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HomeMy WebLinkAboutBLOOM FILING TWO - FDP230002 - SUBMITTAL DOCUMENTS - ROUND 1 - 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 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, 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 is the primary BMP to be placed in landscaping areas to provide both infiltration and filtration for the minor storm events. All LID’s will act as bioretention and flows greater than the water quality event will overtop into the outlet structure and be conveyed into the existing storm drain system. The implementation of LID BMP’s throughout the site has met the treatment 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 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. They 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).” 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:9.2 Basin E14+OS Basins:3.2 ~64%2.1 Basin E19:2.8 ~69%1.9 Basin E26+OS Basin:2.4 ~74%1.8 Basin E27:0.8 ~55%0.4 Treated Total:9.22 Total: 6.2 acres 24% to EDB 1.5 acres 76% to LID 4.7 acres 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.” Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 12 of 24 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 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. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 14 of 24 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. · 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. Bloom Filing 2 Final Drainage Report Galloway & Company, Inc.Page 15 of 24 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 0.26 0.44 0.55 6.4 5.5 0.3 1.4 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 1.2 E19.6 0.32 0.65 0.81 5.9 5.0 0.6 2.6 E19.7 0.16 0.75 0.94 5.0 5.0 0.3 1.5 E26.1 0.16 0.60 0.75 5.0 5.0 0.6 1.7 E26.2 0.20 0.71 0.89 7.0 5.6 0.3 11.0 E26.3 1.47 0.79 0.98 12.7 10.5 0.0 2.0 E26.4 0.26 0.64 0.80 7.6 6.0 0.3 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 2.0 E27.2 0.50 0.61 0.77 5.0 5.0 0.3 2.6 OS2 0.03 0.42 0.52 5.0 5.0 2.3 1.8 OS3 0.08 0.45 0.56 5.1 5.0 0.4 3.8 OS4 0.04 0.35 0.44 5.7 5.2 0.6 0.0 SITE TOTAL 9.22 (TO DETENTION POND D)0.26 --0.3 1.4 (TO DETENTION POND E)8.73 --14.5 67.3 TO LID 20 1.28 -- TO LID 21 1.81 -- TO LID 23 0.80 -- TO LID 24 0.26 -- TO LID 26 1.77 -- TO LID 27 0.20 -- TO LID 28 0.16 -- TO LID 29 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 0.26 95 0.00 0 15 0.19 11 95 0.09 33 0.44 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 0.16 95 0.05 30 15 0.04 4 95 0.07 42 0.75 Total E19 2.83 E26.1 0.16 95 0.09 53 15 0.07 7 95 0.00 0 0.60 E26.2 0.20 95 0.02 10 15 0.06 5 95 0.12 57 0.71 E26.3 1.47 95 0.66 43 15 0.30 3 95 0.51 33 0.79 E26.4 0.26 95 0.01 4 15 0.10 6 95 0.15 55 0.64 E26.5 0.28 95 0.01 3 15 0.07 4 95 0.20 68 0.75 Total E26 + OS4 2.41 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 9.22 Total Area (ac)Runoff Coefficient Area (ac) Roofs Runoff Coefficient COMPOSITE RUNOFF COEFFICIENTS Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac) HFH22 Area Weighted C2Basin ID Page 2 of 6 1/16/2023 95%5%100% Total Area (ac)Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac)Area Weighted C2Basin ID %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)0.26 38% LID 26 (Tributary E19.4, E19.5, E19.6, E19.7)1.77 71% LID 27 (Tributary E26.2)0.20 71% LID 28 (Tributary E26.1)0.16 56% LID 29 (Tributary E26.5)0.28 76% LID 31 (Tributary E27.2)0.50 59% Page 3 of 6 1/16/2023 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 0.26 B 0.44 0.44 0.55 30 2.00 5.4 4.5 174 2.00 20 2.8 1.1 6.4 5.5 204 11.1 6.4 5.5 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 0.16 B 0.75 0.75 0.94 60 2.00 4.0 1.9 80 1.00 20 2.5 0.5 4.6 2.4 140 10.8 5.0 5.0 E26.1 0.16 B 0.60 0.60 0.75 20 1.00 4.2 2.9 90 1.00 20 5.6 0.3 4.5 3.2 110 10.6 5.0 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 1.47 B 0.79 0.79 0.98 100 2.00 4.7 1.7 380 1.00 20 0.7 8.7 13.4 10.5 480 12.7 12.7 10.5 E26.4 0.26 B 0.64 0.64 0.80 45 2.00 4.6 3.0 190 0.26 20 1.0 3.1 7.6 6.0 235 11.3 7.6 6.0 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 20 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) Paved Areas and Shallow Paved Swales DATA Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway Page 4 of 6 1/16/2023 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 0.26 