0.32 0.65 0.81 5.9 5.0 0.6 2.6 E19.7 0.26 0.83 1.00 5.0 5.0 0.6 2.6 E26.1 0.08 0.45 0.56 5.7 5.0 0.6 1.7 E26.2 0.20 0.71 0.89 7.0 5.6 0.6 11.4 E26.3 1.49 0.80 1.00 12.7 10.2 0.0 2.2 E26.4 0.27 0.68 0.85 7.2 5.5 0.1 2.6 E26.5 0.28 0.75 0.94 5.0 5.0 0.4 0.0 E27.1 0.28 0.52 0.65 6.5 5.4 0.0 2.2 E27.2 0.50 0.61 0.77 5.0 5.0 0.1 2.6 OS2 0.03 0.42 0.52 5.0 5.0 2.4 1.8 OS3 0.08 0.45 0.56 5.1 5.0 0.5 3.8 OS4 0.04 0.35 0.44 5.7 5.2 0.6 0.0 SITE TOTAL 9.29 D BASINS (TO DETENTION 0.28 --0.4 1.6 E BASINS (TO DETENTION 8.78 --14.8 68.6 TO LID 20 1.28 -- TO LID 21 1.81 -- TO LID 23 0.80 -- TO LID 24 0.28 -- TO LID 26 1.87 -- TO LID 27 0.20 -- TO LID 28 0.08 -- TO LID 29 0.28 -- TO LID 30 0.28 TO LID 31 0.50 -- BASIN SUMMARY TABLE C2 C100 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls Subdivision:Mulberry Project Name:Mulberry Filing 2 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP INPUT User Input Date:2/2/22 OUTPUT Calculated Value Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family95%5%100% E14.1 0.23 95 0.05 21 15 0.06 4 95 0.12 50 0.74 E14.2 0.23 95 0.03 12 15 0.14 9 95 0.11 45 0.67 E14.3 0.59 95 0.24 39 15 0.09 2 95 0.26 42 0.83 E14.4 0.09 95 0.00 0 15 0.03 5 95 0.04 42 0.47 E14.5 0.12 95 0.00 0 15 0.05 6 95 0.07 55 0.62 E14.6 0.75 95 0.22 28 15 0.27 5 95 0.26 33 0.66 E14.7 0.30 95 0.11 35 15 0.07 4 95 0.12 38 0.76 E14.8 0.64 95 0.28 42 15 0.25 6 95 0.11 16 0.64 E14.9 0.14 95 0.01 7 15 0.08 9 95 0.00 0 0.15 Total E14 Basins + OS2 OS3 3.20 E19.1 0.30 95 0.14 44 15 0.04 2 95 0.12 38 0.84 E19.2 0.50 95 0.15 29 15 0.14 4 95 0.19 36 0.69 E19.3 0.28 95 0.02 7 15 0.19 10 95 0.09 31 0.48 E19.4 0.95 95 0.39 39 15 0.11 2 95 0.45 45 0.86 E19.5 0.34 95 0.08 22 15 0.25 11 95 0.01 3 0.36 E19.6 0.32 95 0.02 6 15 0.12 6 95 0.18 53 0.65 E19.7 0.26 95 0.16 58 15 0.04 2 95 0.06 22 0.83 Total E19 2.95 E26.1 0.08 95 0.03 36 15 0.05 9 95 0.00 0 0.45 E26.2 0.20 95 0.02 10 15 0.06 5 95 0.12 57 0.71 E26.3 1.49 95 0.75 48 15 0.28 3 95 0.46 29 0.80 E26.4 0.27 95 0.03 11 15 0.09 5 95 0.15 53 0.68 E26.5 0.28 95 0.01 3 15 0.07 4 95 0.20 68 0.75 Total E26 + OS4 2.36 E27.1 0.28 95 0.01 3 15 0.15 8 95 0.12 41 0.52 E27.2 0.50 95 0.14 27 15 0.21 6 95 0.15 29 0.61 Total E27 0.78 OS2 0.03 95 0.01 32 15 0.02 10 95 0.00 0 0.42 OS3 0.08 95 0.03 36 15 0.05 9 95 0.00 0 0.45 OS4 0.04 95 0.01 24 15 0.03 11 95 0.00 0 0.35 Total OS 0.15 Total Site 9.29 COMPOSITE RUNOFF COEFFICIENTS Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac) HFH22 Area Weighted C2Basin ID Total Area (ac)Runoff Coefficient Area (ac) Roofs Runoff Coefficient Page 2 of 6 4/26/2023 95%5%100% Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac)Area Weighted C2Basin ID Total Area (ac)Runoff Coefficient Area (ac) Roofs Runoff Coefficient %Imp LID 20 (Tributary E14.1, E14.2, E14.3, E14.4, E14.9)1.28 67%LID 21 (Tributary E14.5, E14.6, E14.7, E14.8)1.81 65% LID 23 (Tributary E19.1, E19.2)0.80 74% LID 24 (Tributary E19.3)0.28 42%LID 26 (Tributary E19.4, E19.5, E19.6, E19.7)1.87 72% LID 27 (Tributary E26.2)0.20 71% LID 28 (Tributary E26.1)0.08 39% LID 29 (Tributary E26.5)0.28 76% LID 30 (Tributary E27.1)0.28 49% LID 31 (Tributary E27.2)0.50 59% Page 3 of 6 4/26/2023 Subdivision:Mulberry Project Name:Mulberry Filing 2 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) E14.1 0.23 B 0.74 0.74 0.93 10 2.00 1.7 0.8 500 1.05 20 2.1 4.1 5.7 4.9 510 12.8 5.7 5.0 E14.2 0.23 B 0.67 0.67 0.84 28 2.00 3.4 2.1 131 1.00 20 3.4 0.6 4.0 2.7 159 10.9 5.0 5.0 E14.3 0.59 B 0.83 0.83 1.00 28 2.00 2.1 0.8 260 1.00 20 2.3 1.9 4.0 2.7 288 11.6 5.0 5.0 E14.4 0.09 B 0.47 0.47 0.59 28 2.00 4.9 4.0 50 25.00 20 4.6 0.2 5.1 4.2 78 10.4 5.1 5.0 E14.5 0.12 B 0.62 0.62 0.77 28 2.00 3.8 2.6 50 2.00 20 5.1 0.2 4.0 2.8 78 10.4 5.0 5.0 E14.6 0.75 B 0.66 0.66 0.83 28 2.00 3.4 2.1 360 1.00 20 2.3 2.6 6.0 4.7 388 12.2 6.0 5.0 E14.7 0.30 B 0.76 0.76 0.95 28 2.00 2.6 1.1 450 2.00 20 1.4 5.4 8.0 6.5 478 12.7 8.0 6.5 E14.8 0.64 B 0.64 0.64 0.80 28 2.00 3.6 2.4 110 2.00 20 3.5 0.5 4.2 2.9 138 10.8 5.0 5.0 E14.9 0.14 B 0.15 0.15 0.19 28 25.00 3.2 3.1 10 2.00 15 8.6 0.0 3.2 3.1 38 10.2 5.0 5.0 E19.1 0.30 B 0.84 0.84 1.00 32 2.00 2.2 0.8 150 1.00 20 1.6 1.5 3.7 2.4 182 11.0 5.0 5.0 E19.2 0.50 B 0.69 0.69 0.86 32 2.00 3.5 2.0 190 1.00 20 1.6 2.0 5.4 4.0 222 11.2 5.4 5.0 E19.3 0.28 B 0.48 0.48 0.59 30 2.00 5.1 4.1 174 2.00 20 2.8 1.1 6.1 5.2 204 11.1 6.1 5.2 E19.4 0.95 B 0.86 0.86 1.00 60 2.00 2.8 1.1 300 1.00 20 1.3 3.9 6.7 5.0 360 12.0 6.7 5.0 E19.5 0.34 B 0.36 0.36 0.45 32 2.00 6.2 5.4 100 1.00 20 3.6 0.5 6.7 5.9 132 10.7 6.7 5.9 E19.6 0.32 B 0.65 0.65 0.81 40 2.00 4.2 2.7 170 1.00 20 1.7 1.7 5.9 4.4 210 11.2 5.9 5.0 E19.7 0.26 B 0.83 0.83 1.00 60 2.00 3.1 1.1 80 1.00 20 2.5 0.5 3.7 1.7 140 10.8 5.0 5.0 E26.1 0.08 B 0.45 0.45 0.56 20 1.00 5.4 4.5 90 1.00 20 5.6 0.3 5.7 4.8 110 10.6 5.7 5.0 E26.2 0.20 B 0.71 0.71 0.89 30 2.00 3.2 1.7 220 1.00 20 1.0 3.8 7.0 5.6 250 11.4 7.0 5.6 E26.3 1.49 B 0.80 0.80 1.00 100 2.00 4.5 1.5 380 1.00 20 0.7 8.7 13.2 10.2 480 12.7 12.7 10.2 E26.4 0.27 B 0.68 0.68 0.85 45 2.00 4.1 2.4 190 0.26 20 1.0 3.1 7.2 5.5 235 11.3 7.2 5.5 E26.5 0.28 B 0.75 0.75 0.94 40 2.00 3.3 1.5 10 0.50 20 4.5 0.0 3.3 1.6 50 10.3 5.0 5.0 E27.1 0.28 B 0.52 0.52 0.65 32 2.00 4.9 3.8 125 1.00 20 1.3 1.6 6.5 5.4 157 10.9 6.5 5.4 E27.2 0.50 B 0.61 0.61 0.77 32 2.00 4.1 2.8 125 1.00 20 3.1 0.7 4.8 3.5 157 10.9 5.0 5.0 OS2 0.03 B 0.42 0.42 0.52 15 2.00 3.9 3.3 2 1.00 20 24.5 0.0 3.9 3.3 17 10.1 5.0 5.0 OS3 0.08 B 0.45 0.45 0.56 15 2.00 3.7 3.1 200 1.00 20 2.4 1.4 5.1 4.5 215 11.2 5.1 5.0 OS4 0.04 B 0.35 0.35 0.44 15 2.00 4.3 3.8 200 1.00 20 2.4 1.4 5.7 5.2 215 11.2 5.7 5.2 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv Tt=L/60V 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For urbanized basins a minimum Tc of 5.0 minutes is required.10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20Paved Areas and Shallow Paved Swales DATA Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) Page 4 of 6 4/26/2023 Project Name:Mulberry Filing 2 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS 14.1 E14.1 0.23 0.74 5.7 0.17 2.75 0.5 14.2 E14.2 0.23 0.67 5.0 0.15 2.85 0.4 14.3 E14.3 0.59 0.83 5.0 0.49 2.85 1.4 14.4 E14.4 0.09 0.47 5.1 0.04 2.84 0.1 14.5 E14.5 0.12 0.62 5.0 0.07 2.85 0.2 14.6 E14.6 0.75 0.66 6.0 0.50 2.72 1.4 14.7 E14.7 0.30 0.76 8.0 0.23 2.46 0.6 14.8 E14.8 0.64 0.64 5.0 0.41 2.85 1.2 14.9 E14.9 0.14 0.15 5.0 0.02 2.85 0.1 19.1 E19.1 0.30 0.84 5.0 0.25 2.85 0.7 19.2 E19.2 0.50 0.69 5.4 0.34 2.80 1.0 19.3 E19.3 0.28 0.48 6.1 0.13 2.70 0.4 19.4 E19.4 0.95 0.86 6.7 0.81 2.64 2.1 19.5 E19.5 0.34 0.36 6.7 0.12 2.64 0.3 19.6 E19.6 0.32 0.65 5.9 0.21 2.74 0.6 19.7 E19.7 0.26 0.83 5.0 0.22 2.85 0.6 26.1 E26.1 0.08 0.45 5.7 0.04 2.76 0.1 26.2 E26.2 0.20 0.71 7.0 0.14 2.59 0.4 26.3 E26.3 1.49 0.80 12.7 1.19 2.03 2.4 26.4 E26.4 0.27 0.68 7.2 0.18 2.56 0.5 26.5 E26.5 0.28 0.75 5.0 0.21 2.85 0.6 27.1 E27.1 0.28 0.52 6.5 0.15 2.66 0.4 27.2 E27.2 0.50 0.61 5.0 0.31 2.85 0.9 OS2 OS2 0.03 0.42 5.0 0.01 2.85 0.0 OS3 OS3 0.08 0.45 5.1 0.04 2.84 0.1 OS4 OS4 0.04 0.35 5.7 0.01 2.76 0.0 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 Page 5 of 6 4/26/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 2 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS 14.1 E14.1 0.23 0.93 5.0 0.21 9.95 2.1 14.2 E14.2 0.23 0.84 5.0 0.19 9.95 1.9 14.3 E14.3 0.59 1.00 5.0 0.59 9.95 5.9 14.4 E14.4 0.09 0.59 5.0 0.05 9.95 0.5 14.5 E14.5 0.12 0.77 5.0 0.09 9.95 0.9 14.6 E14.6 0.75 0.83 5.0 0.62 9.95 6.2 14.7 E14.7 0.30 0.95 6.5 0.29 9.28 2.7 14.8 E14.8 0.64 0.80 5.0 0.51 9.95 5.1 14.9 E14.9 0.14 0.19 5.0 0.03 9.95 0.3 19.1 E19.1 0.30 1.00 5.0 0.30 9.95 3.0 19.2 E19.2 0.50 0.86 5.0 0.43 9.95 4.3 19.3 E19.3 0.28 0.59 5.2 0.17 9.87 1.6 19.4 E19.4 0.95 1.00 5.0 0.95 9.94 9.4 19.5 E19.5 0.34 0.45 5.9 0.15 9.55 1.5 19.6 E19.6 0.32 0.81 5.0 0.26 9.95 2.6 19.7 E19.7 0.26 1.00 5.0 0.26 9.95 2.6 26.1 E26.1 0.08 0.56 5.0 0.05 9.95 0.4 26.2 E26.2 0.20 0.89 5.6 0.18 9.69 1.7 26.3 E26.3 1.49 1.00 10.2 1.49 7.67 11.4 26.4 E26.4 0.27 0.85 5.5 0.23 9.71 2.2 26.5 E26.5 0.28 0.94 5.0 0.26 9.95 2.6 27.1 E27.1 0.28 0.65 5.4 0.18 9.77 1.8 27.2 E27.2 0.50 0.77 5.0 0.38 9.95 3.8 OS2 OS2 0.03 0.52 5.0 0.02 9.95 0.2 OS3 OS3 0.08 0.56 5.0 0.05 9.95 0.4 OS4 OS4 0.04 0.44 5.2 0.02 9.87 0.2 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE Page 6 of 6 4/26/2023 Bloom Filing 2 Final Drainage Report APPENDIX D Hydraulic Calculations Named View - 1 P-150P-38 P-130 P-47 P-64 Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666 4/26/2023 StormCAD [10.03.04.53] Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_StormCAD_F2_New.stsw Named View - 2 Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/26/2023 StormCAD [10.03.04.53]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_StormCAD_F2_New.stsw Scenario: 2 year Current Time Step: 0.000 h FlexTable: Conduit Table Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-150 SD AREA INLET I10 SD AREA INLET I9 4,946.73 4,946.66 16.0 0.0044 12.0 0.013 0.14 1.64 2.36 4,946.94 4,946.93 4,946.96 4,946.94 0.02 P-149 SD AREA INLET I9 SD AREA INLET I8 4,946.66 4,946.48 46.6 0.0040 12.0 0.013 0.21 1.77 2.24 4,946.88 4,946.76 4,946.92 4,946.78 0.14 P-148 SD AREA INLET I8 SD AREA INLET I7 4,946.48 4,946.37 26.3 0.0040 12.0 0.013 0.27 1.96 2.26 4,946.72 4,946.68 4,946.78 4,946.71 0.07 P-147 SD AREA INLET I7 SD AREA INLET I6 4,946.37 4,946.27 25.5 0.0040 12.0 0.013 0.33 2.04 2.26 4,946.65 4,946.62 4,946.71 4,946.65 0.06 P-163 SD AREA INLET J4 SD AREA INLET J3 4,945.04 4,944.97 19.6 0.0034 12.0 0.013 0.43 2.07 2.07 4,945.45 4,945.44 4,945.48 4,945.46 0.02 P-146 SD AREA INLET I6 SD AREA INLET I5 4,946.27 4,946.21 15.8 0.0040 12.0 0.013 0.40 2.12 2.25 4,946.59 4,946.57 4,946.65 4,946.61 0.04 P-36 SD AREA INLET A6 SD AREA INLET A5 4,946.44 4,946.32 25.3 0.0050 12.0 0.013 0.05 1.27 2.52 4,946.54 4,946.49 4,946.56 4,946.49 0.07 P-36 (1)SD AREA INLET A5 SD AREA INLET A4 4,946.32 4,946.13 37.1 0.0050 12.0 0.013 0.10 1.56 2.53 4,946.46 4,946.33 4,946.49 4,946.34 0.15 P-145 SD AREA INLET I5 SD AREA INLET I4 4,946.21 4,946.08 31.2 0.0040 12.0 0.013 0.46 2.28 2.26 4,946.54 4,946.51 4,946.61 4,946.54 0.07 P-144 SD AREA INLET I4 SD AREA INLET I3 4,946.08 4,945.97 27.2 0.0040 12.0 0.013 0.52 2.34 2.27 4,946.49 4,946.48 4,946.54 4,946.50 0.04 P-36 (1) (1)SD AREA INLET A4 SD AREA INLET A3 4,946.13 4,945.90 46.5 0.0050 12.0 0.013 0.15 1.75 2.51 4,946.30 4,946.13 4,946.34 4,946.14 0.20 P-143 SD AREA INLET I3 SD AREA INLET I2 4,945.97 4,945.82 37.6 0.0040 12.0 0.013 0.58 2.40 2.25 4,946.33 4,946.23 4,946.42 4,946.29 0.12 P-37 SD AREA INLET A3 SD AREA INLET A2 4,945.90 4,945.67 46.5 0.0050 12.0 0.013 0.19 1.86 2.51 4,946.09 4,945.91 4,946.14 4,945.94 0.20 P-167 SD AREA INLET J8 SD AREA INLET J7 4,945.76 4,945.69 16.6 0.0040 12.0 0.013 0.09 1.43 2.24 4,945.93 4,945.92 4,945.95 4,945.93 0.02 P-142 SD AREA INLET I2 SD AREA INLET I1 4,945.82 4,945.71 29.0 0.0040 12.0 0.013 0.63 2.42 2.25 4,946.20 4,946.05 4,946.29 4,946.17 0.12 P-87 SD W OUTFALL SD AREA INLET W1 4,945.31 4,945.92 43.1 -0.0142 12.0 0.013 0.00 0.00 4.24 4,945.93 4,945.32 4,945.93 4,945.32 0.61 P-166 SD AREA INLET J7 SD AREA INLET J6 4,945.69 4,945.39 75.7 0.0040 12.0 0.013 0.18 1.72 2.24 4,945.88 4,945.66 4,945.93 4,945.68 0.25 P-141 SD AREA INLET I1 SD I OUTFALL 4,945.59 4,945.32 68.2 