0.44 6.4 0.11 2.67 0.3 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 0.16 0.75 5.0 0.12 2.85 0.3 26.1 E26.1 0.16 0.60 5.0 0.10 2.85 0.3 26.2 E26.2 0.20 0.71 7.0 0.14 2.59 0.4 26.3 E26.3 1.47 0.79 12.7 1.16 2.03 2.3 26.4 E26.4 0.26 0.64 7.6 0.17 2.51 0.4 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 1/16/2023 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 0.26 0.55 5.5 0.14 9.71 1.4 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 0.16 0.94 5.0 0.15 9.95 1.5 26.1 E26.1 0.16 0.75 5.0 0.12 9.95 1.2 26.2 E26.2 0.20 0.89 5.6 0.18 9.69 1.7 26.3 E26.3 1.47 0.98 10.5 1.45 7.61 11.0 26.4 E26.4 0.26 0.80 6.0 0.21 9.48 2.0 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 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 Page 6 of 6 1/16/2023 Bloom Filing 2 Final Drainage Report APPENDIX D Hydraulic Calculations Scenario: 2 year Current Time Step: 0.000 h FlexTable: GAL - Conduit Table ID 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) 264 P-4 (1)SD AREA INLET P1 SD P OUTFALL 4,941.83 4,941.59 60.2 0.004 12.0 0.013 0.42 2.19 2.25 4,942.12 4,941.85 4,942.19 4,941.95 196 P-5 SD AREA INLET O3 SD AREA INLET O2 4,944.44 4,944.33 29.0 0.004 12.0 0.013 0.04 1.07 2.18 4,944.53 4,944.48 4,944.55 4,944.49 198 P-6 SD AREA INLET O2 SD AREA INLET O1 4,944.33 4,944.21 29.2 0.004 12.0 0.013 0.08 1.36 2.30 4,944.46 4,944.39 4,944.49 4,944.40 210 P-7 SD AREA INLET O1 SD O OUTFALL 4,944.21 4,944.09 30.2 0.004 12.0 0.013 0.11 1.47 2.21 4,944.36 4,944.23 4,944.40 4,944.28 207 P-9 SD AREA INLET Q1 SD Q OUTFALL 4,943.38 4,943.21 37.8 0.004 15.0 0.013 1.54 3.23 4.33 4,943.89 4,943.70 4,944.06 4,943.88 211 P-13 (1)SD AREA INLET M6 SD AREA INLET M5 4,943.39 4,943.35 18.0 0.002 12.0 0.013 0.09 1.15 1.68 4,943.72 4,943.72 4,943.72 4,943.72 214 P-13 (1) (1)SD AREA INLET M5 SD AREA INLET M4 4,943.35 4,943.32 17.5 0.002 12.0 0.013 0.18 1.28 1.48 4,943.71 4,943.71 4,943.72 4,943.71 216 P-14 SD AREA INLET M4 SD AREA INLET M3 4,943.32 4,943.26 31.1 0.002 12.0 0.013 0.27 1.49 1.56 4,943.69 4,943.68 4,943.71 4,943.69 223 P-14 (1)SD AREA INLET M3 SD AREA INLET M2 4,943.26 4,943.17 45.5 0.002 12.0 0.013 0.36 1.63 1.58 4,943.67 4,943.65 4,943.69 4,943.66 230 P-15 SD AREA INLET M2 SD AREA INLET M1 4,943.17 4,943.04 52.1 0.002 12.0 0.013 0.44 1.87 1.78 4,943.62 4,943.60 4,943.65 4,943.61 238 P-16 SD AREA INLET M1 SD M OUTFALL 4,943.05 4,942.90 76.8 0.002 12.0 0.013 0.80 2.01 1.57 4,943.54 4,943.27 4,943.61 4,943.41 194 P-17 SD AREA INLET N3 SD AREA INLET N2 4,943.86 4,943.64 21.8 0.010 12.0 0.013 0.10 2.02 3.58 4,943.99 4,943.89 4,944.04 4,943.89 199 P-18 SD AREA INLET N2 SD AREA INLET N1 4,943.64 4,943.23 41.8 0.010 12.0 0.013 0.21 2.45 3.53 4,943.83 4,943.69 4,943.89 4,943.70 221 P-19 SD AREA INLET N1 SD N OUTFALL 4,943.23 4,942.78 44.6 0.010 12.0 0.013 0.64 3.45 3.58 4,943.56 4,943.07 4,943.68 4,943.25 217 P-26 SD AREA INLET D4 SD AREA INLET D3 4,943.20 4,942.76 22.3 0.020 12.0 0.013 0.09 2.45 5.04 4,943.33 4,942.99 4,943.37 4,942.99 226 P-26 (1)SD AREA INLET D3 SD AREA INLET D2 4,942.76 4,942.39 18.5 0.020 12.0 0.013 0.18 3.02 5.04 4,942.93 4,942.66 4,942.99 4,942.68 233 P-27 SD AREA INLET D2 SD AREA INLET D1 4,942.39 4,941.65 36.7 0.020 15.0 0.013 0.27 3.40 9.13 4,942.60 4,941.81 4,942.67 4,941.99 208 P-28 SD AREA INLET C2 SD AREA INLET C1 4,942.97 4,942.20 38.1 0.020 12.0 0.013 0.13 2.77 5.04 4,943.12 4,942.32 4,943.17 4,942.44 166 P-35 SD AREA INLET J1 SD J OUTFALL 4,944.98 4,944.34 161.1 0.004 12.0 0.013 0.51 2.31 2.25 4,945.30 4,944.64 4,945.39 4,944.74 168 P-36 SD AREA INLET A7 SD AREA INLET A6 4,946.45 4,946.34 21.9 0.005 12.0 0.013 0.06 1.31 2.54 4,946.56 4,946.52 4,946.58 4,946.53 169 P-36 (1)SD AREA INLET A6 SD AREA INLET A5 4,946.34 4,946.15 38.7 0.005 12.0 0.013 0.11 1.61 2.52 4,946.49 4,946.36 4,946.53 4,946.37 172 P-36 (1) (1)SD AREA INLET A5 SD AREA INLET A4 4,946.15 4,945.93 43.7 0.005 12.0 0.013 0.16 1.80 2.52 4,946.32 4,946.17 4,946.37 4,946.19 174 P-37 SD AREA INLET A4 SD AREA INLET A3 4,945.93 4,945.69 48.5 0.005 12.0 0.013 0.21 1.95 2.52 4,946.13 4,945.95 4,946.19 4,945.97 180 P-37 (1)SD AREA INLET A3 SD AREA INLET A2 4,945.69 4,945.51 35.8 0.005 12.0 0.013 0.26 2.07 2.52 4,945.91 4,945.81 4,945.97 4,945.83 184 P-38 SD AREA INLET A2 SD AREA INLET A1 4,945.51 4,943.42 33.4 0.063 12.0 0.013 0.31 5.30 8.92 4,945.74 4,943.55 4,945.82 4,943.98 