0.0040 15.0 0.013 0.80 2.57 4.06 4,945.97 4,945.67 4,946.07 4,945.80 0.27 P-37 (1)SD AREA INLET A2 SD AREA INLET A1 4,945.67 4,945.50 33.3 0.0050 12.0 0.013 0.24 2.02 2.52 4,945.87 4,945.78 4,945.94 4,945.81 0.13 P-64 (1)SD AREA INLET T1 SD AREA INLET T2 4,945.43 4,945.56 25.2 -0.0050 12.0 0.013 0.19 1.91 2.53 4,945.79 4,945.79 4,945.82 4,945.79 0.03 P-55 SD INLET B1 SD A OUTFALL 4,942.41 4,942.38 6.0 0.0050 24.0 0.013 0.33 2.02 15.94 4,942.61 4,942.58 4,942.67 4,942.64 0.03 P-64 SD T OUTFALL SD AREA INLET T1 4,945.31 4,945.43 24.3 -0.0050 12.0 0.013 0.37 2.29 2.52 4,945.70 4,945.57 4,945.78 4,945.66 0.12 P-165 SD AREA INLET J6 SD AREA INLET J5 4,945.39 4,945.20 46.5 0.0041 12.0 0.013 0.26 1.94 2.28 4,945.62 4,945.52 4,945.68 4,945.54 0.13 P-115 SD AREA INLET Q8 SD AREA INLET Q7 4,944.40 4,944.32 19.8 0.0040 12.0 0.013 0.20 1.78 2.26 4,944.61 4,944.58 4,944.66 4,944.61 0.06 P-114 SD AREA INLET Q7 SD AREA INLET Q6 4,944.32 4,944.25 18.5 0.0040 12.0 0.013 0.24 1.82 2.25 4,944.56 4,944.52 4,944.60 4,944.55 0.05 P-66 SD AREA INLET R4 SD AREA INLET R3 4,944.74 4,944.66 20.0 0.0040 12.0 0.013 0.06 1.26 2.25 4,944.88 4,944.87 4,944.90 4,944.88 0.02 P-164 SD AREA INLET J5 SD AREA INLET J4 4,945.20 4,945.04 41.0 0.0039 12.0 0.013 0.35 2.06 2.22 4,945.49 4,945.46 4,945.54 4,945.48 0.06 P-67 SD AREA INLET R3 SD AREA INLET R2 4,944.66 4,944.59 19.9 0.0040 12.0 0.013 0.12 1.47 2.25 4,944.85 4,944.83 4,944.87 4,944.84 0.03 P-118 SD AREA INLET Q11 SD AREA INLET Q10 4,944.68 4,944.59 24.1 0.0040 12.0 0.013 0.09 1.37 2.25 4,944.84 4,944.82 4,944.86 4,944.83 0.04 P-117 SD AREA INLET Q10 SD AREA INLET Q9 4,944.59 4,944.56 7.5 0.0040 12.0 0.013 0.14 1.58 2.26 4,944.79 4,944.78 4,944.82 4,944.80 0.01 P-54 SD AREA INLET Q10.1 SD OUTFALL Q10.1A 4,940.33 4,940.30 5.6 0.0050 24.0 0.013 0.10 1.48 16.07 4,940.45 4,940.42 4,940.49 4,940.46 0.03 P-17 SD AREA INLET N3 SD AREA INLET N2 4,943.85 4,943.63 21.8 0.0100 12.0 0.013 0.10 2.02 3.56 4,943.99 4,943.89 4,944.04 4,943.89 0.14 P-116 SD AREA INLET Q9 SD AREA INLET Q8 4,944.56 4,944.40 39.7 0.0040 12.0 0.013 0.17 1.69 2.26 4,944.76 4,944.64 4,944.80 4,944.66 0.14 P-5 SD AREA INLET O3 SD AREA INLET O2 4,944.43 4,943.60 29.0 0.0287 12.0 0.013 0.04 1.07 6.03 4,944.53 4,944.48 4,944.55 4,944.49 0.07 P-68 SD AREA INLET R2 SD AREA INLET R1 4,944.59 4,943.29 35.4 0.0367 12.0 0.013 0.18 1.75 6.83 4,944.79 4,944.72 4,944.84 4,944.73 0.11 P-6 SD AREA INLET O2 SD AREA INLET O1 4,943.60 4,942.77 29.2 0.0284 12.0 0.013 0.08 1.36 6.01 4,944.46 4,944.39 4,944.49 4,944.40 0.09 P-18 SD AREA INLET N2 SD AREA INLET N1 4,943.63 4,943.22 41.8 0.0100 12.0 0.013 0.21 2.45 3.55 4,943.83 4,943.69 4,943.89 4,943.70 0.19 P-119 SD AREA INLET Q12 SD AREA INLET Q11 4,944.82 4,944.68 34.2 0.0040 12.0 0.013 0.05 1.16 2.25 4,944.93 4,944.86 4,944.95 4,944.86 0.09 P-113 SD AREA INLET Q6 SD AREA INLET Q5 4,944.25 4,944.12 32.2 0.0040 12.0 0.013 0.27 1.94 2.26 4,944.49 4,944.40 4,944.55 4,944.44 0.11 P-69 SD AREA INLET R1 SD R OUTFALL 4,943.29 4,941.72 41.5 0.0377 12.0 0.013 0.24 1.86 6.92 4,944.65 4,944.54 4,944.71 4,944.61 0.09 P-110 SD AREA INLET Q3 SD AREA INLET Q2 4,943.82 4,943.71 27.9 0.0040 12.0 0.013 0.36 2.08 2.26 4,944.25 4,944.25 4,944.27 4,944.26 0.01 P-109 SD AREA INLET Q2 SD AREA INLET Q1 4,943.67 4,943.48 48.6 0.0040 12.0 0.013 0.95 2.73 2.24 4,944.14 4,944.04 4,944.26 4,944.11 0.15 P-112 SD AREA INLET Q5 SD AREA INLET Q4 4,944.12 4,943.93 47.0 0.0040 12.0 0.013 0.30 2.00 2.26 4,944.38 4,944.30 4,944.44 4,944.32 0.11 P-9 SD AREA INLET Q1 SD Q OUTFALL 4,943.38 4,943.21 37.8 0.0045 15.0 0.013 1.54 3.23 4.33 4,943.89 4,943.70 4,944.06 4,943.88 0.17 P-28 SD AREA INLET C2 SD AREA INLET C1 4,942.97 4,942.20 38.1 0.0200 12.0 0.013 0.13 2.77 5.04 4,943.12 4,942.32 4,943.17 4,942.44 0.73 P-57 SD AREA INLET Q10.3 SD AREA INLET Q10.2 4,943.66 4,943.51 37.1 0.0040 12.0 0.013 0.04 1.06 2.27 4,943.76 4,943.67 4,943.78 4,943.67 0.11 P-7 SD AREA INLET O1 SD O OUTFALL 4,942.77 4,941.70 36.4 0.0294 12.0 0.013 0.11 1.47 6.11 4,944.36 4,944.23 4,944.40 4,944.28 0.12 P-13 (1)SD AREA INLET M7 SD AREA INLET M6 4,943.38 4,943.34 18.0 0.0020 12.0 0.013 0.09 1.15 1.60 4,943.72 4,943.72 4,943.72 4,943.72 0.00 P-48 SD AREA INLET C1 SD C CONNECT TO EXSITING 4,941.70 4,941.69 3.3 0.0044 18.0 0.013 0.27 1.90 6.96 4,941.90 4,941.88 4,941.96 4,941.94 0.02 P-155 SD AREA INLET E8 SD AREA INLET E6 4,942.64 4,942.44 49.2 0.0040 15.0 0.013 0.24 1.82 4.11 4,942.86 4,942.83 4,942.90 4,942.84 0.06 P-13 (1) (1)SD AREA INLET M6 SD AREA INLET M5 4,943.34 4,943.31 17.5 0.0020 12.0 0.013 0.18 1.28 1.59 4,943.71 4,943.71 4,943.72 4,943.71 0.01 P-81 SD AREA INLET S6 SD AREA INLET S7 4,942.60 4,942.75 38.9 -0.0040 12.0 0.013 0.25 1.87 2.24 4,943.01 4,942.99 4,943.05 4,943.00 0.05 P-14 SD AREA INLET M5 SD AREA INLET M4 4,943.31 4,943.25 31.1 0.0020 12.0 0.013 0.27 1.49 1.59 4,943.69 4,943.68 4,943.71 4,943.69 0.02 P-26 SD AREA INLET D4 SD AREA INLET D3 4,943.20 4,942.76 22.3 0.0200 12.0 0.013 0.09 2.45 5.04 4,943.33 4,942.99 4,943.37 4,942.99 0.38 P-154 SD AREA INLET E6 SD AREA INLET E5 4,942.44 4,942.30 36.1 0.0040 15.0 0.013 0.31 1.96 4.07 4,942.82 4,942.82 4,942.84 4,942.83 0.01 P-52 SD AREA INLET G1 SD G CONNECT TO EXISTING 4,941.71 4,941.66 10.9 0.0046 24.0 0.013 0.01 0.58 15.34 4,941.74 4,941.69 4,941.75 4,941.69 0.05 P-58 SD AREA INLET Q10.2 SD AREA INLET Q10.1 4,943.51 4,943.42 24.2 0.0040 12.0 0.013 0.07 1.30 2.26 4,943.64 4,943.53 4,943.67 4,943.57 0.10 P-19 SD AREA INLET N1 SD N OUTFALL 4,943.22 4,940.73 64.4 0.0387 12.0 0.013 0.64 3.45 7.01 4,943.56 4,943.07 4,943.68 4,943.25 0.43 P-80 SD AREA INLET S5 SD AREA INLET S6 4,942.50 4,942.60 24.1 -0.0040 12.0 0.013 0.41 2.21 2.25 4,942.95 4,942.94 4,943.00 4,942.97 0.03 P-14 (1)SD AREA INLET M4 SD AREA INLET M3 4,943.25 4,943.16 45.5 0.0020 12.0 0.013 0.36 1.63 1.58 4,943.67 4,943.65 4,943.69 4,943.66 0.03 P-111 SD AREA INLET Q4 SD AREA INLET Q3 4,943.93 4,943.82 28.7 0.0038 12.0 0.013 0.33 2.01 2.21 4,944.27 4,944.26 4,944.30 4,944.27 0.03 P-127 SD AREA INLET L7 SD AREA INLET L8 4,942.68 4,942.87 48.8 -0.0040 12.0 0.013 0.05 1.13 2.24 4,942.87 4,942.87 4,942.88 4,942.87 0.01 P-26 (1)SD AREA INLET D3 SD AREA INLET D2 4,942.76 4,942.39 18.5 0.0200 12.0 0.013 0.18 3.02 5.04 4,942.93 4,942.64 4,942.99 4,942.66 0.33 P-153 SD AREA INLET E5 SD AREA INLET E4 4,942.30 4,942.26 8.8 0.0040 15.0 0.013 0.38 2.09 4.09 4,942.81 4,942.81 4,942.82 4,942.82 0.00 P-53 SD AREA INLET H1 SD H CONNECT TO EXISTING 4,940.75 4,940.69 30.8 0.0020 24.0 0.013 0.44 1.61 10.12 4,941.03 4,940.92 4,941.07 4,940.99 0.08 Page 1 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/xff1okoj.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\HFH022_StormCAD_F2_New.stsw P-47 SD AREA INLET B1 SDMH B CONNECT TO EXISTING 4,941.84 4,941.73 21.4 0.0050 24.0 0.013 2.17 3.56 16.00 4,942.35 4,942.23 4,942.53 4,942.42 0.11 P-15 SD AREA INLET M3 SD AREA INLET M2 4,943.16 4,943.04 56.5 0.0020 12.0 0.013 0.44 1.87 1.59 4,943.62 4,943.60 4,943.65 4,943.61 0.03 P-130 SD AREA INLET E1 SD AREA INLET E2 4,941.44 4,941.73 72.7 -0.0040 18.0 0.013 2.04 3.30 6.64 4,942.30 4,941.98 4,942.47 4,942.18 0.29 P-131 SD AREA INLET E2 SD AREA INLET E3 4,941.73 4,941.87 35.4 -0.0040 18.0 0.013 1.48 3.01 6.61 4,942.48 4,942.46 4,942.55 4,942.51 0.04 P-27 SD AREA INLET D2 SD AREA INLET D1 4,942.39 4,941.65 36.7 0.0200 15.0 0.013 0.27 3.30 9.13 4,942.59 4,941.80 4,942.66 4,941.97 0.69 P-126 SD AREA INLET L7 SD AREA INLET L6 4,942.68 4,942.51 42.6 0.0040 12.0 0.013 0.09 1.40 2.25 4,942.83 4,942.71 4,942.86 4,942.72 0.13 P-132 SD AREA INLET E3 SD AREA INLET E4 4,941.87 4,942.26 99.4 -0.0040 18.0 0.013 0.92 2.65 6.66 4,942.64 4,942.54 4,942.75 4,942.56 0.19 P-63 SD AREA INLET S4 SD AREA INLET S5 4,942.38 4,942.50 29.2 -0.0040 12.0 0.013 0.57 2.41 2.27 4,942.90 4,942.88 4,942.96 4,942.91 0.05 P-121 SD AREA INLET L2 SD AREA INLET L1 4,942.11 4,941.99 31.2 0.0040 12.0 0.013 0.30 1.97 2.25 4,942.37 4,942.23 4,942.43 4,942.31 0.12 P-120 SD AREA INLET L1 SD FOREBAY L 4,941.99 4,941.96 7.9 0.0040 12.0 0.013 0.34 2.07 2.26 4,941.98 4,941.61 4,942.04 4,941.70 0.34 P-49 SD AREA INLET D1 SD D CONNECT TO EXISTING 4,941.15 4,941.12 3.3 0.0100 18.0 0.013 0.35 2.76 10.50 4,941.37 4,941.31 4,941.45 4,941.42 0.03 P-72 SD AREA INLET U3 SD AREA INLET U2 4,941.52 4,941.37 37.6 0.0039 12.0 0.013 0.16 1.66 2.23 4,941.72 4,941.69 4,941.76 4,941.70 0.06 P-73 SD AREA INLET U2 SD AREA INLET U1 4,941.37 4,941.19 45.7 0.0040 12.0 0.013 0.24 1.87 2.26 4,941.67 4,941.66 4,941.70 4,941.67 0.03 P-71 SD AREA INLET U4 SD AREA INLET U3 4,941.64 4,941.52 31.3 0.0038 12.0 0.013 0.08 1.35 2.21 4,941.80 4,941.78 4,941.82 4,941.79 0.03 P-84 SD AREA INLET V1 SD AREA INLET V2 4,942.82 4,942.96 34.5 -0.0040 12.0 0.013 0.29 1.97 2.26 4,943.26 4,943.25 4,943.30 4,943.26 0.03 P-83 SD V OUTFALL SD AREA INLET V1 4,942.70 4,942.82 30.2 -0.0040 12.0 0.013 0.56 2.38 2.25 4,943.17 4,943.02 4,943.26 4,943.13 0.12 P-51 SD AREA INLET L1.1 SD L1 OUTFALL 4,939.16 4,939.12 8.8 0.0040 24.0 0.013 0.29 1.95 14.26 4,939.36 4,939.31 4,939.42 4,939.37 0.04 P-75 SD AREA INLET U1.3 SD AREA INLET U1.2 4,941.65 4,941.53 30.1 0.0041 12.0 0.013 0.08 1.39 2.27 4,941.81 4,941.79 4,941.83 4,941.80 0.03 P-76 SD AREA INLET U1.2 SD AREA INLET U1.1 4,941.53 4,941.38 39.5 0.0039 12.0 0.013 0.17 1.66 2.22 4,941.73 4,941.69 4,941.77 4,941.70 0.07 P-125 SD AREA INLET L6 SD AREA INLET L5 4,942.51 4,942.36 36.0 0.0040 12.0 0.013 0.13 1.60 2.26 4,942.68 4,942.60 4,942.72 4,942.62 0.11 P-77 SD AREA INLET U1.1 SD AREA INLET U1 4,941.38 4,941.19 46.7 0.0040 12.0 0.013 0.24 1.88 2.24 4,941.67 4,941.66 4,941.70 4,941.67 0.03 P-124 SD AREA INLET L5 SD AREA INLET L4 4,942.36 4,942.31 14.0 0.0040 12.0 0.013 0.18 1.64 2.26 4,942.58 4,942.56 4,942.61 4,942.58 0.03 P-123 SD AREA INLET L4 SD AREA INLET L3 4,942.31 4,942.22 20.6 0.0040 12.0 0.013 0.22 1.88 2.26 4,942.53 4,942.51 4,942.58 4,942.54 0.05 P-122 SD AREA INLET L3 SD AREA INLET L2 4,942.23 4,942.12 27.5 0.0040 12.0 0.013 0.26 1.91 2.25 4,942.47 4,942.40 4,942.53 4,942.44 0.09 P-74 SD AREA INLET U1 SD U OUTFALL 4,941.20 4,939.51 38.7 0.0437 12.0 0.013 0.55 5.55 7.44 4,941.51 4,940.51 4,941.62 4,940.52 1.10 P-4 (1) (1) (1)SD AREA INLET P1 SD P OUTFALL 4,942.11 4,941.70 19.5 0.0212 12.0 0.013 0.42 2.19 5.19 4,942.12 4,941.85 4,942.19 4,941.95 0.24 P-50 SD AREA INLET E1 SD E CONNECT TO EXISTING 4,940.44 4,940.41 6.6 0.0040 24.0 0.013 2.58 3.45 14.31 4,941.01 4,940.97 4,941.20 4,941.17 0.03 P-62 SD AREA INLET S3 SD AREA INLET S4 4,942.31 4,942.38 --0.0040 12.0 0.013 0.72 2.47 2.26 4,942.84 4,942.82 4,942.91 4,942.87 0.04 P-61 SD AREA INLET S2 SD AREA INLET S3 4,942.10 4,942.31 52.1 -0.0040 12.0 0.013 0.88 2.70 2.26 4,942.75 4,942.50 4,942.86 4,942.65 0.22 P-60 SD AREA INLET S1 SD AREA INLET S2 4,941.67 4,941.97 77.1 -0.0039 15.0 0.013 1.02 2.79 4.03 4,942.40 4,942.19 4,942.52 4,942.28 0.24 P-59 SD AREA INLET S SD AREA INLET S1 4,940.73 4,941.67 32.2 -0.0291 15.0 0.013 1.03 2.72 11.02 4,942.17 4,941.97 4,942.28 4,942.11 0.17 P-181 SD AREA INLET S7 SD AREA INLET S8 4,942.75 4,942.89 35.7 -0.0040 12.0 0.013 0.09 1.40 2.24 4,943.08 4,943.07 4,943.09 4,943.07 0.02 P-156 SD AREA INLET E9 SD AREA INLET E8 4,942.82 4,942.64 43.8 0.0040 15.0 0.013 0.16 1.62 4.11 4,942.99 4,942.89 4,943.03 4,942.90 0.13 P-157 SD AREA INLET E10 SD AREA INLET E9 4,942.95 4,942.82 32.9 0.0040 12.0 0.013 0.08 1.37 2.26 4,943.08 4,943.02 4,943.11 4,943.03 0.08 P-129 SD AREA INLET X1 S-63 4,942.31 4,942.26 12.6 0.0040 24.0 0.013 0.19 1.59 14.27 4,942.47 4,942.41 4,942.51 4,942.46 0.05 P-151 SD AREA INLET I11 SD AREA INLET I10 4,946.84 4,946.73 28.2 0.0040 12.0 0.013 0.07 1.29 2.24 4,946.98 4,946.97 4,947.00 4,946.97 0.03 P-35 SD AREA INLET J3 SD AREA INLET J2 4,944.97 4,944.58 98.7 0.0040 12.0 0.013 0.51 2.31 2.24 4,945.29 4,945.11 4,945.38 4,945.13 0.25 P-35 (1)SD AREA INLET J2 SD AREA INLET J 4,944.58 4,942.88 33.9 0.0502 12.0 0.013 0.75 2.58 7.98 4,945.06 4,945.03 4,945.12 4,945.07 0.05 P-35 (1)(3)SD AREA INLET J SD J OUTFALL 4,943.38 4,942.22 23.3 0.0497 12.0 0.013 1.00 2.82 7.95 4,944.91 4,944.75 4,945.03 4,944.91 0.13 P-38 SD AREA INLET A1 SD FOREBAY A 4,945.50 4,945.42 16.7 0.0050 12.0 0.013 (N/A)(N/A)2.51 (N/A)(N/A)(N/A)(N/A)(N/A) P-4 (1) (1)SD AREA INLET P2 SD AREA INLET P1 4,942.88 4,942.11 35.8 0.0213 12.0 0.013 (N/A)(N/A)5.20 (N/A)(N/A)(N/A)(N/A)(N/A) P-4 (1)SD FES P3 SD AREA INLET P2 4,943.64 4,942.88 36.1 0.0211 12.0 0.013 (N/A)(N/A)5.18 (N/A)(N/A)(N/A)(N/A)(N/A) P-16 SD AREA INLET M2 SD INLET M1 4,943.04 4,941.15 98.7 0.0192 12.0 0.013 (N/A)(N/A)4.93 (N/A)(N/A)(N/A)(N/A)(N/A) P-16 (1)SD INLET M1 SD M OUTFALL 4,943.05 4,942.90 36.8 0.0041 12.0 0.013 (N/A)(N/A)2.28 (N/A)(N/A)(N/A)(N/A)(N/A) P-199 SD INLET M1.1 SD INLET M1 4,941.79 4,941.15 12.9 0.0500 12.0 0.013 (N/A)(N/A)7.96 (N/A)(N/A)(N/A)(N/A)(N/A) Page 2 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/xff1okoj.xml Scenario: 2 year Current Time Step: 0.000 h FlexTable: Manhole Table Label Elevation (Rim) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) SD AREA INLET I10 4,949.16 4,946.95 4,946.94 4,946.98 4,946.96 0.01 SD AREA INLET I9 4,949.47 4,946.90 4,946.88 4,946.94 4,946.92 0.02 SD AREA INLET I8 4,949.85 4,946.73 4,946.72 4,946.78 4,946.78 0.00 SD AREA INLET I7 4,949.31 4,946.66 4,946.65 4,946.71 4,946.71 0.00 SD AREA INLET J3 4,948.74 4,945.38 4,945.29 4,945.46 4,945.38 0.09 SD AREA INLET I6 4,949.69 4,946.60 4,946.59 4,946.65 4,946.65 0.00 SD AREA INLET A6 4,948.65 4,946.54 4,946.54 4,946.56 4,946.56 0.00 SD AREA INLET A5 4,948.85 4,946.46 4,946.46 4,946.50 4,946.49 0.00 SD AREA INLET I5 4,948.86 4,946.54 4,946.54 4,946.61 4,946.61 0.00 SD AREA INLET I4 4,948.20 4,946.49 4,946.49 4,946.54 4,946.54 0.00 SD AREA INLET A4 4,948.35 4,946.30 4,946.30 4,946.34 4,946.34 0.00 SD AREA INLET I3 4,949.59 4,946.42 4,946.33 4,946.51 4,946.42 0.09 SD AREA INLET A3 4,948.40 4,946.09 4,946.09 4,946.14 4,946.14 0.00 SD AREA INLET J8 4,948.12 4,945.93 4,945.93 4,945.95 4,945.95 0.00 SD AREA INLET I2 4,948.01 4,946.20 4,946.20 4,946.29 4,946.29 0.00 SD AREA INLET W1 4,948.05 4,945.93 4,945.93 4,945.93 4,945.93 0.00 SD AREA INLET J7 4,948.04 4,945.88 4,945.88 4,945.93 4,945.93 0.00 SD AREA INLET I1 4,948.64 4,945.97 4,945.97 4,946.08 4,946.07 0.01 SD AREA INLET A2 4,948.35 4,945.88 4,945.87 4,945.94 4,945.94 0.00 SD AREA INLET T2 4,947.93 4,945.79 4,945.79 4,945.82 4,945.82 0.00 SD AREA INLET T1 4,947.81 4,945.71 4,945.70 4,945.80 4,945.78 0.01 SD AREA INLET A1 4,948.51 4,945.73 4,945.72 4,945.81 4,945.79 0.02 SD AREA INLET J6 4,948.02 4,945.62 4,945.62 4,945.68 4,945.68 0.00 SD AREA INLET Q7 4,947.52 4,944.56 4,944.56 4,944.61 4,944.60 0.00 SD AREA INLET R4 4,947.56 4,944.88 4,944.88 4,944.90 4,944.90 0.00 SD AREA INLET J5 4,947.98 4,945.49 4,945.49 4,945.55 4,945.54 0.00 SD AREA INLET R3 4,948.31 4,944.85 4,944.85 4,944.88 4,944.87 0.00 SD AREA INLET Q10 4,947.11 4,944.80 4,944.79 4,944.83 4,944.82 0.01 SD AREA INLET N3 4,947.89 4,943.99 4,943.99 4,944.04 4,944.04 0.00 SD AREA INLET J4 4,947.93 4,945.45 4,945.45 4,945.48 4,945.48 0.00 SD AREA INLET Q8 4,947.14 4,944.62 4,944.61 4,944.66 4,944.66 0.00 SD INLET B1 4,945.01 4,942.62 4,942.61 4,942.68 4,942.67 0.01 SD AREA INLET O3 4,947.08 4,944.53 4,944.53 4,944.55 4,944.55 0.00 SD AREA INLET R2 4,947.49 4,944.79 4,944.79 4,944.84 4,944.84 0.00 SD AREA INLET Q9 4,946.90 4,944.76 4,944.76 4,944.80 4,944.80 0.00 SD AREA INLET O2 4,946.93 4,944.46 4,944.46 4,944.49 4,944.49 0.00 SD AREA INLET N2 4,946.91 4,943.83 4,943.83 4,943.89 4,943.89 0.00 SD AREA INLET Q11 4,946.39 4,944.84 4,944.84 4,944.86 4,944.86 0.00 SD AREA INLET Q6 4,946.79 4,944.49 4,944.49 4,944.55 4,944.55 0.00 SD AREA INLET R1 4,946.70 4,944.68 4,944.65 4,944.73 4,944.71 0.03 SD AREA INLET Q12 4,946.75 4,944.93 4,944.93 4,944.95 4,944.95 0.00 SD AREA INLET Q2 4,945.64 4,944.15 4,944.14 4,944.26 4,944.26 0.00 SD AREA INLET Q5 4,946.64 4,944.38 4,944.38 4,944.44 4,944.44 0.00 SD AREA INLET Q1 4,946.84 4,943.95 4,943.89 4,944.11 4,944.06 0.05 SD AREA INLET C2 4,946.88 4,943.12 4,943.12 4,943.17 4,943.17 0.00 SD AREA INLET Q10.3 4,945.79 4,943.76 4,943.76 4,943.78 4,943.78 0.00 SD AREA INLET O1 4,946.36 4,944.36 4,944.36 4,944.40 4,944.40 0.00 SD AREA INLET M7 4,946.39 4,943.72 4,943.72 4,943.72 4,943.72 0.00 SD AREA INLET C1 4,946.25 4,941.92 4,941.90 4,941.97 4,941.96 0.01 SD AREA INLET E8 4,946.18 4,942.86 4,942.86 4,942.90 4,942.90 0.00 SD AREA INLET M6 4,946.78 4,943.71 4,943.71 4,943.72 4,943.72 0.00 SD AREA INLET S7 4,944.77 4,943.03 4,943.01 4,943.07 4,943.05 0.02 SD AREA INLET M5 4,946.16 4,943.70 4,943.69 4,943.71 4,943.71 0.00 SD AREA INLET D4 4,946.09 4,943.33 4,943.33 4,943.37 4,943.37 0.00 SD AREA INLET E6 4,946.13 4,942.82 4,942.82 4,942.84 4,942.84 0.00 Page 1 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/orq11pwb.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw SD AREA INLET Q10.2 4,946.27 4,943.65 4,943.64 4,943.67 4,943.67 0.00 SD AREA INLET N1 4,946.54 4,943.58 4,943.56 4,943.70 4,943.68 0.02 SD AREA INLET S6 4,945.46 4,942.96 4,942.95 4,943.00 4,943.00 0.00 SD AREA INLET M4 4,945.94 4,943.67 4,943.67 4,943.69 4,943.69 0.00 SD AREA INLET Q4 4,946.33 4,944.29 4,944.27 4,944.32 4,944.30 0.02 SD AREA INLET L8 4,945.48 4,942.87 4,942.87 4,942.87 4,942.87 0.00 SD AREA INLET Q10.1 4,945.89 4,940.45 4,940.45 4,940.49 4,940.49 0.00 SD AREA INLET D3 4,945.89 4,942.93 4,942.93 4,942.99 4,942.99 0.00 SD AREA INLET E5 4,946.22 4,942.82 4,942.81 4,942.83 4,942.82 0.00 SD AREA INLET Q3 4,946.24 4,944.25 4,944.25 4,944.27 4,944.27 0.00 SD AREA INLET M3 4,945.60 4,943.64 4,943.62 4,943.66 4,943.65 0.02 SD AREA INLET E2 4,945.75 4,942.34 4,942.30 4,942.51 4,942.47 0.04 SD AREA INLET D2 4,945.71 4,942.59 4,942.59 4,942.66 4,942.66 0.00 SD AREA INLET L7 4,945.48 4,942.84 4,942.83 4,942.87 4,942.86 0.01 SD AREA INLET E4 4,947.05 4,942.71 4,942.64 4,942.82 4,942.75 0.07 SD AREA INLET S4 4,945.29 4,942.85 4,942.84 4,942.91 4,942.91 0.00 SD AREA INLET E3 4,945.92 4,942.48 4,942.48 4,942.56 4,942.55 0.01 SD AREA INLET M2 4,945.32 4,943.55 4,943.54 4,943.61 4,943.61 0.00 SD AREA INLET L1 4,944.85 4,942.03 4,941.98 4,942.09 4,942.04 0.05 SD AREA INLET D1 4,946.29 4,941.39 4,941.37 4,941.47 4,941.45 0.02 SD AREA INLET U2 4,945.45 4,941.67 4,941.67 4,941.70 4,941.70 0.00 SD AREA INLET U4 4,945.31 4,941.80 4,941.80 4,941.82 4,941.82 0.00 SD AREA INLET V2 4,944.64 4,943.26 4,943.26 4,943.30 4,943.30 0.00 SD AREA INLET U3 4,945.39 4,941.75 4,941.72 4,941.79 4,941.76 0.03 SD AREA INLET V1 4,944.64 4,943.17 4,943.17 4,943.26 4,943.26 0.00 SD AREA INLET B1 4,945.05 4,942.35 4,942.35 4,942.53 4,942.53 0.00 SD AREA INLET S5 4,945.48 4,942.91 4,942.90 4,942.97 4,942.96 0.00 SD AREA INLET U1.3 4,945.09 4,941.81 4,941.81 4,941.83 4,941.83 0.00 SD AREA INLET U1.2 4,945.09 4,941.76 4,941.73 4,941.80 4,941.77 0.03 SD AREA INLET L6 4,945.69 4,942.69 4,942.68 4,942.73 4,942.72 0.00 SD AREA INLET U1.1 4,945.44 4,941.67 4,941.67 4,941.70 4,941.70 0.00 SD AREA INLET L5 4,945.22 4,942.58 4,942.58 4,942.61 4,942.61 0.00 SD AREA INLET L4 4,945.58 4,942.54 4,942.53 4,942.59 4,942.58 0.00 SD AREA INLET L3 4,945.20 4,942.48 4,942.47 4,942.54 4,942.53 0.01 SD AREA INLET U1 4,945.48 4,941.56 4,941.51 4,941.67 4,941.62 0.05 SD AREA INLET L2 4,944.39 4,942.38 4,942.37 4,942.44 4,942.43 0.01 SD AREA INLET G1 4,943.96 4,941.74 4,941.74 4,941.75 4,941.75 0.00 SD AREA INLET H1 4,943.94 4,941.03 4,941.03 4,941.07 4,941.07 0.00 SD AREA INLET P1 4,945.95 4,942.12 4,942.12 4,942.20 4,942.20 0.00 SD AREA INLET E1 4,944.35 4,941.04 4,941.01 4,941.23 4,941.20 0.03 SD AREA INLET L1.1 4,942.11 4,939.36 4,939.36 4,939.42 4,939.42 0.00 SD AREA INLET S1 4,945.29 4,942.17 4,942.17 4,942.28 4,942.28 0.00 SD AREA INLET S2 4,944.99 4,942.47 4,942.40 4,942.59 4,942.52 0.07 SD AREA INLET S3 4,945.19 4,942.76 4,942.75 4,942.87 4,942.86 0.01 SD AREA INLET S8 4,945.01 4,943.08 4,943.08 4,943.09 4,943.09 0.00 SD AREA INLET E9 4,946.14 4,942.99 4,942.99 4,943.03 4,943.03 0.00 SD AREA INLET E10 4,946.34 4,943.08 4,943.08 4,943.11 4,943.11 0.00 SD AREA INLET X1 4,944.75 4,942.47 4,942.47 4,942.51 4,942.51 0.00 SD AREA INLET I11 4,949.16 4,946.98 4,946.98 4,947.00 4,947.00 0.00 SD AREA INLET J2 4,947.11 4,945.07 4,945.06 4,945.13 4,945.12 0.01 SD AREA INLET J 4,946.71 4,944.95 4,944.91 4,945.07 4,945.03 0.04 SD AREA INLET P2 4,944.51 (N/A)(N/A)(N/A)(N/A)(N/A) SD FES P3 4,943.64 (N/A)(N/A)(N/A)(N/A)(N/A) SD INLET M1 4,944.83 (N/A)(N/A)(N/A)(N/A)(N/A) SD INLET M1.1 4,945.09 (N/A)(N/A)(N/A)(N/A)(N/A) Page 2 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/orq11pwb.xml Scenario: 2 year Current Time Step: 0.000 h FlexTable: Outfall Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) SD I OUTFALL 4,944.89 4,945.31 Free Outfall -4,945.67 0.79 SD R OUTFALL 4,947.98 4,941.72 User Defined Tailwater 4,944.22 4,944.54 0.24 SD O OUTFALL 4,947.08 4,941.70 Free Outfall -4,944.23 0.11 SD J OUTFALL 4,946.81 4,941.72 User Defined Tailwater 4,944.22 4,944.75 0.99 SD N OUTFALL 4,946.26 4,940.73 User Defined Tailwater 4,943.23 4,943.07 0.63 SD Q OUTFALL 4,946.80 4,941.70 Free Outfall -4,943.70 1.52 SD M OUTFALL 4,945.14 4,940.73 User Defined Tailwater 4,943.23 4,943.27 0.78 SD P OUTFALL 4,943.19 4,941.70 Free Outfall -4,941.85 0.41 SD FOREBAY L 4,942.00 4,941.96 Free Outfall -4,941.61 0.33 SD U OUTFALL 4,940.00 4,939.50 Free Outfall -4,940.51 0.55 SD AREA INLET S 4,945.52 4,940.73 User Defined Tailwater 4,943.23 4,941.97 1.02 SD G CONNECT TO EXISTING 4,946.05 4,941.66 Free Outfall -4,941.69 0.01 S-63 4,947.07 4,942.25 Free Outfall -4,942.41 0.19 SDMH B CONNECT TO EXISTING 4,946.31 4,941.73 User Defined Tailwater 0.00 4,942.23 2.16 SD C CONNECT TO EXSITING 4,946.70 4,941.69 Free Outfall -4,941.88 0.27 SD D CONNECT TO EXISTING 4,942.92 4,941.12 Free Outfall -4,941.31 0.35 SD E CONNECT TO EXISTING 4,945.50 4,940.41 Free Outfall -4,940.97 2.58 SD H CONNECT TO EXISTING 4,945.83 4,940.69 Free Outfall -4,940.92 0.43 SD L1 OUTFALL 4,943.99 4,939.12 Free Outfall -4,939.31 0.28 SD A OUTFALL 4,947.92 4,942.38 Free Outfall -4,942.58 0.32 SD OUTFALL Q10.1A 4,947.25 4,940.34 Free Outfall -4,940.42 0.10 SD T OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.57 0.37 SD W OUTFALL 4,948.05 4,945.92 Free Outfall -4,945.32 0.00 SD V OUTFALL 4,942.07 4,942.70 Free Outfall -4,943.02 0.56 SD FOREBAY A 4,945.42 4,945.42 Free Outfall -(N/A)(N/A) Page 1 of 1 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/v11hnhyy.