229 P-47 SD AREA INLET B1 SDMH B CONNECT TO EXISTING 4,941.84 4,941.73 21.4 0.005 24.0 0.013 2.48 3.70 16.00 4,942.38 4,942.26 4,942.58 4,942.47 212 P-48 SD AREA INLET C1 SD C CONNECT TO EXSITING 4,941.70 4,941.69 3.3 0.004 18.0 0.013 0.27 1.90 6.96 4,941.90 4,941.88 4,941.96 4,941.94 241 P-49 SD AREA INLET D1 SD D CONNECT TO EXISTING 4,941.15 4,941.12 3.3 0.010 18.0 0.013 0.35 2.76 10.50 4,941.37 4,941.31 4,941.45 4,941.42 265 P-50 SD AREA INLET E1 SD E CONNECT TO EXISTING 4,940.45 4,940.42 6.6 0.004 24.0 0.013 2.58 3.46 14.31 4,941.02 4,940.98 4,941.21 4,941.18 249 P-51 SD AREA INLET L1.1 O-11 4,939.17 4,939.13 8.8 0.005 24.0 0.013 0.29 1.95 16.00 4,939.36 4,939.31 4,939.42 4,939.37 219 P-52 SD AREA INLET G1 SD G CONNECT TO EXISTING 4,941.71 4,941.66 10.9 0.005 24.0 0.013 0.01 0.58 15.34 4,941.74 4,941.69 4,941.75 4,941.69 228 P-53 SD AREA INLET H1 SD H CONNECT TO EXISTING 4,940.75 4,940.69 30.8 0.002 24.0 0.013 0.44 1.61 10.12 4,941.03 4,940.92 4,941.07 4,940.99 193 P-54 SD AREA INLET Q10.1 SD OUTFALL Q10.1A 4,940.34 4,940.31 5.6 0.005 24.0 0.013 0.10 1.48 16.63 4,940.45 4,940.42 4,940.49 4,940.46 182 P-55 SD AREA INLET A1 SD A OUTFALL 4,942.42 4,942.39 6.0 0.005 24.0 0.013 0.36 2.08 15.94 4,942.63 4,942.59 4,942.69 4,942.66 209 P-57 SD AREA INLET Q10.3 SD AREA INLET Q10.2 4,943.67 4,943.52 37.1 0.004 12.0 0.013 0.04 1.06 2.25 4,943.76 4,943.67 4,943.78 4,943.67 220 P-58 SD AREA INLET Q10.2 SD AREA INLET Q10.1 4,943.52 4,943.43 24.2 0.004 12.0 0.013 0.07 1.30 2.25 4,943.64 4,943.53 4,943.67 4,943.57 392 P-59 SD AREA INLET S1 SD AREA INLET S 4,941.73 4,941.57 -0.004 15.0 0.013 1.03 2.72 3.96 4,942.17 4,941.97 4,942.28 4,942.11 390 P-60 SD AREA INLET S2 SD AREA INLET S1 4,941.98 4,941.73 -0.004 15.0 0.013 1.02 2.82 4.13 4,942.45 4,942.15 4,942.57 4,942.31 389 P-61 SD AREA INLET S3 SD AREA INLET S2 4,942.32 4,942.11 -0.004 12.0 0.013 0.88 2.70 2.26 4,942.75 4,942.61 4,942.86 4,942.69 388 P-62 SD AREA INLET S3 SD AREA INLET S4 4,942.32 4,942.39 --0.004 12.0 0.013 0.72 2.47 2.15 4,942.84 4,942.82 4,942.91 4,942.87 237 P-63 SD AREA INLET S4 SD AREA INLET S5 4,942.39 4,942.51 29.2 -0.004 12.0 0.013 0.57 2.41 2.29 4,942.90 4,942.88 4,942.96 4,942.91 183 P-64 SD T OUTFALL SD AREA INLET T1 4,945.32 4,945.44 24.3 -0.005 12.0 0.013 0.37 2.29 2.51 4,945.70 4,945.57 4,945.78 4,945.66 181 P-64 (1)SD AREA INLET T1 SD AREA INLET T2 4,945.44 4,945.57 25.2 -0.005 12.0 0.013 0.19 1.91 2.56 4,945.79 4,945.79 4,945.82 4,945.79 188 P-66 SD AREA INLET R4 SD AREA INLET R3 4,944.75 4,944.67 20.0 0.004 12.0 0.013 0.06 1.26 2.25 4,944.88 4,944.87 4,944.90 4,944.88 190 P-67 SD AREA INLET R3 SD AREA INLET R2 4,944.67 4,944.60 19.9 0.004 12.0 0.013 0.12 1.47 2.11 4,944.85 4,944.83 4,944.87 4,944.84 197 P-68 SD AREA INLET R2 SD AREA INLET R1 4,944.60 4,944.43 40.9 0.004 12.0 0.013 0.18 1.75 2.30 4,944.79 4,944.72 4,944.84 4,944.73 202 P-69 SD AREA INLET R1 SD R OUTFALL 4,944.43 4,944.34 22.9 0.004 12.0 0.013 0.24 1.86 2.23 4,944.65 4,944.54 4,944.71 4,944.61 244 P-71 SD AREA INLET U4 SD AREA INLET U3 4,941.65 4,941.53 31.3 0.004 12.0 0.013 0.08 1.35 2.20 4,941.80 4,941.78 4,941.82 4,941.79 242 P-72 SD AREA INLET U3 SD AREA INLET U2 4,941.53 4,941.38 37.6 0.004 12.0 0.013 0.16 1.66 2.23 4,941.72 4,941.69 4,941.76 4,941.70 243 P-73 SD AREA INLET U2 SD AREA INLET U1 4,941.38 4,941.20 45.7 0.004 12.0 0.013 0.24 1.87 2.25 4,941.67 4,941.66 4,941.70 4,941.67 263 P-74 SD AREA INLET U1 SD U OUTFALL 4,941.20 4,939.51 38.7 0.044 12.0 0.013 0.55 5.55 7.44 4,941.51 4,940.51 4,941.62 4,940.52 251 P-75 SD AREA INLET U1.3 SD AREA INLET U1.2 4,941.66 4,941.54 30.1 0.004 12.0 0.013 0.08 1.39 2.29 4,941.81 4,941.79 4,941.83 4,941.80 253 P-76 SD AREA INLET U1.2 SD AREA INLET U1.1 4,941.54 4,941.39 39.5 0.004 12.0 0.013 0.17 1.66 2.23 4,941.73 4,941.69 4,941.77 4,941.70 257 P-77 SD AREA INLET U1.1 SD AREA INLET U1 4,941.39 4,941.20 46.7 0.004 12.0 0.013 0.24 1.88 2.25 4,941.67 4,941.66 4,941.70 4,941.67 222 P-80 SD AREA INLET S5 SD AREA INLET S6 4,942.51 4,942.61 24.1 -0.004 12.0 0.013 0.41 2.21 2.30 4,942.95 4,942.94 4,943.00 4,942.97 215 P-81 SD AREA INLET S6 SD AREA INLET S7 4,942.61 4,942.76 38.9 -0.004 12.0 0.013 0.25 1.87 2.21 4,943.01 4,942.99 4,943.05 4,943.00 246 P-83 SD V OUTFALL SD AREA INLET V1 4,942.71 4,942.83 30.2 -0.004 12.0 0.013 0.56 2.38 2.25 4,943.17 4,943.02 4,943.26 4,943.13 245 P-84 SD