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: Conduit Table Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-150 SD AREA INLET I10 SD AREA INLET I9 4,946.73 4,946.66 16.0 0.0044 12.0 0.013 0.58 2.48 2.36 4,947.68 4,947.67 4,947.69 4,947.68 0.00 P-149 SD AREA INLET I9 SD AREA INLET I8 4,946.66 4,946.48 46.6 0.0040 12.0 0.013 0.86 2.67 2.24 4,947.65 4,947.62 4,947.67 4,947.64 0.03 P-148 SD AREA INLET I8 SD AREA INLET I7 4,946.48 4,946.37 26.3 0.0040 12.0 0.013 1.14 1.45 2.26 4,947.60 4,947.57 4,947.63 4,947.61 0.03 P-147 SD AREA INLET I7 SD AREA INLET I6 4,946.37 4,946.27 25.5 0.0040 12.0 0.013 1.40 1.78 2.26 4,947.55 4,947.51 4,947.60 4,947.56 0.04 P-163 SD AREA INLET J4 SD AREA INLET J3 4,945.04 4,944.97 19.6 0.0034 12.0 0.013 1.85 2.36 2.07 4,946.49 4,946.43 4,946.58 4,946.52 0.06 P-146 SD AREA INLET I6 SD AREA INLET I5 4,946.27 4,946.21 15.8 0.0040 12.0 0.013 1.66 2.11 2.25 4,947.48 4,947.45 4,947.55 4,947.52 0.03 P-36 SD AREA INLET A6 SD AREA INLET A5 4,946.44 4,946.32 25.3 0.0050 12.0 0.013 0.23 1.99 2.52 4,946.69 4,946.69 4,946.73 4,946.70 0.03 P-36 (1)SD AREA INLET A5 SD AREA INLET A4 4,946.32 4,946.13 37.1 0.0050 12.0 0.013 0.45 2.43 2.53 4,946.61 4,946.57 4,946.70 4,946.60 0.10 P-145 SD AREA INLET I5 SD AREA INLET I4 4,946.21 4,946.08 31.2 0.0040 12.0 0.013 1.92 2.45 2.26 4,947.42 4,947.33 4,947.51 4,947.42 0.09 P-144 SD AREA INLET I4 SD AREA INLET I3 4,946.08 4,945.97 27.2 0.0040 12.0 0.013 2.18 2.77 2.27 4,947.29 4,947.19 4,947.41 4,947.31 0.10 P-36 (1) (1)SD AREA INLET A4 SD AREA INLET A3 4,946.13 4,945.90 46.5 0.0050 12.0 0.013 0.67 2.71 2.51 4,946.48 4,946.40 4,946.60 4,946.45 0.15 P-143 SD AREA INLET I3 SD AREA INLET I2 4,945.97 4,945.82 37.6 0.0040 12.0 0.013 2.43 3.09 2.25 4,946.90 4,946.75 4,947.06 4,946.91 0.15 P-37 SD AREA INLET A3 SD AREA INLET A2 4,945.90 4,945.67 46.5 0.0050 12.0 0.013 0.88 2.91 2.51 4,946.31 4,946.25 4,946.44 4,946.30 0.14 P-167 SD AREA INLET J8 SD AREA INLET J7 4,945.76 4,945.69 16.6 0.0040 12.0 0.013 0.42 0.53 2.24 4,946.78 4,946.78 4,946.78 4,946.78 0.00 P-142 SD AREA INLET I2 SD AREA INLET I1 4,945.82 4,945.71 29.0 0.0040 12.0 0.013 2.67 3.40 2.25 4,946.68 4,946.41 4,946.90 4,946.73 0.17 P-87 SD W OUTFALL SD AREA INLET W1 4,945.31 4,945.92 43.1 -0.0142 12.0 0.013 0.00 0.00 4.24 4,945.92 4,945.92 4,945.92 4,945.92 0.00 P-166 SD AREA INLET J7 SD AREA INLET J6 4,945.69 4,945.39 75.7 0.0040 12.0 0.013 0.82 1.04 2.24 4,946.76 4,946.72 4,946.78 4,946.74 0.04 P-141 SD AREA INLET I1 SD I OUTFALL 4,945.59 4,945.32 68.2 0.0040 15.0 0.013 3.42 3.71 4.06 4,946.46 4,946.07 4,946.68 4,946.38 0.30 P-37 (1)SD AREA INLET A2 SD AREA INLET A1 4,945.67 4,945.50 33.3 0.0050 12.0 0.013 1.09 3.09 2.52 4,946.19 4,946.16 4,946.30 4,946.22 0.07 P-64 (1)SD AREA INLET T1 SD AREA INLET T2 4,945.43 4,945.56 25.2 -0.0050 12.0 0.013 0.84 2.90 2.53 4,946.23 4,946.23 4,946.27 4,946.25 0.02 P-55 SD INLET B1 SD A OUTFALL 4,942.41 4,942.38 6.0 0.0050 24.0 0.013 0.23 0.07 15.94 4,947.09 4,947.09 4,947.09 4,947.09 0.00 P-64 SD T OUTFALL SD AREA INLET T1 4,945.31 4,945.43 24.3 -0.0050 12.0 0.013 1.67 3.43 2.52 4,946.03 4,945.86 4,946.21 4,946.08 0.13 P-165 SD AREA INLET J6 SD AREA INLET J5 4,945.39 4,945.20 46.5 0.0041 12.0 0.013 1.16 1.47 2.28 4,946.70 4,946.64 4,946.73 4,946.68 0.05 P-115 SD AREA INLET Q8 SD AREA INLET Q7 4,944.40 4,944.32 19.8 0.0040 12.0 0.013 0.65 0.83 2.26 4,945.89 4,945.88 4,945.90 4,945.89 0.01 P-114 SD AREA INLET Q7 SD AREA INLET Q6 4,944.32 4,944.25 18.5 0.0040 12.0 0.013 0.77 0.98 2.25 4,945.87 4,945.86 4,945.89 4,945.88 0.01 P-66 SD AREA INLET R4 SD AREA INLET R3 4,944.74 4,944.66 20.0 0.0040 12.0 0.013 0.29 1.96 2.25 4,945.15 4,945.14 4,945.16 4,945.15 0.01 P-164 SD AREA INLET J5 SD AREA INLET J4 4,945.20 4,945.04 41.0 0.0039 12.0 0.013 1.50 1.91 2.22 4,946.61 4,946.53 4,946.67 4,946.59 0.08 P-67 SD AREA INLET R3 SD AREA INLET R2 4,944.66 4,944.59 19.9 0.0040 12.0 0.013 0.57 2.38 2.25 4,945.10 4,945.09 4,945.15 4,945.12 0.02 P-118 SD AREA INLET Q11 SD AREA INLET Q10 4,944.68 4,944.59 24.1 0.0040 12.0 0.013 0.29 0.37 2.25 4,945.92 4,945.92 4,945.93 4,945.92 0.00 P-117 SD AREA INLET Q10 SD AREA INLET Q9 4,944.59 4,944.56 7.5 0.0040 12.0 0.013 0.41 0.52 2.26 4,945.91 4,945.91 4,945.92 4,945.92 0.00 P-54 SD AREA INLET Q10.1 SD OUTFALL Q10.1A 4,940.33 4,940.30 5.6 0.0050 24.0 0.013 0.48 2.28 16.07 4,940.56 4,940.54 4,940.65 4,940.62 0.03 P-17 SD AREA INLET N3 SD AREA INLET N2 4,943.85 4,943.63 21.8 0.0100 12.0 0.013 0.45 3.11 3.56 4,944.44 4,944.44 4,944.46 4,944.45 0.01 P-116 SD AREA INLET Q9 SD AREA INLET Q8 4,944.56 4,944.40 39.7 0.0040 12.0 0.013 0.54 0.69 2.26 4,945.91 4,945.89 4,945.92 4,945.90 0.01 P-5 SD AREA INLET O3 SD AREA INLET O2 4,944.43 4,943.60 29.0 0.0287 12.0 0.013 0.17 3.39 6.03 4,944.60 4,943.92 4,944.66 4,943.93 0.73 P-68 SD AREA INLET R2 SD AREA INLET R1 4,944.59 4,943.29 35.4 0.0367 12.0 0.013 0.84 5.92 6.83 4,944.97 4,944.32 4,945.12 4,944.34 0.78 P-6 SD AREA INLET O2 SD AREA INLET O1 4,943.60 4,942.77 29.2 0.0284 12.0 0.013 0.34 4.15 6.01 4,943.84 4,943.18 4,943.93 4,943.20 0.73 P-18 SD AREA INLET N2 SD AREA INLET N1 4,943.63 4,943.22 41.8 0.0100 12.0 0.013 0.90 3.77 3.55 4,944.42 4,944.40 4,944.45 4,944.42 0.03 P-119 SD AREA INLET Q12 SD AREA INLET Q11 4,944.82 4,944.68 34.2 0.0040 12.0 0.013 0.16 0.21 2.25 4,945.93 4,945.93 4,945.93 4,945.93 0.00 P-113 SD AREA INLET Q6 SD AREA INLET Q5 4,944.25 4,944.12 32.2 0.0040 12.0 0.013 0.89 1.13 2.26 4,945.85 4,945.83 4,945.88 4,945.85 0.02 P-69 SD AREA INLET R1 SD R OUTFALL 4,943.29 4,941.72 41.5 0.0377 12.0 0.013 1.12 6.48 6.92 4,944.26 4,944.22 4,944.29 4,944.25 0.04 P-110 SD AREA INLET Q3 SD AREA INLET Q2 4,943.82 4,943.71 27.9 0.0040 12.0 0.013 1.20 1.53 2.26 4,945.68 4,945.64 4,945.73 4,945.69 0.04 P-109 SD AREA INLET Q2 SD AREA INLET Q1 4,943.67 4,943.48 48.6 0.0040 12.0 0.013 3.29 4.19 2.24 4,945.45 4,944.94 4,945.79 4,945.27 0.51 P-112 SD AREA INLET Q5 SD AREA INLET Q4 4,944.12 4,943.93 47.0 0.0040 12.0 0.013 1.00 1.27 2.26 4,945.82 4,945.77 4,945.85 4,945.80 0.05 P-9 SD AREA INLET Q1 SD Q OUTFALL 4,943.38 4,943.21 37.8 0.0045 15.0 0.013 5.35 4.36 4.33 4,944.64 4,944.20 4,945.00 4,944.71 0.29 P-28 SD AREA INLET C2 SD AREA INLET C1 4,942.97 4,942.20 38.1 0.0200 12.0 0.013 0.59 0.75 5.04 4,946.26 4,946.25 4,946.27 4,946.26 0.01 P-57 SD AREA INLET Q10.3 SD AREA INLET Q10.2 4,943.66 4,943.51 37.1 0.0040 12.0 0.013 0.16 1.68 2.27 4,943.85 4,943.83 4,943.89 4,943.84 0.05 P-7 SD AREA INLET O1 SD O OUTFALL 4,942.77 4,941.70 36.4 0.0294 12.0 0.013 0.51 4.72 6.11 4,943.07 4,941.90 4,943.17 4,942.24 0.93 P-13 (1)SD AREA INLET M7 SD AREA INLET M6 4,943.38 4,943.34 18.0 0.0020 12.0 0.013 0.43 0.55 1.60 4,945.82 4,945.82 4,945.83 4,945.83 0.00 P-48 SD AREA INLET C1 SD C CONNECT TO EXSITING 4,941.70 4,941.69 3.3 0.0044 18.0 0.013 1.12 0.64 6.96 4,947.00 4,947.00 4,947.01 4,947.01 0.00 P-155 SD AREA INLET E8 SD AREA INLET E6 4,942.64 4,942.44 49.2 0.0040 15.0 0.013 1.04 0.85 4.11 4,946.08 4,946.07 4,946.09 4,946.08 0.01 P-13 (1) (1)SD AREA INLET M6 SD AREA INLET M5 4,943.34 4,943.31 17.5 0.0020 12.0 0.013 0.84 1.07 1.59 4,945.80 4,945.79 4,945.82 4,945.81 0.01 P-81 SD AREA INLET S6 SD AREA INLET S7 4,942.60 4,942.75 38.9 -0.0040 12.0 0.013 1.15 1.46 2.24 4,945.42 4,945.38 4,945.45 4,945.41 0.04 P-14 SD AREA INLET M5 SD AREA INLET M4 4,943.31 4,943.25 31.1 0.0020 12.0 0.013 1.24 1.58 1.59 4,945.77 4,945.73 4,945.81 4,945.77 0.04 P-26 SD AREA INLET D4 SD AREA INLET D3 4,943.20 4,942.76 22.3 0.0200 12.0 0.013 0.42 0.54 5.04 4,945.73 4,945.73 4,945.74 4,945.74 0.00 P-154 SD AREA INLET E6 SD AREA INLET E5 4,942.44 4,942.30 36.1 0.0040 15.0 0.013 1.33 1.09 4.07 4,946.06 4,946.04 4,946.08 4,946.06 0.02 P-52 SD AREA INLET G1 SD G CONNECT TO EXISTING 4,941.71 4,941.66 10.9 0.0046 24.0 0.013 0.03 0.01 15.34 4,945.43 4,945.43 4,945.43 4,945.43 0.00 P-58 SD AREA INLET Q10.2 SD AREA INLET Q10.1 4,943.51 4,943.42 24.2 0.0040 12.0 0.013 0.32 2.04 2.26 4,943.77 4,943.65 4,943.83 4,943.73 0.10 P-19 SD AREA INLET N1 SD N OUTFALL 4,943.22 4,940.73 64.4 0.0387 12.0 0.013 2.89 8.48 7.01 4,943.95 4,943.23 4,944.29 4,943.44 0.85 P-80 SD AREA INLET S5 SD AREA INLET S6 4,942.50 4,942.60 24.1 -0.0040 12.0 0.013 1.85 2.36 2.25 4,945.31 4,945.25 4,945.40 4,945.33 0.07 P-14 (1)SD AREA INLET M4 SD AREA INLET M3 4,943.25 4,943.16 45.5 0.0020 12.0 0.013 1.64 2.08 1.58 4,945.70 4,945.60 4,945.76 4,945.67 0.10 P-111 SD AREA INLET Q4 SD AREA INLET Q3 4,943.93 4,943.82 28.7 0.0038 12.0 0.013 1.10 1.40 2.21 4,945.73 4,945.69 4,945.76 4,945.73 0.03 P-127 SD AREA INLET L7 SD AREA INLET L8 4,942.68 4,942.87 48.8 -0.0040 12.0 0.013 0.22 1.81 2.24 4,943.15 4,943.14 4,943.18 4,943.15 0.03 P-26 (1)SD AREA INLET D3 SD AREA INLET D2 4,942.76 4,942.39 18.5 0.0200 12.0 0.013 0.82 1.04 5.04 4,945.72 4,945.71 4,945.73 4,945.72 0.01 P-153 SD AREA INLET E5 SD AREA INLET E4 4,942.30 4,942.26 8.8 0.0040 15.0 0.013 1.63 1.33 4.09 4,946.03 4,946.03 4,946.06 4,946.05 0.01 P-53 SD AREA INLET H1 SD H CONNECT TO EXISTING 4,940.75 4,940.69 30.8 0.0020 24.0 0.013 1.01 0.32 10.12 4,945.31 4,945.31 4,945.31 4,945.31 0.00 Page 1 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/0t3sxapg.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\HFH022_StormCAD_F2_New.stsw P-47 SD AREA INLET B1 SDMH B CONNECT TO EXISTING 4,941.84 4,941.73 21.4 0.0050 24.0 0.013 9.16 2.92 16.00 4,947.88 4,947.84 4,948.01 4,947.97 0.04 P-15 SD AREA INLET M3 SD AREA INLET M2 4,943.16 4,943.04 56.5 0.0020 12.0 0.013 2.01 2.56 1.59 4,945.50 4,945.32 4,945.60 4,945.42 0.18 P-130 SD AREA INLET E1 SD AREA INLET E2 4,941.44 4,941.73 72.7 -0.0040 18.0 0.013 9.56 5.41 6.64 4,944.95 4,944.35 4,945.41 4,944.80 0.60 P-131 SD AREA INLET E2 SD AREA INLET E3 4,941.73 4,941.87 35.4 -0.0040 18.0 0.013 6.92 3.92 6.61 4,945.49 4,945.33 4,945.72 4,945.57 0.15 P-27 SD AREA INLET D2 SD AREA INLET D1 4,942.39 4,941.65 36.7 0.0200 15.0 0.013 1.21 0.98 9.13 4,946.04 4,946.03 4,946.06 4,946.05 0.01 P-126 SD AREA INLET L7 SD AREA INLET L6 4,942.68 4,942.51 42.6 0.0040 12.0 0.013 0.43 2.20 2.25 4,943.10 4,943.09 4,943.13 4,943.10 0.03 P-132 SD AREA INLET E3 SD AREA INLET E4 4,941.87 4,942.26 99.4 -0.0040 18.0 0.013 4.35 2.46 6.66 4,945.84 4,945.67 4,945.93 4,945.76 0.17 P-63 SD AREA INLET S4 SD AREA INLET S5 4,942.38 4,942.50 29.2 -0.0040 12.0 0.013 2.56 3.25 2.27 4,945.15 4,945.00 4,945.32 4,945.17 0.15 P-121 SD AREA INLET L2 SD AREA INLET L1 4,942.11 4,941.99 31.2 0.0040 12.0 0.013 1.43 3.03 2.25 4,942.87 4,942.83 4,942.95 4,942.90 0.05 P-120 SD AREA INLET L1 SD FOREBAY L 4,941.99 4,941.96 7.9 0.0040 12.0 0.013 1.62 3.12 2.26 4,942.58 4,942.50 4,942.76 4,942.72 0.04 P-49 SD AREA INLET D1 SD D CONNECT TO EXISTING 4,941.15 4,941.12 3.3 0.0100 18.0 0.013 1.56 0.88 10.50 4,946.00 4,946.00 4,946.01 4,946.01 0.00 P-72 SD AREA INLET U3 SD AREA INLET U2 4,941.52 4,941.37 37.6 0.0039 12.0 0.013 0.73 2.53 2.23 4,942.41 4,942.40 4,942.42 4,942.41 0.02 P-73 SD AREA INLET U2 SD AREA INLET U1 4,941.37 4,941.19 45.7 0.0040 12.0 0.013 1.08 1.37 2.26 4,942.37 4,942.33 4,942.40 4,942.36 0.04 P-71 SD AREA INLET U4 SD AREA INLET U3 4,941.64 4,941.52 31.3 0.0038 12.0 0.013 0.37 2.08 2.21 4,942.45 4,942.45 4,942.45 4,942.45 0.00 P-84 SD AREA INLET V1 SD AREA INLET V2 4,942.82 4,942.96 34.5 -0.0040 12.0 0.013 1.26 2.96 2.26 4,943.85 4,943.81 4,943.89 4,943.85 0.04 P-83 SD V OUTFALL SD AREA INLET V1 4,942.70 4,942.82 30.2 -0.0040 12.0 0.013 2.49 3.17 2.25 4,943.64 4,943.38 4,943.84 4,943.68 0.17 P-51 SD AREA INLET L1.1 SD L1 OUTFALL 4,939.16 4,939.12 8.8 0.0040 24.0 0.013 1.26 0.40 14.26 4,944.86 4,944.86 4,944.86 4,944.86 0.00 P-75 SD AREA INLET U1.3 SD AREA INLET U1.2 4,941.65 4,941.53 30.1 0.0041 12.0 0.013 0.37 2.12 2.27 4,942.45 4,942.44 4,942.45 4,942.45 0.00 P-76 SD AREA INLET U1.2 SD AREA INLET U1.1 4,941.53 4,941.38 39.5 0.0039 12.0 0.013 0.73 2.53 2.22 4,942.41 4,942.40 4,942.42 4,942.41 0.02 P-125 SD AREA INLET L6 SD AREA INLET L5 4,942.51 4,942.36 36.0 0.0040 12.0 0.013 0.63 2.46 2.26 4,943.06 4,943.05 4,943.10 4,943.07 0.02 P-77 SD AREA INLET U1.1 SD AREA INLET U1 4,941.38 4,941.19 46.7 0.0040 12.0 0.013 1.08 2.83 2.24 4,942.38 4,942.33 4,942.40 4,942.36 0.04 P-124 SD AREA INLET L5 SD AREA INLET L4 4,942.36 4,942.31 14.0 0.0040 12.0 0.013 0.83 2.65 2.26 4,943.03 4,943.03 4,943.07 4,943.06 0.01 P-123 SD AREA INLET L4 SD AREA INLET L3 4,942.31 4,942.22 20.6 0.0040 12.0 0.013 1.03 2.81 2.26 4,943.00 4,942.99 4,943.05 4,943.03 0.02 P-122 SD AREA INLET L3 SD AREA INLET L2 4,942.23 4,942.12 27.5 0.0040 12.0 0.013 1.23 2.93 2.25 4,942.94 4,942.92 4,943.01 4,942.97 0.04 P-74 SD AREA INLET U1 SD U OUTFALL 4,941.20 4,939.51 38.7 0.0437 12.0 0.013 2.44 8.48 7.44 4,941.87 4,939.91 4,942.17 4,941.01 1.17 P-4 (1) (1) (1)SD AREA INLET P1 SD P OUTFALL 4,942.11 4,941.70 19.5 0.0212 12.0 0.013 1.87 6.07 5.19 4,942.70 4,942.13 4,942.94 4,942.65 0.29 P-50 SD AREA INLET E1 SD E CONNECT TO EXISTING 4,940.44 4,940.41 6.6 0.0040 24.0 0.013 12.13 3.86 14.31 4,945.02 4,945.00 4,945.25 4,945.23 0.02 P-62 SD AREA INLET S3 SD AREA INLET S4 4,942.31 4,942.38 --0.0040 12.0 0.013 3.25 4.14 2.26 4,944.88 4,944.72 4,945.14 4,944.98 0.16 P-61 SD AREA INLET S2 SD AREA INLET S3 4,942.10 4,942.31 52.1 -0.0040 12.0 0.013 3.96 5.04 2.26 4,944.55 4,943.91 4,944.95 4,944.31 0.64 P-60 SD AREA INLET S1 SD AREA INLET S2 4,941.67 4,941.97 77.1 -0.0039 15.0 0.013 4.63 3.78 4.03 4,943.86 4,943.46 4,944.08 4,943.69 0.40 P-59 SD AREA INLET S SD AREA INLET S1 4,940.73 4,941.67 32.2 -0.0291 15.0 0.013 4.70 3.83 11.02 4,943.40 4,943.23 4,943.63 4,943.46 0.17 P-181 SD AREA INLET S7 SD AREA INLET S8 4,942.75 4,942.89 35.7 -0.0040 12.0 0.013 0.43 0.55 2.24 4,944.78 4,944.77 4,944.78 4,944.77 0.00 P-156 SD AREA INLET E9 SD AREA INLET E8 4,942.82 4,942.64 43.8 0.0040 15.0 0.013 0.73 0.60 4.11 4,946.10 4,946.09 4,946.10 4,946.09 0.01 P-157 SD AREA INLET E10 SD AREA INLET E9 4,942.95 4,942.82 32.9 0.0040 12.0 0.013 0.39 0.49 2.26 4,946.10 4,946.10 4,946.11 4,946.10 0.00 P-129 SD AREA INLET X1 S-63 4,942.31 4,942.26 12.6 0.0040 24.0 0.013 0.84 0.27 14.27 4,948.08 4,948.08 4,948.08 4,948.08 0.00 P-151 SD AREA INLET I11 SD AREA INLET I10 4,946.84 4,946.73 28.2 0.0040 12.0 0.013 0.29 1.98 2.24 4,947.69 4,947.69 4,947.69 4,947.69 0.00 P-35 SD AREA INLET J3 SD AREA INLET J2 4,944.97 4,944.58 98.7 0.0040 12.0 0.013 2.21 2.81 2.24 4,946.14 4,945.72 4,946.27 4,945.85 0.42 P-35 (1)SD AREA INLET J2 SD AREA INLET J 4,944.58 4,942.88 33.9 0.0502 12.0 0.013 3.24 9.62 7.98 4,945.37 4,945.01 4,945.78 4,945.30 0.48 P-35 (1)(3)SD AREA INLET J SD J OUTFALL 4,943.38 4,942.22 23.3 0.0497 12.0 0.013 4.31 5.49 7.95 4,944.60 4,944.22 4,945.12 4,944.74 0.38 P-38 SD AREA INLET A1 SD FOREBAY A 4,945.50 4,945.42 16.7 0.0050 12.0 0.013 1.29 3.22 2.51 4,946.01 4,945.90 4,946.17 4,946.09 0.09 P-4 (1) (1)SD AREA INLET P2 SD AREA INLET P1 4,942.88 4,942.11 35.8 0.0213 12.0 0.013 1.25 5.45 5.20 4,943.35 4,942.90 4,943.53 4,942.96 0.58 P-4 (1)SD FES P3 SD AREA INLET P2 4,943.64 4,942.88 36.1 0.0211 12.0 0.013 0.63 4.47 5.18 4,943.97 4,943.52 4,944.09 4,943.54 0.55 P-16 SD AREA INLET M2 SD INLET M1 4,943.04 4,941.15 98.7 0.0192 12.0 0.013 2.84 3.62 4.93 4,945.46 4,944.83 4,945.66 4,945.03 0.63 P-16 (1)SD INLET M1 SD M OUTFALL 4,943.05 4,942.90 36.8 0.0041 12.0 0.013 4.49 5.71 2.28 4,944.43 4,943.79 4,944.94 4,944.36 0.58 P-199 SD INLET M1.1 SD INLET M1 4,941.79 4,941.15 12.9 0.0500 12.0 0.013 1.01 1.29 7.96 4,944.84 4,944.83 4,944.87 4,944.86 0.01 Page 2 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/0t3sxapg.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: Manhole Table Label Elevation (Rim) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) SD AREA INLET I10 4,949.16 4,947.68 4,947.68 4,947.69 4,947.69 0.01 SD AREA INLET I9 4,949.47 4,947.66 4,947.65 4,947.68 4,947.67 0.02 SD AREA INLET I8 4,949.85 4,947.60 4,947.60 4,947.64 4,947.63 0.00 SD AREA INLET I7 4,949.31 4,947.56 4,947.55 4,947.61 4,947.60 0.00 SD AREA INLET J3 4,948.74 4,946.39 4,946.14 4,946.52 4,946.27 0.25 SD AREA INLET I6 4,949.69 4,947.49 4,947.48 4,947.56 4,947.55 0.01 SD AREA INLET A6 4,948.65 4,946.69 4,946.69 4,946.73 4,946.73 0.00 SD AREA INLET A5 4,948.85 4,946.61 4,946.61 4,946.70 4,946.70 0.00 SD AREA INLET I5 4,948.86 4,947.43 4,947.42 4,947.52 4,947.51 0.01 SD AREA INLET I4 4,948.20 4,947.30 4,947.29 4,947.42 4,947.41 0.01 SD AREA INLET A4 4,948.35 4,946.49 4,946.48 4,946.60 4,946.60 0.00 SD AREA INLET I3 4,949.59 4,947.15 4,946.90 4,947.31 4,947.06 0.25 SD AREA INLET A3 4,948.40 4,946.32 4,946.31 4,946.45 4,946.44 0.01 SD AREA INLET J8 4,948.12 4,946.78 4,946.78 4,946.78 4,946.78 0.00 SD AREA INLET I2 4,948.01 4,946.70 4,946.68 4,946.91 4,946.90 0.01 SD AREA INLET W1 4,948.05 4,945.92 4,945.92 4,945.92 4,945.92 0.00 SD AREA INLET J7 4,948.04 4,946.76 4,946.76 4,946.78 4,946.78 0.00 SD AREA INLET I1 4,948.64 4,945.71 4,946.46 4,945.92 4,946.68 -0.75 SD AREA INLET A2 4,948.35 4,946.20 4,946.19 4,946.30 4,946.30 0.01 SD AREA INLET T2 4,947.93 4,946.23 4,946.23 4,946.27 4,946.27 0.00 SD AREA INLET T1 4,947.81 4,946.07 4,946.03 4,946.25 4,946.21 0.04 SD AREA INLET A1 4,948.51 4,946.06 4,946.01 4,946.22 4,946.17 0.05 SD AREA INLET J6 4,948.02 4,946.70 4,946.70 4,946.74 4,946.73 0.00 SD AREA INLET Q7 4,947.52 4,945.87 4,945.87 4,945.89 4,945.89 0.00 SD AREA INLET R4 4,947.56 4,945.15 4,945.15 4,945.16 4,945.16 0.00 SD AREA INLET J5 4,947.98 4,946.61 4,946.61 4,946.68 4,946.67 0.01 SD AREA INLET R3 4,948.31 4,945.11 4,945.10 4,945.15 4,945.15 0.00 SD AREA INLET Q10 4,947.11 4,945.92 4,945.91 4,945.92 4,945.92 0.01 SD AREA INLET N3 4,947.89 4,944.44 4,944.44 4,944.46 4,944.46 0.00 SD AREA INLET J4 4,947.93 4,946.49 4,946.49 4,946.59 4,946.58 0.01 SD AREA INLET Q8 4,947.14 4,945.89 4,945.89 4,945.90 4,945.90 0.00 SD INLET B1 4,945.01 4,945.01 4,945.01 4,945.01 4,945.01 0.00 SD AREA INLET O3 4,947.08 4,944.60 4,944.60 4,944.66 4,944.66 0.00 SD AREA INLET R2 4,947.49 4,944.98 4,944.97 4,945.13 4,945.12 0.01 SD AREA INLET Q9 4,946.90 4,945.91 4,945.91 4,945.92 4,945.92 0.00 SD AREA INLET O2 4,946.93 4,943.85 4,943.84 4,943.93 4,943.93 0.00 SD AREA INLET N2 4,946.91 4,944.42 4,944.42 4,944.45 4,944.45 0.00 SD AREA INLET Q11 4,946.39 4,945.92 4,945.92 4,945.93 4,945.93 0.00 SD AREA INLET Q6 4,946.79 4,945.85 4,945.85 4,945.88 4,945.88 0.00 SD AREA INLET R1 4,946.70 4,944.31 4,944.26 4,944.34 4,944.29 0.05 SD AREA INLET Q12 4,946.75 4,945.93 4,945.93 4,945.93 4,945.93 0.00 SD AREA INLET Q2 4,945.64 4,945.47 4,945.45 4,945.81 4,945.79 0.02 SD AREA INLET Q5 4,946.64 4,945.82 4,945.82 4,945.85 4,945.85 0.00 SD AREA INLET Q1 4,946.84 4,944.91 4,944.64 4,945.27 4,945.00 0.27 SD AREA INLET C2 4,946.88 4,946.26 4,946.26 4,946.27 4,946.27 0.00 SD AREA INLET Q10.3 4,945.79 4,943.85 4,943.85 4,943.89 4,943.89 0.00 SD AREA INLET O1 4,946.36 4,943.09 4,943.07 4,943.20 4,943.17 0.03 SD AREA INLET M7 4,946.39 4,945.82 4,945.82 4,945.83 4,945.83 0.00 SD AREA INLET C1 4,946.25 4,946.28 4,946.25 4,946.29 4,946.25 0.03 SD AREA INLET E8 4,946.18 4,946.08 4,946.08 4,946.09 4,946.09 0.00 SD AREA INLET M6 4,946.78 4,945.81 4,945.80 4,945.82 4,945.82 0.00 SD AREA INLET S7 4,944.77 4,944.81 4,944.77 4,944.85 4,944.80 0.04 SD AREA INLET M5 4,946.16 4,945.77 4,945.77 4,945.81 4,945.81 0.00 SD AREA INLET D4 4,946.09 4,945.73 4,945.73 4,945.74 4,945.74 0.00 SD AREA INLET E6 4,946.13 4,946.06 4,946.06 4,946.08 4,946.08 0.00 Page 1 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/aorjyvha.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw SD AREA INLET Q10.2 4,946.27 4,943.78 4,943.77 4,943.84 4,943.83 0.01 SD AREA INLET N1 4,946.54 4,944.08 4,943.95 4,944.42 4,944.29 0.13 SD AREA INLET S6 4,945.46 4,945.32 4,945.31 4,945.41 4,945.40 0.01 SD AREA INLET M4 4,945.94 4,945.70 4,945.70 4,945.77 4,945.76 0.01 SD AREA INLET Q4 4,946.33 4,945.76 4,945.73 4,945.80 4,945.76 0.04 SD AREA INLET L8 4,945.48 4,943.15 4,943.15 4,943.18 4,943.18 0.00 SD AREA INLET Q10.1 4,945.89 4,940.57 4,940.56 4,940.65 4,940.65 0.00 SD AREA INLET D3 4,945.89 4,945.72 4,945.72 4,945.74 4,945.73 0.00 SD AREA INLET E5 4,946.22 4,946.03 4,946.03 4,946.06 4,946.06 0.00 SD AREA INLET Q3 4,946.24 4,945.68 4,945.68 4,945.73 4,945.73 0.00 SD AREA INLET M3 4,945.60 4,945.62 4,945.50 4,945.72 4,945.60 0.12 SD AREA INLET E2 4,945.75 4,945.12 4,944.95 4,945.57 4,945.41 0.17 SD AREA INLET D2 4,945.71 4,945.71 4,945.71 4,945.72 4,945.72 0.00 SD AREA INLET L7 4,945.48 4,943.12 4,943.10 4,943.15 4,943.13 0.02 SD AREA INLET E4 4,947.05 4,945.96 4,945.84 4,946.05 4,945.93 0.12 SD AREA INLET S4 4,945.29 4,944.90 4,944.88 4,945.17 4,945.14 0.02 SD AREA INLET E3 4,945.92 4,945.52 4,945.49 4,945.76 4,945.72 0.04 SD AREA INLET M2 4,945.32 4,945.34 4,945.32 4,945.54 4,945.52 0.02 SD AREA INLET L1 4,944.85 4,942.72 4,942.58 4,942.90 4,942.76 0.14 SD AREA INLET D1 4,946.29 4,946.03 4,946.00 4,946.04 4,946.01 0.03 SD AREA INLET U2 4,945.45 4,942.38 4,942.37 4,942.41 4,942.40 0.00 SD AREA INLET U4 4,945.31 4,942.45 4,942.45 4,942.45 4,942.45 0.00 SD AREA INLET V2 4,944.64 4,943.85 4,943.85 4,943.89 4,943.89 0.00 SD AREA INLET U3 4,945.39 4,942.43 4,942.41 4,942.45 4,942.42 0.02 SD AREA INLET V1 4,944.64 4,943.65 4,943.64 4,943.85 4,943.84 0.01 SD AREA INLET B1 4,945.05 4,945.05 4,945.05 4,945.18 4,945.18 0.00 SD AREA INLET S5 4,945.48 4,945.17 4,945.15 4,945.33 4,945.32 0.01 SD AREA INLET U1.3 4,945.09 4,942.45 4,942.45 4,942.45 4,942.45 0.00 SD AREA INLET U1.2 4,945.09 4,942.43 4,942.41 4,942.45 4,942.42 0.02 SD AREA INLET L6 4,945.69 4,943.07 4,943.06 4,943.10 4,943.10 0.00 SD AREA INLET U1.1 4,945.44 4,942.38 4,942.38 4,942.41 4,942.40 0.00 SD AREA INLET L5 4,945.22 4,943.04 4,943.03 4,943.07 4,943.07 0.00 SD AREA INLET L4 4,945.58 4,943.01 4,943.00 4,943.06 4,943.05 0.00 SD AREA INLET L3 4,945.20 4,942.96 4,942.94 4,943.03 4,943.01 0.02 SD AREA INLET U1 4,945.48 4,942.06 4,941.87 4,942.36 4,942.17 0.19 SD AREA INLET L2 4,944.39 4,942.89 4,942.87 4,942.97 4,942.95 0.02 SD AREA INLET G1 4,943.96 4,943.96 4,943.96 4,943.96 4,943.96 0.00 SD AREA INLET H1 4,943.94 4,943.94 4,943.94 4,943.94 4,943.94 0.00 SD AREA INLET P1 4,945.95 4,942.72 4,942.70 4,942.96 4,942.94 0.02 SD AREA INLET E1 4,944.35 4,944.26 4,944.35 4,944.49 4,944.58 -0.09 SD AREA INLET L1.1 4,942.11 4,942.11 4,942.11 4,942.11 4,942.11 0.00 SD AREA INLET S1 4,945.29 4,943.46 4,943.40 4,943.69 4,943.63 0.06 SD AREA INLET S2 4,944.99 4,943.91 4,943.86 4,944.13 4,944.08 0.05 SD AREA INLET S3 4,945.19 4,944.59 4,944.55 4,944.98 4,944.95 0.03 SD AREA INLET S8 4,945.01 4,944.78 4,944.78 4,944.78 4,944.78 0.00 SD AREA INLET E9 4,946.14 4,946.10 4,946.10 4,946.10 4,946.10 0.00 SD AREA INLET E10 4,946.34 4,946.10 4,946.10 4,946.11 4,946.11 0.00 SD AREA INLET X1 4,944.75 4,944.75 4,944.75 4,944.75 4,944.75 0.00 SD AREA INLET I11 4,949.16 4,947.69 4,947.69 4,947.69 4,947.69 0.00 SD AREA INLET J2 4,947.11 4,945.44 4,945.37 4,945.85 4,945.78 0.07 SD AREA INLET J 4,946.71 4,944.78 4,944.60 4,945.30 4,945.12 0.18 SD AREA INLET P2 4,944.51 4,943.36 4,943.35 4,943.54 4,943.53 0.01 SD FES P3 4,943.64 4,943.64 4,943.64 4,943.64 4,943.64 0.00 SD INLET M1 4,944.83 4,944.84 4,944.43 4,945.34 4,944.94 0.40 SD INLET M1.1 4,945.09 4,944.84 4,944.84 4,944.87 4,944.87 0.00 Page 2 of 2 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/aorjyvha.