AREA INLET V1 SD AREA INLET V2 4,942.83 4,942.97 34.5 -0.004 12.0 0.013 0.29 1.97 2.27 4,943.26 4,943.25 4,943.30 4,943.26 177 P-87 SD W OUTFALL SD AREA INLET W1 4,945.32 4,945.93 43.0 -0.014 12.0 0.013 0.00 0.00 4.25 4,945.93 4,945.32 4,945.93 4,945.32 205 P-109 SD AREA INLET Q2 SD AREA INLET Q1 4,943.68 4,943.49 48.6 0.004 12.0 0.013 0.95 2.73 2.23 4,944.14 4,944.04 4,944.26 4,944.11 204 P-110 SD AREA INLET Q3 SD AREA INLET Q2 4,943.83 4,943.72 27.9 0.004 12.0 0.013 0.36 2.08 2.24 4,944.25 4,944.25 4,944.27 4,944.26 224 P-111 SD AREA INLET Q4 SD AREA INLET Q3 4,943.94 4,943.83 28.7 0.004 12.0 0.013 0.33 2.01 2.21 4,944.27 4,944.26 4,944.30 4,944.27 206 P-112 SD AREA INLET Q5 SD AREA INLET Q4 4,944.13 4,943.94 47.0 0.004 12.0 0.013 0.30 2.00 2.26 4,944.38 4,944.30 4,944.44 4,944.32 201 P-113 SD AREA INLET Q6 SD AREA INLET Q5 4,944.26 4,944.13 32.2 0.004 12.0 0.013 0.27 1.94 2.26 4,944.49 4,944.40 4,944.55 4,944.44 187 P-114 SD AREA INLET Q7 SD AREA INLET Q6 4,944.33 4,944.26 18.5 0.004 12.0 0.013 0.24 1.82 2.19 4,944.56 4,944.52 4,944.60 4,944.55 186 P-115 SD AREA INLET Q8 SD AREA INLET Q7 4,944.41 4,944.33 19.8 0.004 12.0 0.013 0.20 1.78 2.26 4,944.61 4,944.58 4,944.66 4,944.61 195 P-116 SD AREA INLET Q9 SD AREA INLET Q8 4,944.57 4,944.41 39.7 0.004 12.0 0.013 0.17 1.69 2.26 4,944.76 4,944.64 4,944.80 4,944.66 192 P-117 SD AREA INLET Q10 SD AREA INLET Q9 4,944.60 4,944.57 7.5 0.004 12.0 0.013 0.14 1.58 2.26 4,944.79 4,944.78 4,944.82 4,944.80 191 P-118 SD AREA INLET Q11 SD AREA INLET Q10 4,944.69 4,944.60 24.1 0.004 12.0 0.013 0.09 1.37 2.18 4,944.84 4,944.82 4,944.86 4,944.83 200 P-119 SD AREA INLET Q12 SD AREA INLET Q11 4,944.83 4,944.69 34.2 0.004 12.0 0.013 0.05 1.16 2.28 4,944.93 4,944.86 4,944.95 4,944.86 240 P-120 SD AREA INLET L1 SD L OUTFALL 4,941.71 4,941.37 85.2 0.004 12.0 0.013 0.34 2.07 2.25 4,941.98 4,941.61 4,942.04 4,941.70 239 P-121 SD AREA INLET L2 SD AREA INLET L1 4,942.12 4,942.00 31.2 0.004 12.0 0.013 0.30 1.97 2.21 4,942.37 4,942.23 4,942.43 4,942.31 261 P-122 SD AREA INLET L3 SD AREA INLET L2 4,942.24 4,942.13 27.5 0.004 12.0 0.013 0.26 1.91 2.25 4,942.47 4,942.40 4,942.53 4,942.44 259 P-123 SD AREA INLET L4 SD AREA INLET L3 4,942.32 4,942.23 20.6 0.004 12.0 0.013 0.22 1.88 2.35 4,942.53 4,942.51 4,942.58 4,942.54 258 P-124 SD AREA INLET L5 SD AREA INLET L4 4,942.37 4,942.32 14.0 0.004 12.0 0.013 0.18 1.64 2.13 4,942.58 4,942.56 4,942.61 4,942.58 254 P-125 SD AREA INLET L6 SD AREA INLET L5 4,942.52 4,942.37 36.0 0.004 12.0 0.013 0.13 1.60 2.30 4,942.68 4,942.60 4,942.72 4,942.62 234 P-126 SD AREA INLET L7 SD AREA INLET L6 4,942.69 4,942.52 42.6 0.004 12.0 0.013 0.09 1.40 2.25 4,942.83 4,942.71 4,942.86 4,942.72 225 P-127 SD AREA INLET L7 SD AREA INLET L8 4,942.53 4,942.71 48.8 -0.004 12.0 0.013 0.05 1.13 2.19 4,942.87 4,942.87 4,942.88 4,942.87 Page 1 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/0e3hc3zy.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\HFH022_StormCAD_F2_New.stsw 444 P-129 SD AREA INLET X1 S-63 4,942.31 4,942.26 12.6 0.004 24.0 0.013 0.19 1.59 14.27 4,942.47 4,942.41 4,942.51 4,942.46 231 P-130 SD AREA INLET E1 SD AREA INLET E2 4,941.45 4,941.74 72.7 -0.004 18.0 0.013 2.04 3.30 6.64 4,942.31 4,941.99 4,942.48 4,942.19 232 P-131 SD AREA INLET E2 SD AREA INLET E3 4,941.74 4,941.93 49.1 -0.004 18.0 0.013 1.49 2.99 6.53 4,942.49 4,942.46 4,942.58 4,942.51 235 P-132 SD AREA INLET E3 SD AREA INLET E4 4,941.93 4,942.28 86.0 -0.004 18.0 0.013 0.92 2.71 6.70 4,942.68 4,942.56 4,942.80 4,942.59 179 P-141 SD AREA INLET I1 SD I OUTFALL 4,945.59 4,945.32 68.2 0.004 15.0 0.013 0.80 2.57 4.06 4,945.97 4,945.67 4,946.07 4,945.80 176 P-142 SD AREA INLET I2 SD AREA INLET I1 4,945.83 4,945.72 29.0 0.004 12.0 0.013 0.63 2.42 2.20 4,946.20 4,946.05 4,946.29 4,946.17 173 P-143 SD AREA INLET I3 SD AREA INLET I2 4,945.98 4,945.83 37.6 0.004 12.0 0.013 0.58 2.40 2.25 4,946.33 4,946.23 4,946.42 4,946.29 171 P-144 SD AREA INLET I4 SD AREA INLET I3 4,946.09 4,945.98 27.2 0.004 12.0 0.013 0.52 2.34 2.27 4,946.49 4,946.48 4,946.54 4,946.50 170 P-145 SD AREA INLET I5 SD AREA INLET I4 4,946.22 4,946.09 31.2 0.004 12.0 0.013 0.46 2.28 2.30 4,946.54 4,946.51 4,946.61 4,946.54 167 P-146 SD AREA INLET I6 SD AREA INLET I5 4,946.28 4,946.22 15.8 0.004 12.0 0.013 0.40 2.12 2.20 4,946.59 4,946.57 4,946.65 4,946.61 164 P-147 SD AREA INLET I7 SD