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: Outfall Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) SD I OUTFALL 4,944.89 4,945.31 Free Outfall -4,946.07 3.37 SD R OUTFALL 4,947.98 4,941.72 User Defined Tailwater 4,944.22 4,944.22 1.11 SD O OUTFALL 4,947.08 4,941.70 Free Outfall -4,941.90 0.51 SD J OUTFALL 4,946.81 4,941.72 User Defined Tailwater 4,944.22 4,944.22 4.30 SD N OUTFALL 4,946.26 4,940.73 User Defined Tailwater 4,943.23 4,943.23 2.87 SD Q OUTFALL 4,946.80 4,941.70 Free Outfall -4,944.20 5.33 SD M OUTFALL 4,945.14 4,940.73 User Defined Tailwater 4,943.23 4,943.79 4.47 SD P OUTFALL 4,943.19 4,941.70 Free Outfall -4,942.13 1.86 SD FOREBAY L 4,942.00 4,941.96 Free Outfall -4,942.50 1.61 SD U OUTFALL 4,940.00 4,939.50 Free Outfall -4,939.91 2.43 SD AREA INLET S 4,945.52 4,940.73 User Defined Tailwater 4,943.23 4,943.23 4.67 SD G CONNECT TO EXISTING 4,946.05 4,941.66 User Defined Tailwater 4,945.43 4,945.43 0.01 S-63 4,947.07 4,942.25 User Defined Tailwater 4,948.08 4,948.08 0.81 SDMH B CONNECT TO EXISTING 4,946.31 4,941.73 User Defined Tailwater 4,947.84 4,947.84 9.10 SD C CONNECT TO EXSITING 4,946.70 4,941.69 User Defined Tailwater 4,947.00 4,947.00 1.12 SD D CONNECT TO EXISTING 4,942.92 4,941.12 User Defined Tailwater 4,946.00 4,946.00 1.56 SD E CONNECT TO EXISTING 4,945.50 4,940.41 User Defined Tailwater 4,945.00 4,945.00 12.11 SD H CONNECT TO EXISTING 4,945.83 4,940.69 User Defined Tailwater 4,945.31 4,945.31 0.94 SD L1 OUTFALL 4,943.99 4,939.12 User Defined Tailwater 4,944.86 4,944.86 1.23 SD A OUTFALL 4,947.92 4,942.38 User Defined Tailwater 4,947.09 4,947.09 0.21 SD OUTFALL Q10.1A 4,947.25 4,940.34 Free Outfall -4,940.54 0.48 SD T OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.86 1.66 SD W OUTFALL 4,948.05 4,945.92 Free Outfall -4,945.92 0.00 SD V OUTFALL 4,942.07 4,942.70 Free Outfall -4,943.38 2.47 SD FOREBAY A 4,945.42 4,945.42 Free Outfall -4,945.90 1.29 Page 1 of 1 4/26/2023file:///C:/Users/michaela_wright/AppData/Local/Temp/Bentley/StormCAD/mwcdchw2.xml MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME SD INLET M1.1 - DP14.6 SD INLET J - DP19.7User-Defined Site Type (Urban or Rural)URBAN URBAN Inlet Application (Street or Area)STREET STREET Hydraulic Condition In Sump In Sump Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)1.4 0.6 Major QKnown (cfs)6.2 2.6 Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from:No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)1.4 0.6 Major Total Design Peak Flow, Q (cfs)6.2 2.6 Minor Flow Bypassed Downstream, Qb (cfs)N/A N/A Major Flow Bypassed Downstream, Qb (cfs)N/A N/A INLET MANAGEMENT Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.3 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) Bloom F2 SD INLET M1.1 - DP14.6 HFH22_MHFD-Inlet_v5.01_F2.xlsm, SD INLET M1.1 - DP14.6 4/26/2023, 10:47 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 7.3 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 0.44 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.94 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 8.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.4 6.2 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 HFH22_MHFD-Inlet_v5.01_F2.xlsm, SD INLET M1.1 - DP14.6 4/26/2023, 10:47 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.3 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) Bloom F2 SD INLET J - DP19.7 HFH22_MHFD-Inlet_v5.01_F2.xlsm, SD INLET J - DP19.7 4/26/2023, 10:47 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 7.3 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 0.44 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.94 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 8.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.6 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 HFH22_MHFD-Inlet_v5.01_F2.xlsm, SD INLET J - DP19.7 4/26/2023, 10:47 AM 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 12" Drop In Grate Inlet Capacity Chart 1.16 CFS Capacity Minimum head on site = 0.75' Location:LID 23 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 Q = 5.87 cfs 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Location:LID 24 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q = 1.39 cfs 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Location:LID 27 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q = 1.56 cfs 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Location:LID 28 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q = 1.12 cfs 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Location:LID 30 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q = 0.22 cfs 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Location:LID 31 Grate:CDOT Type C w/Close Mesh Grate Number of Grates:1 Catalog Dimensions Length:2.92 ft 36.00 in Width:2.92 ft 36.00 in Number of Sides:1 Grate Area:8.53 sq ft Open Area Ratio:0.70 Open Area:6.0 sq ft Clogging factor:50% n:35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage,Dd 0.20 ft Weir Calculation:Orifice Calculation: Qw =⅔nCdL(2g)1/2H3/2 Qo =⅔nCdBL(2gH)1/2 Cd 0.96 *per UDCFD Cd 0.96 *per UDCFD Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 2.60 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 Q = 5.31 cfs 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 w/Flow Coefficient, Cd w/Coefficients Cw and Co Coefficient Cd Coefficients Cw and Co 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50InletCapacity,cfsDepth of Flow, ft Qw-INLET Qo-INLET Inflow Bloom Filing 2 Final Drainage Report LID Calculations S S S S S S S S E14.8 0.64 0.64 acres E27.1 0.52 0.65 0.28 acres E27.2 0.61 0.77 0.50 acres E19.1 0.84 1.0 0.30 acres E19.2 0.69 0.86 0.50 acres E19.3 0.48 0.59 0.28 acres E19.4 0.86 1.0 0.95 acres E26.2 0.71 0.89 0.20 acres E19.5 0.36 0.45 0.34 acres E19.6 0.65 0.81 0.32 acres E26.4 0.68 0.85 0.27 acres E26.5 0.75 0.94 0.28 acres E26.3 0.80 1.00 1.49 acres E19.7 0.83 1.00 0.26 acres OS4 0.35 0.44 0.04 26.5 OS4 26.3 26.4 26.1 19.7 19.5 19.219.1 19.4 19.3 19.6 26.2 acres E26.1 0.45 0.56 0.08 LID EXHIBIT EX1.0CALL 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 SCALE: 1"=40' 0 20 40 EX1.0 EX1.1 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\7-Exhibit\HFH022_LID Exhibit_F2.dwg - Matthew Pepin - 4/26/2023Init.#Issue / DescriptionDateBLOOM FILING TWOEXHIBITSFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: HFH045 08.22.2022 MJP JEP CENTERLINE DITCH CENTERLINE DITCH DIRT DITCH S S S S S S acres E14.2 0.68 0.85 0.21 acres E14.3 0.83 1.0 0.59 acres E14.6 0.66 0.83 0.75 acres E14.4 0.47 0.59 0.09 acres E14.5 0.62 0.77 0.12 acres E14.7 0.60 0.75 0.30 acres OS3 0.45 0.56 0.08 acres E14.8 0.64 0.80 0.64 acres E27.1 0.52 0.65 0.28 acres E27.2 0.61 0.77 0.50 acres OS2 0.42 0.52 0.03 acres E14.9 0.15 0.19 0.14 acres E14.1 0.74 0.93 0.23 14.4 14.3 14.6 14.5 14.7 27.1 27.2 14.2 14.8 LID EXHIBIT EX1.1CALL 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 SCALE: 1"=40' 0 20 40 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\7-Exhibit\HFH022_LID Exhibit_F2.dwg - Matthew Pepin - 4/26/2023Init.#Issue / DescriptionDateBLOOM FILING TWOSIGHT TRIANGLE EXHIBITFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: HFH045 08.22.2022 EX1.0 EX1.1 MJP JEP Treated Added Impervious Area (acres) Volume Provided (cu.ft) 0.86 986 1.17 1344 0.60 1595 0.12 154 1.34 2174 0.14 342 0.03 72 0.21 2036 0.14 375 0.29 688 4.90 Min. Treated Area (acres)Total Percentage Treated 4.74 78% Stormwater Quality Strategy 20 - Underground Storage 21 - Underground Storage Volume Req. (cu.ft) Tributary Area (acres) 974 1336 Tributary Basins 1.81 E14.1, E14.2, E14.3, E14.4, E14.9 E14.5, E14.6, E14.7, E14.8 30 - Bioretention 31 - Bioretention Total Treatment E Basins E19.1, E19.2 E26.2 29 - Bioretention 28 - Bioretention 24 - Bioretention 26 - Underground Storage 27 - Bioretention 23 - Bioretention E26.1 E19.3 E19.4, E19.5, E19.6, E19.7 E26.5 0.50 472 2155 0.08 0.28 0.28E27.1 E27.2 227 57 346 231 0.28 1.87 151 1.28 6840.80 LID SUMMARY Basin E14, E19, E26, E27, OS 6.32 4.90 Tributary Basin Total added Impervious (acres) 0.20 Total Treated Area (Acres) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =67.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.670 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.21 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =55,756 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =974 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =9 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =747 sq ft D) Actual Flat Surface Area AActual =1500 sq ft E) Area at Design Depth (Top Surface Area)ATop =1800 sq ft F) Rain Garden Total Volume VT=1,238 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =974 cu ft iii) Orifice Diameter, 3/8" Minimum DO =5/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 20 (Tributary E14.1, E14.2, E14.3, E14.4, E14.9) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_20.xlsm, RG 4/26/2023, 10:25 AM Project: Chamber Model - SC-740 Units -Imperial Number of Chambers -9 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4941.20 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system -527 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 42 0.00 0.00 17.57 17.57 985.93 4944.70 41 0.00 0.00 17.57 17.57 968.37 4944.62 40 0.00 0.00 17.57 17.57 950.80 4944.53 39 0.00 0.00 17.57 17.57 933.23 4944.45 38 0.00 0.00 17.57 17.57 915.67 4944.37 37 0.00 0.00 17.57 17.57 898.10 4944.28 36 0.05 0.49 17.37 17.86 880.53 4944.20 35 0.16 1.47 16.98 18.45 862.67 4944.12 34 0.28 2.54 16.55 19.09 844.22 4944.03 33 0.60 5.44 15.39 20.83 825.14 4943.95 32 0.80 7.22 14.68 21.90 804.31 4943.87 31 0.95 8.56 14.14 22.70 782.41 4943.78 30 1.07 9.67 13.70 23.37 759.71 4943.70 29 1.18 10.62 13.32 23.94 736.34 4943.62 28 1.27 11.39 13.01 24.40 712.40 4943.53 27 1.36 12.20 12.69 24.88 688.00 4943.45 26 1.45 13.09 12.33 25.42 663.12 4943.37 25 1.52 13.72 12.08 25.80 637.70 4943.28 24 1.58 14.24 11.87 26.11 611.90 4943.20 23 1.64 14.78 11.65 26.43 585.79 4943.12 22 1.70 15.30 11.45 26.74 559.35 4943.03 21 1.75 15.78 11.26 27.03 532.61 4942.95 20 1.80 16.23 11.08 27.30 505.57 4942.87 19 1.85 16.69 10.89 27.58 478.27 4942.78 18 1.89 17.04 10.75 27.79 450.69 4942.70 17 1.93 17.41 10.60 28.01 422.90 4942.62 16 1.97 17.77 10.46 28.23 394.89 4942.53 15 2.01 18.09 10.33 28.42 366.66 4942.45 14 2.04 18.40 10.20 28.61 338.24 4942.37 13 2.07 18.67 10.10 28.77 309.63 4942.28 12 2.10 18.94 9.99 28.93 280.86 4942.20 11 2.13 19.19 9.89 29.08 251.92 4942.12 10 2.15 19.38 9.81 29.20 222.84 4942.03 9 2.18 19.59 9.73 29.32 193.65 4941.95 8 2.20 19.79 9.65 29.44 164.32 4941.87 7 2.21 19.87 9.62 29.49 134.89 4941.78 6 0.00 0.00 17.57 17.57 105.40 4941.70 5 0.00 0.00 17.57 17.57 87.83 4941.62 4 0.00 0.00 17.57 17.57 70.27 4941.53 3 0.00 0.00 17.57 17.57 52.70 4941.45 2 0.00 0.00 17.57 17.57 35.13 4941.37 1 0.00 0.00 17.57 17.57 17.57 4941.28 REV1 Bloom Filing 2: LID 20 304 sf min. area StormTech SC-740 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =65.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.650 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.20 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =78,844 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,336 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =10 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =1025 sq ft D) Actual Flat Surface Area AActual =1607 sq ft E) Area at Design Depth (Top Surface Area)ATop =1800 sq ft F) Rain Garden Total Volume VT=1,420 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,336 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 21 (Tributary E14.5, E14.6) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_21.xlsm, RG 4/26/2023, 10:23 AM Project: Chamber Model - SC-740 Units -Imperial Number of Chambers -13 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4940.23 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system -704 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 42 0.00 0.00 23.47 23.47 1344.02 4943.73 41 0.00 0.00 23.47 23.47 1320.55 4943.65 40 0.00 0.00 23.47 23.47 1297.08 4943.56 39 0.00 0.00 23.47 23.47 1273.62 4943.48 38 0.00 0.00 23.47 23.47 1250.15 4943.40 37 0.00 0.00 23.47 23.47 1226.68 4943.31 36 0.05 0.71 23.18 23.90 1203.22 4943.23 35 0.16 2.12 22.62 24.74 1179.32 4943.15 34 0.28 3.67 22.00 25.67 1154.58 4943.06 33 0.60 7.85 20.33 28.18 1128.92 4942.98 32 0.80 10.42 19.30 29.72 1100.74 4942.90 31 0.95 12.36 18.52 30.88 1071.02 4942.81 30 1.07 13.97 17.88 31.85 1040.14 4942.73 29 1.18 15.35 17.33 32.67 1008.29 4942.65 28 1.27 16.45 16.89 33.34 975.62 4942.56 27 1.36 17.62 16.42 34.04 942.28 4942.48 26 1.45 18.90 15.91 34.81 908.24 4942.40 25 1.52 19.82 15.54 35.36 873.43 4942.31 24 1.58 20.57 15.24 35.81 838.07 4942.23 23 1.64 21.35 14.93 36.28 802.26 4942.15 22 1.70 22.09 14.63 36.72 765.99 4942.06 21 1.75 22.79 14.35 37.14 729.26 4941.98 20 1.80 23.44 14.09 37.53 692.13 4941.90 19 1.85 24.11 13.82 37.94 654.60 4941.81 18 1.89 24.61 13.62 38.23 616.66 4941.73 17 1.93 25.14 13.41 38.55 578.43 4941.65 16 1.97 25.67 13.20 38.87 539.88 4941.56 15 2.01 26.13 13.02 39.14 501.00 4941.48 14 2.04 26.58 12.83 39.42 461.86 4941.40 13 2.07 26.97 12.68 39.65 422.44 4941.31 12 2.10 27.36 12.52 39.88 382.79 4941.23 11 2.13 27.71 12.38 40.09 342.91 4941.15 10 2.15 28.00 12.27 40.27 302.81 4941.06 9 2.18 28.30 12.15 40.45 262.55 4940.98 8 2.20 28.58 12.04 40.61 222.10 4940.90 7 2.21 28.70 11.99 40.68 181.48 4940.81 6 0.00 0.00 23.47 23.47 140.80 4940.73 5 0.00 0.00 23.47 23.47 117.33 4940.65 4 0.00 0.00 23.47 23.47 93.87 4940.56 3 0.00 0.00 23.47 23.47 70.40 4940.48 2 0.00 0.00 23.47 23.47 46.93 4940.40 1 0.00 0.00 23.47 23.47 23.47 4940.31 REV1 Bloom Filing 2: LID 21 439 sf min. area StormTech SC-740 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =74.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.740 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =34,848 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =684 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =516 sq ft D) Actual Flat Surface Area AActual =523 sq ft E) Area at Design Depth (Top Surface Area)ATop =1600 sq ft F) Rain Garden Total Volume VT=1,062 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =684 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1/4 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 23 Tributary (E19.1, E19.2) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_23.xlsm, RG 4/26/2023, 10:22 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 23 Tributary (E19.1, E19.2) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_23.xlsm, RG 4/26/2023, 10:22 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =42.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.420 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.15 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =12,197 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =151 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =102 sq ft D) Actual Flat Surface Area AActual =213 sq ft E) Area at Design Depth (Top Surface Area)ATop =401 sq ft F) Rain Garden Total Volume VT=154 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =151 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1/8 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 24 (Tributary E19.3) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_24.xlsm, RG 4/26/2023, 10:21 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 24 (Tributary E19.3) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_24.xlsm, RG 4/26/2023, 10:21 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =72.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =81,457 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =2,155 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =10 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =1173 sq ft D) Actual Flat Surface Area AActual =2000 sq ft E) Area at Design Depth (Top Surface Area)ATop =3700 sq ft F) Rain Garden Total Volume VT=2,375 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =335.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =2,155 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 26 (Tributary E19.4 E19.5 E19.6 E19.7) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_26.xlsm, RG 4/26/2023, 10:20 AM Project: Chamber Model - SC-740 Units -Imperial Number of Chambers -23 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4941.22 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system -1100 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 42 0.00 0.00 36.67 36.67 2174.12 4944.72 41 0.00 0.00 36.67 36.67 2137.45 4944.64 40 0.00 0.00 36.67 36.67 2100.79 4944.55 39 0.00 0.00 36.67 36.67 2064.12 4944.47 38 0.00 0.00 36.67 36.67 2027.45 4944.39 37 0.00 0.00 36.67 36.67 1990.79 4944.30 36 0.05 1.26 36.16 37.43 1954.12 4944.22 35 0.16 3.75 35.17 38.91 1916.70 4944.14 34 0.28 6.48 34.07 40.56 1877.78 4944.05 33 0.60 13.89 31.11 45.00 1837.22 4943.97 32 0.80 18.44 29.29 47.73 1792.22 4943.89 31 0.95 21.87 27.92 49.79 1744.49 4943.80 30 1.07 24.71 26.78 51.49 1694.71 4943.72 29 1.18 27.15 25.81 52.96 1643.21 4943.64 28 1.27 29.11 25.02 54.13 1590.25 4943.55 27 1.36 31.17 24.20 55.37 1536.12 4943.47 26 1.45 33.44 23.29 56.73 1480.76 4943.39 25 1.52 35.07 22.64 57.71 1424.02 4943.30 24 1.58 36.39 22.11 58.50 1366.31 4943.22 23 1.64 37.77 21.56 59.33 1307.81 4943.14 22 1.70 39.09 21.03 60.12 1248.48 4943.05 21 1.75 40.32 20.54 60.86 1188.36 4942.97 20 1.80 41.46 20.08 61.55 1127.50 4942.89 19 1.85 42.66 19.60 62.27 1065.96 4942.80 18 1.89 43.54 19.25 62.79 1003.69 4942.72 17 1.93 44.48 18.87 63.36 940.90 4942.64 16 1.97 45.42 18.50 63.92 877.55 4942.55 15 2.01 46.23 18.18 64.40 813.62 4942.47 14 2.04 47.03 17.85 64.89 749.22 4942.39 13 2.07 47.72 17.58 65.30 684.33 4942.30 12 2.10 48.41 17.30 65.71 619.03 4942.22 11 2.13 49.03 17.05 66.09 553.32 4942.14 10 2.15 49.54 16.85 66.39 487.23 4942.05 9 2.18 50.07 16.64 66.71 420.84 4941.97 8 2.20 50.56 16.44 67.00 354.13 4941.89 7 2.21 50.77 16.36 67.13 287.13 4941.80 6 0.00 0.00 36.67 36.67 220.00 4941.72 5 0.00 0.00 36.67 36.67 183.33 4941.64 4 0.00 0.00 36.67 36.67 146.67 4941.55 3 0.00 0.00 36.67 36.67 110.00 4941.47 2 0.00 0.00 36.67 36.67 73.33 4941.39 1 0.00 0.00 36.67 36.67 36.67 4941.30 REV1 Bloom Filing 2: LID 26 777 sf min. area StormTech SC-740 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =71.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =8,712 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =227 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =124 sq ft D) Actual Flat Surface Area AActual =143 sq ft E) Area at Design Depth (Top Surface Area)ATop =228 sq ft F) Rain Garden Total Volume VT=186 cu ft TOTAL VOLUME < DESIGN VOLUME (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =227 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 27 (Tributary E26.2) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_27.xlsm, RG 4/26/2023, 10:14 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 27 (Tributary E26.2) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_27.xlsm, RG 4/26/2023, 10:14 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =39.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.390 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.14 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =3,485 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =57 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =27 sq ft D) Actual Flat Surface Area AActual =69 sq ft E) Area at Design Depth (Top Surface Area)ATop =217 sq ft F) Rain Garden Total Volume VT=72 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =57 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1/8 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 28 (Tributary E26.1) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_28.xlsm, RG 4/26/2023, 10:20 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 28 (Tributary E26.1) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_28.xlsm, RG 4/26/2023, 10:20 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =12,197 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =346 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =185 sq ft D) Actual Flat Surface Area AActual =3608 sq ft E) Area at Design Depth (Top Surface Area)ATop =4534 sq ft F) Rain Garden Total Volume VT=2,036 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =346 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1/4 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 29 (Tributary E26.5) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_29.xlsm, RG 4/26/2023, 10:11 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 29 (Tributary E26.5) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_29.xlsm, RG 4/26/2023, 10:11 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =49.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.490 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.16 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =12,197 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =231 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =120 sq ft D) Actual Flat Surface Area AActual =140 sq ft E) Area at Design Depth (Top Surface Area)ATop =294 sq ft F) Rain Garden Total Volume VT=217 cu ft TOTAL VOLUME < DESIGN VOLUME (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =231 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 30 (Tributary E27.1) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_30.xlsm, RG 4/26/2023, 10:10 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 30 (Tributary E27.1) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_30.xlsm, RG 4/26/2023, 10:10 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =59.