AREA INLET I6 4,946.38 4,946.28 25.5 0.004 12.0 0.013 0.33 2.04 2.23 4,946.65 4,946.62 4,946.71 4,946.65 163 P-148 SD AREA INLET I8 SD AREA INLET I7 4,946.49 4,946.38 26.3 0.004 12.0 0.013 0.27 1.96 2.30 4,946.72 4,946.68 4,946.78 4,946.71 162 P-149 SD AREA INLET I9 SD AREA INLET I8 4,946.67 4,946.49 46.6 0.004 12.0 0.013 0.21 1.77 2.22 4,946.88 4,946.76 4,946.92 4,946.78 161 P-150 SD AREA INLET I10 SD AREA INLET I9 4,946.74 4,946.67 16.0 0.004 12.0 0.013 0.14 1.64 2.36 4,946.94 4,946.93 4,946.96 4,946.94 446 P-151 SD AREA INLET I11 SD AREA INLET I10 4,946.85 4,946.74 -0.004 12.0 0.013 0.07 1.29 2.22 4,946.98 4,946.97 4,947.00 4,946.97 227 P-153 SD AREA INLET E5 SD AREA INLET E4 4,942.31 4,942.28 7.4 0.004 15.0 0.013 0.38 2.15 4.12 4,942.91 4,942.91 4,942.92 4,942.92 218 P-154 SD AREA INLET E6 SD AREA INLET E5 4,942.45 4,942.31 36.6 0.004 15.0 0.013 0.31 1.98 4.00 4,942.92 4,942.92 4,942.93 4,942.92 213 P-155 SD AREA INLET E7 SD AREA INLET E6 4,942.65 4,942.45 49.2 0.004 15.0 0.013 0.24 1.87 4.12 4,942.94 4,942.93 4,942.96 4,942.93 440 P-156 SD AREA INLET E8 SD AREA INLET E7 4,942.83 4,942.65 43.8 0.004 15.0 0.013 0.16 1.68 4.14 4,943.01 4,942.96 4,943.05 4,942.97 441 P-157 SD AREA INLET E9 SD AREA INLET E8 4,942.98 4,942.83 37.9 0.004 12.0 0.013 0.08 1.36 2.24 4,943.11 4,943.05 4,943.14 4,943.05 165 P-163 SD AREA INLET J2 SD AREA INLET J1 4,945.05 4,944.98 16.5 0.004 12.0 0.013 0.43 2.25 2.32 4,945.46 4,945.46 4,945.49 4,945.48 189 P-164 SD AREA INLET J3 SD AREA INLET J2 4,945.17 4,945.05 30.4 0.004 12.0 0.013 0.34 2.07 2.24 4,945.49 4,945.48 4,945.53 4,945.50 185 P-165 SD AREA INLET J4 SD AREA INLET J3 4,945.42 4,945.17 60.8 0.004 12.0 0.013 0.26 1.94 2.28 4,945.65 4,945.51 4,945.71 4,945.53 178 P-166 SD AREA INLET J5 SD AREA INLET J4 4,945.67 4,945.41 63.9 0.004 12.0 0.013 0.18 1.73 2.27 4,945.86 4,945.69 4,945.91 4,945.71 175 P-167 SD AREA INLET J6 SD AREA INLET J5 4,945.77 4,945.67 24.7 0.004 12.0 0.013 0.09 1.42 2.27 4,945.92 4,945.90 4,945.94 4,945.91 437 P-181 SD AREA INLET S7 SD AREA INLET S8 4,942.76 4,942.90 35.7 -0.004 12.0 0.013 0.09 1.40 2.23 4,943.08 4,943.07 4,943.09 4,943.07 Page 2 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/0e3hc3zy.xml Scenario: 2 year Current Time Step: 0.000 h FlexTable: GAL - Manhole Table ID Label Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) 31 SD AREA INLET I10 0.01 4,946.95 4,946.94 4,946.98 4,946.96 32 SD AREA INLET I9 0.02 4,946.90 4,946.88 4,946.94 4,946.92 33 SD AREA INLET I8 0.00 4,946.73 4,946.72 4,946.78 4,946.78 34 SD AREA INLET I7 0.00 4,946.66 4,946.65 4,946.71 4,946.71 35 SD AREA INLET J1 0.09 4,945.40 4,945.30 4,945.48 4,945.39 36 SD AREA INLET I6 0.00 4,946.60 4,946.59 4,946.65 4,946.65 37 SD AREA INLET A7 0.00 4,946.56 4,946.56 4,946.58 4,946.58 38 SD AREA INLET A6 0.00 4,946.49 4,946.49 4,946.53 4,946.53 39 SD AREA INLET I5 0.00 4,946.54 4,946.54 4,946.61 4,946.61 40 SD AREA INLET I4 0.00 4,946.49 4,946.49 4,946.54 4,946.54 41 SD AREA INLET A5 0.00 4,946.32 4,946.32 4,946.37 4,946.37 42 SD AREA INLET I3 0.09 4,946.42 4,946.33 4,946.51 4,946.42 43 SD AREA INLET A4 0.00 4,946.13 4,946.13 4,946.19 4,946.19 44 SD AREA INLET J6 0.00 4,945.92 4,945.92 4,945.94 4,945.94 45 SD AREA INLET I2 0.00 4,946.20 4,946.20 4,946.29 4,946.29 46 SD AREA INLET W1 0.00 4,945.93 4,945.93 4,945.93 4,945.93 47 SD AREA INLET J5 0.00 4,945.86 4,945.86 4,945.91 4,945.91 48 SD AREA INLET I1 0.01 4,945.97 4,945.97 4,946.08 4,946.07 50 SD AREA INLET A3 0.00 4,945.91 4,945.91 4,945.97 4,945.97 51 SD AREA INLET T2 0.00 4,945.79 4,945.79 4,945.82 4,945.82 53 SD AREA INLET T1 0.01 4,945.71 4,945.70 4,945.80 4,945.78 54 SD AREA INLET A2 0.02 4,945.76 4,945.74 4,945.84 4,945.82 55 SD AREA INLET J4 0.00 4,945.65 4,945.65 4,945.71 4,945.71 56 SD AREA INLET Q7 0.00 4,944.56 4,944.56 4,944.61 4,944.60 57 SD AREA INLET R4 0.00 4,944.88 4,944.88 4,944.90 4,944.90 58 SD AREA INLET J3 0.00 4,945.49 4,945.49 4,945.53 4,945.53 61 SD AREA INLET R3 0.00 4,944.85 4,944.85 4,944.88 4,944.87 62 SD AREA INLET Q10 0.01 4,944.80 4,944.79 4,944.83 4,944.82 64 SD AREA INLET N3 0.00 4,943.99 4,943.99 4,944.04 4,944.04 65 SD AREA INLET J2 0.00 4,945.47 4,945.46 4,945.50 4,945.49 66 SD AREA INLET Q8 0.00 4,944.62 4,944.61 4,944.66 4,944.66 68 SD AREA INLET A1 0.01 4,942.64 4,942.63 4,942.71 4,942.69 69 SD AREA INLET O3 0.00 4,944.53 4,944.53 