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.590 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.19 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =21,780 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =472 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =257 sq ft D) Actual Flat Surface Area AActual =1250 sq ft E) Area at Design Depth (Top Surface Area)ATop =1500 sq ft F) Rain Garden Total Volume VT=688 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =472 cu ft iii) Orifice Diameter, 3/8" Minimum DO =5/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 31 (Tributary E27.2) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_31.xlsm, RG 4/26/2023, 10:08 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway April 26, 2023 Mulberry Filing 2 LID 31 (Tributary E27.2) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_31.xlsm, RG 4/26/2023, 10:08 AM ©2023 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: BLOOM FILING 2 FORT COLLINS, CO MARK KAELBERE 720-256-8225 MARK.KAELBERE@ADSPIPE.COM S344833 Advanced Drainage Systems, Inc. JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADSPIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM 1.STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-740 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-740. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 550 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist 79°DATEDRWNCHKDDESCRIPTION0010'20'SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430262 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CO24" EZ END CAP, PART# SC740ECEZ TYP OF ALL SC-740 24" CONNECTIONS & 24" ISOLATOR ROW PLUS CONNECTIONS CONCEPTUAL LAYOUT: LID 20 9 STORMTECH SC-740 CHAMBERS 6 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 986 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 527 SYSTEM AREA (ft²) 100 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS: LID 20 4952.20 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4946.20 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4945.70 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4945.70 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4945.70 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4944.70 TOP OF STONE 4944.20 TOP OF SC-740 CHAMBER 4941.71 12" BOTTOM MANIFOLD INVERT 4941.71 24" ISOLATOR ROW PLUS CONNECTION INVERT 4941.70 BOTTOM OF SC-740 CHAMBER 4941.20 BOTTOM OF STONE INSTALL FLAMP ON 24" ACCESS PIPE PART#SC74024RAMP (TYP 3 PLACES) NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES / TYP 2 PLACES) INSPECTION PORT (TYP 3 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 3 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN)StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 29.61'11.40'4.75'22.95'13.75'4.26'1.20'(TYP) DATEDRWNCHKDDESCRIPTION0010'20'SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430263 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CO24" EZ END CAP, PART# SC740ECEZ TYP OF ALL SC-740 24" CONNECTIONS & 24" ISOLATOR ROW PLUS CONNECTIONS CONCEPTUAL LAYOUT: LID 21 13 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1,344 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 704 SYSTEM AREA (ft²) 114 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS: LID 21 4951.23 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4945.23 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4944.73 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4944.73 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4944.73 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4943.73 TOP OF STONE 4943.23 TOP OF SC-740 CHAMBER 4940.74 12" BOTTOM MANIFOLD INVERT 4940.74 24" ISOLATOR ROW PLUS CONNECTION INVERT 4940.73 BOTTOM OF SC-740 CHAMBER 4940.23 BOTTOM OF STONE INSTALL FLAMP ON 24" ACCESS PIPE PART#SC74024RAMP (TYP 4 PLACES) NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 4 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 4 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN)StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) 22.95' 33.47'2.85'6.25'14.25' DATEDRWNCHKDDESCRIPTION0010'20'SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430264 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CO24" EZ END CAP, PART# SC740ECEZ TYP OF ALL SC-740 24" CONNECTIONS & 24" ISOLATOR ROW PLUS CONNECTIONS CONCEPTUAL LAYOUT: LID 26 23 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 2,174 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1100 SYSTEM AREA (ft²) 152 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS: LID 26 4952.22 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4946.22 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4945.72 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4945.72 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4945.72 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4944.72 TOP OF STONE 4944.22 TOP OF SC-740 CHAMBER 4941.73 12" BOTTOM MANIFOLD INVERT 4941.73 24" ISOLATOR ROW PLUS CONNECTION INVERT 4941.72 BOTTOM OF SC-740 CHAMBER 4941.22 BOTTOM OF STONE INSTALL FLAMP ON 24" ACCESS PIPE PART#SC74024RAMP (TYP 4 PLACES) NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 4 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 4 PLACES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN)StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 1.20" ABOVE CHAMBER BASE (SEE NOTES) 37.18' 43.85'11.38'16.15'4.75' SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430265 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CODATEDRWNCHKDDESCRIPTIONACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN D C B A 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN 30" (762 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-740 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS.StormTechChamber System888-892-2694 | WWW.STORMTECH.COM® SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430266 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CODATEDRWNCHKDDESCRIPTIONINSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-740 ISOLATOR ROW PLUS DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBERSTORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE EZ END CAP PART #: SC740ECEZ INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART#: SC74024RAMP NYLOPLAST SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST StormTechChamber System888-892-2694 | WWW.STORMTECH.COM® SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THEULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430267 74/19/23S344833SDMSDM BLOOM FILING 2FORT COLLINS, CODATEDRWNCHKDDESCRIPTIONPART #STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm)10.9" (277 mm)18.5" (470 mm)--- SC740EPE06B / SC740EPE06BPC ---0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm)12.2" (310 mm)16.5" (419 mm)--- SC740EPE08B / SC740EPE08BPC ---0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm)13.4" (340 mm)14.5" (368 mm)--- SC740EPE10B / SC740EPE10BPC ---0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm)14.7" (373 mm)12.5" (318 mm)--- SC740EPE12B / SC740EPE12BPC ---1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm)18.4" (467 mm)9.0" (229 mm)--- SC740EPE15B / SC740EPE15BPC ---1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm)19.7" (500 mm)5.0" (127 mm)--- SC740EPE18B / SC740EPE18BPC ---1.6" (41 mm) SC740ECEZ*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740ECEZ ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740ECEZ THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE*74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs.(33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE-CORED END CAPS END WITH "PC" SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A C B 51.0" (1295 mm) 30.0" (762 mm) 45.9" (1166 mm)12.2" (310 mm) 29.3" (744 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN)Nyloplast770-932-2443 | WWW.NYLOPLAST-US.COM® Bloom Filing 2 Final Drainage Report Alley Capacity Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.02000 ft/ft Normal Depth 0.43 ft Bottom Width 2.00 ft Discharge 6.24 ft³/s Cross Section Image Cross Section for SW Chase Example 11/16/2022 1:21:51 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01140 ft/ft Normal Depth 0.24 ft Discharge 5.90 ft³/s Cross Section Image Cross Section for E14.3 Alleyway-100yr 11/16/2022 1:23:01 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01470 ft/ft Normal Depth 0.24 ft Discharge 6.20 ft³/s Cross Section Image Cross Section for E14.6 Alleyway-100yr 11/16/2022 1:23:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00840 ft/ft Normal Depth 0.20 ft Discharge 9.40 ft³/s Cross Section Image Cross Section for E19.4 Alleyway-100yr 11/16/2022 1:25:48 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00833 ft/ft Normal Depth 0.19 ft Discharge 2.00 ft³/s Cross Section Image Cross Section for E26.3 Alleyway-100yr 11/16/2022 1:24:45 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Bloom Filing 2 Final Drainage Report APPENDIX E Drainage Maps E27.1 acres E19.1 0.84 1.0 0.30 acres E19.2 0.69 0.86 0.50 acres E19.3 0.48 0.59 0.28 acres E19.4 0.86 1.0 0.95 acres E26.2 0.71 0.89 0.20 acres E19.5 0.36 0.45 0.34 acres E19.6 0.65 0.81 0.32 acres E26.4 0.68 0.85 0.27 acres E26.5 0.75 0.94 0.28 acres E26.3 0.80 1.00 1.49 acres E19.7 0.83 1.00 0.26 acres OS4 0.35 0.44 0.04 26.5 OS4 26.3 26.4 26.1 19.719.5 19.219.1 19.4 19.3 19.6 26.2 acres E26.1 0.45 0.56 0.08 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F2\HFH045_C8.0_Drainage Map.dwg - Matthew Pepin - 4/26/2023Init.#Issue / DescriptionDateBLOOM FILING TWOPRELIMINARY DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: HFH045 08.22.2022 DRAINAGE PLAN C8.0CALL 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 SCALE: 1"=40' 0 20 40 MATCHLINE-SEE SHEET C10.1MATCHLINE-SEE SHEET C10.1DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT BASE FLOOD ELEVATION FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.No MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE SSTRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 2.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 3.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. 4.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. MJP JEP C8.1 C8.0 CENTERLINE DITCH DIRT DITCH 79° acres E14.2 0.68 0.85 0.21 acres E14.3 0.83 1.0 0.59 acres E14.6 0.66 0.83 0.75 acres E14.4 0.47 0.59 0.09 acres E14.5 0.62 0.77 0.12 acres E14.7 0.60 0.75 0.30 acres OS3 0.45 0.56 0.08 acres E14.8 0.64 0.80 0.64 acres E27.1 0.52 0.65 0.28 acres E27.2 0.61 0.77 0.50 acres OS2 0.42 0.52 0.03 acres E14.9 0.15 0.19 0.14 acres E14.1 0.74 0.93 0.23 14.4 14.3 14.6 14.5 14.7 27.1 27.2 14.2 14.8 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F2\HFH045_C8.0_Drainage Map.dwg - Matthew Pepin - 4/26/2023Init.#Issue / DescriptionDateBLOOM FILING TWOPRELIMINARY DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: HFH045 08.22.2022 DRAINAGE PLAN C8.1CALL 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 SCALE: 1"=40' 0 20 40 MATCHLINE-SEE SHEET C10.0DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT BASE FLOOD ELEVATION FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.No MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE SSTRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 2.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 3.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. 4.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. MJP JEP C8.1 C8.0