4,944.55 4,944.55 70 SD AREA INLET R2 0.00 4,944.79 4,944.79 4,944.84 4,944.84 71 SD AREA INLET Q9 0.00 4,944.76 4,944.76 4,944.80 4,944.80 73 SD AREA INLET O2 0.00 4,944.46 4,944.46 4,944.49 4,944.49 74 SD AREA INLET N2 0.00 4,943.83 4,943.83 4,943.89 4,943.89 75 SD AREA INLET Q11 0.00 4,944.84 4,944.84 4,944.86 4,944.86 76 SD AREA INLET Q6 0.00 4,944.49 4,944.49 4,944.55 4,944.55 77 SD AREA INLET R1 0.03 4,944.68 4,944.65 4,944.73 4,944.71 78 SD AREA INLET Q12 0.00 4,944.93 4,944.93 4,944.95 4,944.95 80 SD AREA INLET Q2 0.00 4,944.15 4,944.14 4,944.26 4,944.26 81 SD AREA INLET Q5 0.00 4,944.38 4,944.38 4,944.44 4,944.44 82 SD AREA INLET Q1 0.05 4,943.95 4,943.89 4,944.11 4,944.06 83 SD AREA INLET C2 0.00 4,943.12 4,943.12 4,943.17 4,943.17 84 SD AREA INLET Q10.3 0.00 4,943.76 4,943.76 4,943.78 4,943.78 85 SD AREA INLET O1 0.00 4,944.36 4,944.36 4,944.40 4,944.40 86 SD AREA INLET M6 0.00 4,943.72 4,943.72 4,943.72 4,943.72 87 SD AREA INLET C1 0.01 4,941.92 4,941.90 4,941.97 4,941.96 88 SD AREA INLET E7 0.00 4,942.94 4,942.94 4,942.96 4,942.96 89 SD AREA INLET M5 0.00 4,943.71 4,943.71 4,943.72 4,943.72 90 SD AREA INLET S7 0.02 4,943.03 4,943.01 4,943.07 4,943.05 91 SD AREA INLET M4 0.00 4,943.70 4,943.69 4,943.71 4,943.71 92 SD AREA INLET D4 0.00 4,943.33 4,943.33 4,943.37 4,943.37 93 SD AREA INLET E6 0.00 4,942.92 4,942.92 4,942.93 4,942.93 Page 1 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/kpmlawv0.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw 96 SD AREA INLET Q10.2 0.00 4,943.65 4,943.64 4,943.67 4,943.67 97 SD AREA INLET N1 0.02 4,943.58 4,943.56 4,943.70 4,943.68 98 SD AREA INLET S6 0.00 4,942.96 4,942.95 4,943.00 4,943.00 99 SD AREA INLET M3 0.00 4,943.67 4,943.67 4,943.69 4,943.69 100 SD AREA INLET Q4 0.02 4,944.29 4,944.27 4,944.32 4,944.30 101 SD AREA INLET L8 0.00 4,942.87 4,942.87 4,942.87 4,942.87 102 SD AREA INLET Q10.1 0.00 4,940.45 4,940.45 4,940.49 4,940.49 103 SD AREA INLET D3 0.00 4,942.93 4,942.93 4,942.99 4,942.99 104 SD AREA INLET E5 0.00 4,942.91 4,942.91 4,942.92 4,942.92 107 SD AREA INLET Q3 0.00 4,944.25 4,944.25 4,944.27 4,944.27 108 SD AREA INLET M2 0.02 4,943.64 4,943.62 4,943.66 4,943.65 109 SD AREA INLET E2 0.03 4,942.34 4,942.31 4,942.51 4,942.48 110 SD AREA INLET D2 0.00 4,942.60 4,942.60 4,942.68 4,942.68 112 SD AREA INLET L7 0.01 4,942.84 4,942.83 4,942.87 4,942.86 114 SD AREA INLET E4 0.12 4,942.81 4,942.68 4,942.92 4,942.80 116 SD AREA INLET S4 0.00 4,942.85 4,942.84 4,942.91 4,942.91 117 SD AREA INLET E3 0.01 4,942.50 4,942.49 4,942.60 4,942.58 118 SD AREA INLET M1 0.00 4,943.55 4,943.54 4,943.61 4,943.61 119 SD AREA INLET L1 0.05 4,942.03 4,941.98 4,942.09 4,942.04 120 SD AREA INLET D1 0.02 4,941.39 4,941.37 4,941.47 4,941.45 121 SD AREA INLET U2 0.00 4,941.67 4,941.67 4,941.70 4,941.70 122 SD AREA INLET U4 0.00 4,941.80 4,941.80 4,941.82 4,941.82 123 SD AREA INLET V2 0.00 4,943.26 4,943.26 4,943.30 4,943.30 124 SD AREA INLET U3 0.03 4,941.75 4,941.72 4,941.79 4,941.76 126 SD AREA INLET V1 0.00 4,943.17 4,943.17 4,943.26 4,943.26 127 SD AREA INLET B1 0.00 4,942.38 4,942.38 4,942.58 4,942.58 128 SD AREA INLET S5 0.00 4,942.91 4,942.90 4,942.97 4,942.96 133 SD AREA INLET U1.3 0.00 4,941.81 4,941.81 4,941.83 4,941.83 136 SD AREA INLET U1.2 0.03 4,941.76 4,941.73 4,941.80 4,941.77 137 SD AREA INLET L6 0.00 4,942.69 4,942.68 4,942.73 4,942.72 141 SD AREA INLET U1.1 0.00 4,941.67 4,941.67 4,941.70 4,941.70 142 SD AREA INLET L5 0.00 4,942.58 4,942.58 4,942.61 4,942.61 143 SD AREA INLET L4 0.00 4,942.54 4,942.53 4,942.59 4,942.58 146 SD AREA INLET L3 0.01 4,942.48 4,942.47 4,942.54 4,942.53 148 SD AREA INLET U1 0.05 4,941.56 4,941.51 4,941.67 4,941.62 149 SD AREA INLET L2 0.01 4,942.38 4,942.37 4,942.44 4,942.43 150 SD AREA INLET G1 0.00 4,941.74 4,941.74 4,941.75 4,941.75 151 SD AREA INLET H1 0.00 4,941.03 4,941.03 4,941.07 4,941.07 152 SD AREA INLET P1 0.00 4,942.12 4,942.12 4,942.20 4,942.20 153 SD AREA INLET E1 0.03 4,941.05 4,941.02 4,941.24 4,941.21 156 SD AREA INLET L1.1 0.00 4,939.36 4,939.36 4,939.42 4,939.42 309 SD AREA INLET S1 -0.44 4,941.73 4,942.17 4,941.73 4,942.28 311 SD AREA INLET S2 0.11 4,942.56 4,942.45 4,942.68 4,942.57 312 SD AREA INLET S3 0.01 4,942.76 4,942.75 4,942.87 4,942.86 436 SD AREA INLET S8 0.00 4,943.08 4,943.08 4,943.09 4,943.09 438 SD AREA INLET E8 0.00 4,943.01 4,943.01 4,943.06 4,943.05 439 SD AREA INLET E9 0.00 4,943.11 4,943.11 4,943.14 4,943.14 443 SD AREA INLET X1 0.00 4,942.47 4,942.47 4,942.51 4,942.51 445 SD AREA INLET I11 0.00 4,946.98 4,946.98 4,947.00 4,947.00 Page 2 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/kpmlawv0.xml Scenario: 2 year Current Time Step: 0.000 h FlexTable: GAL - Outfall Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw ID Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) 67 SD I OUTFALL 4,946.27 4,945.32 Free Outfall -4,945.67 0.79 95 SD R OUTFALL 4,944.34 4,944.34 Free Outfall -4,944.54 0.24 111 SD O OUTFALL 4,945.76 4,944.09 Free Outfall -4,944.23 0.11 113 SD J OUTFALL 4,945.68 4,944.34 Free Outfall -4,944.64 0.48 125 SD N OUTFALL 4,944.45 4,942.78 Free Outfall -4,943.07 0.63 134 SD Q OUTFALL 4,944.88 4,943.20 Free Outfall -4,943.70 1.52 139 SD M OUTFALL 4,944.67 4,942.90 Free Outfall -4,943.27 0.78 155 SD P OUTFALL 4,943.19 4,941.59 Free Outfall -4,941.85 0.41 157 SD L OUTFALL 4,942.98 4,941.37 Free Outfall -4,941.61 0.33 160 SD U OUTFALL 4,939.51 4,940.51 Free Outfall -4,940.51 0.55 391 SD AREA INLET S 4,943.45 4,941.57 Free Outfall -4,941.97 1.02 394 SD G CONNECT TO EXISTING 4,946.05 4,941.66 Free Outfall -4,941.69 0.01 395 S-63 4,947.11 4,942.26 Free Outfall -4,942.41 0.19 396 SDMH B CONNECT TO EXISTING 4,946.31 4,941.73 Free Outfall -4,942.26 2.47 397 SD C CONNECT TO EXSITING 4,946.70 4,941.69 Free Outfall -4,941.88 0.27 398 SD D CONNECT TO EXISTING 4,942.92 4,941.12 Free Outfall -4,941.31 0.35 400 SD E CONNECT TO EXISTING 4,942.79 4,940.42 Free Outfall -4,940.98 2.58 401 SD H CONNECT TO EXISTING 4,945.83 4,940.69 Free Outfall -4,940.92 0.43 402 O-11 4,944.07 4,939.13 Free Outfall -4,939.31 0.28 404 SD A OUTFALL 4,947.92 4,942.39 Free Outfall -4,942.59 0.36 430 SD OUTFALL Q10.1A 4,947.26 4,940.34 Free Outfall -4,940.42 0.10 432 SD T OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.57 0.37 433 SD W OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.32 0.00 435 SD V OUTFALL 4,944.72 4,942.71 Free Outfall -4,943.02 0.56 Page 1 of 1 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/bdo53ue3.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: GAL - Conduit Table ID 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) 264 P-4 (1)SD AREA INLET P1 SD P OUTFALL 4,941.83 4,941.59 60.2 0.004 12.0 0.013 1.89 3.21 2.25 4,942.52 4,942.17 4,942.69 4,942.42 196 P-5 SD AREA INLET O3 SD AREA INLET O2 4,944.44 4,944.33 29.0 0.004 12.0 0.013 0.17 1.65 2.18 4,944.67 4,944.66 4,944.70 4,944.67 198 P-6 SD AREA INLET O2 SD AREA INLET O1 4,944.33 4,944.21 29.2 0.004 12.0 0.013 0.34 2.10 2.30 4,944.62 4,944.60 4,944.67 4,944.62 210 P-7 SD AREA INLET O1 SD O OUTFALL 4,944.21 4,944.09 30.2 0.004 12.0 0.013 0.51 2.28 2.21 4,944.54 4,944.39 4,944.62 4,944.50 207 P-9 SD AREA INLET Q1 SD Q OUTFALL 4,943.38 4,943.21 37.8 0.004 15.0 0.013 5.35 4.36 4.33 4,944.67 4,944.21 4,945.07 4,944.75 211 P-13 (1)SD AREA INLET M6 SD AREA INLET M5 4,943.39 4,943.35 18.0 0.002 12.0 0.013 0.43 0.55 1.68 4,945.45 4,945.45 4,945.45 4,945.45 214 P-13 (1) (1)SD AREA INLET M5 SD AREA INLET M4 4,943.35 4,943.32 17.5 0.002 12.0 0.013 0.84 1.07 1.48 4,945.43 4,945.42 4,945.45 4,945.44 216 P-14 SD AREA INLET M4 SD AREA INLET M3 4,943.32 4,943.26 31.1 0.002 12.0 0.013 1.24 1.58 1.56 4,945.39 4,945.36 4,945.43 4,945.40 223 P-14 (1)SD AREA INLET M3 SD AREA INLET M2 4,943.26 4,943.17 45.5 0.002 12.0 0.013 1.64 2.08 1.58 4,945.32 4,945.23 4,945.39 4,945.29 230 P-15 SD AREA INLET M2 SD AREA INLET M1 4,943.17 4,943.04 52.1 0.002 12.0 0.013 2.01 2.56 1.78 4,945.08 4,944.92 4,945.19 4,945.02 238 P-16 SD AREA INLET M1 SD M OUTFALL 4,943.05 4,942.90 76.8 0.002 12.0 0.013 3.71 4.73 1.57 4,944.65 4,943.72 4,945.00 4,944.17 194 P-17 SD AREA INLET N3 SD AREA INLET N2 4,943.86 4,943.64 21.8 0.010 12.0 0.013 0.45 3.11 3.58 4,944.39 4,944.40 4,944.41 4,944.40 199 P-18 SD AREA INLET N2 SD AREA INLET N1 4,943.64 4,943.23 41.8 0.010 12.0 0.013 0.90 3.75 3.53 4,944.37 4,944.35 4,944.40 4,944.37 221 P-19 SD AREA INLET N1 SD N OUTFALL 4,943.23 4,942.78 44.6 0.010 12.0 0.013 2.89 5.07 3.58 4,943.96 4,943.46 4,944.30 4,943.86 217 P-26 SD AREA INLET D4 SD AREA INLET D3 4,943.20 4,942.76 22.3 0.020 12.0 0.013 0.42 0.54 5.04 4,945.73 4,945.73 4,945.74 4,945.74 226 P-26 (1)SD AREA INLET D3 SD AREA INLET D2 4,942.76 4,942.39 18.5 0.020 12.0 0.013 0.82 1.04 5.04 4,945.72 4,945.71 4,945.73 4,945.72 233 P-27 SD AREA INLET D2 SD AREA INLET D1 4,942.39 4,941.65 36.7 0.020 15.0 0.013 1.21 0.98 9.13 4,946.04 4,946.03 4,946.06 4,946.05 208 P-28 SD AREA INLET C2 SD AREA INLET C1 4,942.97 4,942.20 38.1 0.020 12.0 0.013 0.59 0.75 5.04 4,946.26 4,946.25 4,946.27 4,946.26 166 P-35 SD AREA INLET J1 SD J OUTFALL 4,944.98 4,944.34 161.1 0.004 12.0 0.013 2.33 3.25 2.25 4,945.83 4,944.99 4,945.99 4,945.28 168 P-36 SD AREA INLET A7 SD AREA INLET A6 4,946.45 4,946.34 21.9 0.005 12.0 0.013 0.19 1.91 2.54 4,947.20 4,947.20 4,947.20 4,947.20 169 P-36 (1)SD AREA INLET A6 SD AREA INLET A5 4,946.34 4,946.15 38.7 0.005 12.0 0.013 0.38 2.32 2.52 4,947.19 4,947.19 4,947.20 4,947.19 172 P-36 (1) (1)SD AREA INLET A5 SD AREA INLET A4 4,946.15 4,945.93 43.7 0.005 12.0 0.013 0.57 0.72 2.52 4,947.18 4,947.17 4,947.19 4,947.18 174 P-37 SD AREA INLET A4 SD AREA INLET A3 4,945.93 4,945.69 48.5 0.005 12.0 0.013 0.72 0.92 2.52 4,947.17 4,947.15 4,947.18 4,947.16 180 P-37 (1)SD AREA INLET A3 SD AREA INLET A2 4,945.69 4,945.51 35.8 0.005 12.0 0.013 0.87 1.10 2.52 4,947.14 4,947.12 4,947.16 4,947.14 184 P-38 SD AREA INLET A2 SD AREA INLET A1 4,945.51 4,943.42 33.4 0.063 12.0 0.013 1.02 1.30 8.92 4,947.10 4,947.07 4,947.12 4,947.10 229 P-47 SD AREA INLET B1 SDMH B CONNECT TO EXISTING 4,941.84 4,941.73 21.4 0.005 24.0 0.013 10.56 3.36 16.00 4,947.89 4,947.84 4,948.06 4,948.02 212 P-48 SD AREA INLET C1 SD C CONNECT TO EXSITING 4,941.70 4,941.69 3.3 0.004 18.0 0.013 1.12 0.64 6.96 4,947.00 4,947.00 4,947.01 4,947.01 241 P-49 SD AREA INLET D1 SD D CONNECT TO EXISTING 4,941.15 4,941.12 3.3 0.010 18.0 0.013 1.56 0.88 10.50 4,946.00 4,946.00 4,946.01 4,946.01 265 P-50 SD AREA INLET E1 SD E CONNECT TO EXISTING 4,940.45 4,940.42 6.6 0.004 24.0 0.013 12.14 3.86 14.31 4,945.02 4,945.00 4,945.25 4,945.23 249 P-51 SD AREA INLET L1.1 O-11 4,939.17 4,939.13 8.8 0.005 24.0 0.013 1.26 0.40 16.00 4,944.86 4,944.86 4,944.86 4,944.86 219 P-52 SD AREA INLET G1 SD G CONNECT TO EXISTING 4,941.71 4,941.66 10.9 0.005 24.0 0.013 0.03 0.01 15.34 4,945.43 4,945.43 4,945.43 4,945.43 228 P-53 SD AREA INLET H1 SD H CONNECT TO EXISTING 4,940.75 4,940.69 30.8 0.002 24.0 0.013 2.03 0.65 10.12 4,945.31 4,945.31 4,945.32 4,945.32 193 P-54 SD AREA INLET Q10.1 SD OUTFALL Q10.1A 4,940.34 4,940.31 5.6 0.005 24.0 0.013 0.48 2.33 16.63 4,940.58 4,940.54 4,940.66 4,940.63 182 P-55 SD AREA INLET A1 SD A OUTFALL 4,942.42 4,942.39 6.0 0.005 24.0 0.013 1.17 0.37 15.94 4,947.09 4,947.09 4,947.09 4,947.09 209 P-57 SD AREA INLET Q10.3 SD AREA INLET Q10.2 4,943.67 4,943.52 37.1 0.004 12.0 0.013 0.16 1.67 2.25 4,943.87 4,943.84 4,943.90 4,943.85 220 P-58 SD AREA INLET Q10.2 SD AREA INLET Q10.1 4,943.52 4,943.43 24.2 0.004 12.0 0.013 0.32 2.03 2.25 4,943.78 4,943.66 4,943.84 4,943.74 392 P-59 SD AREA INLET S1 SD AREA INLET S 4,941.73 4,941.57 -0.004 15.0 0.013 4.71 3.84 3.96 4,942.82 4,942.45 4,943.09 4,942.85 390 P-60 SD AREA INLET S2 SD AREA INLET S1 4,941.98 4,941.73 -0.004 15.0 0.013 4.63 3.78 4.13 4,943.14 4,942.85 4,943.37 4,943.10 389 P-61 SD AREA INLET S3 SD AREA INLET S2 4,942.32 4,942.11 -0.004 12.0 0.013 3.96 5.04 2.26 4,943.83 4,943.19 4,944.23 4,943.59 388 P-62 SD AREA INLET S3 SD AREA INLET S4 4,942.32 4,942.39 --0.004 12.0 0.013 3.25 4.14 2.15 4,944.16 4,944.00 4,944.43 4,944.27 237 P-63 SD AREA INLET S4 SD AREA INLET S5 4,942.39 4,942.51 29.2 -0.004 12.0 0.013 2.56 3.25 2.29 4,944.44 4,944.29 4,944.60 4,944.45 183 P-64 SD T OUTFALL SD AREA INLET T1 4,945.32 4,945.44 24.3 -0.005 12.0 0.013 1.67 3.42 2.51 4,946.04 4,945.87 4,946.22 4,946.09 181 P-64 (1)SD AREA INLET T1 SD AREA INLET T2 4,945.44 4,945.57 25.2 -0.005 12.0 0.013 0.84 2.92 2.56 4,946.24 4,946.24 4,946.28 4,946.26 188 P-66 SD AREA INLET R4 SD AREA INLET R3 4,944.75 4,944.67 20.0 0.004 12.0 0.013 0.29 1.96 2.25 4,945.21 4,945.21 4,945.22 4,945.22 190 P-67 SD AREA INLET R3 SD AREA INLET R2 4,944.67 4,944.60 19.9 0.004 12.0 0.013 0.57 2.28 2.11 4,945.19 4,945.18 4,945.22 4,945.20 197 P-68 SD AREA INLET R2 SD AREA INLET R1 4,944.60 4,944.43 40.9 0.004 12.0 0.013 0.84 2.70 2.30 4,945.13 4,945.11 4,945.20 4,945.14 202 P-69 SD AREA INLET R1 SD R OUTFALL 4,944.43 4,944.34 22.9 0.004 12.0 0.013 1.11 2.84 2.23 4,944.93 4,944.78 4,945.05 4,944.95 244 P-71 SD AREA INLET U4 SD AREA INLET U3 4,941.65 4,941.53 31.3 0.004 12.0 0.013 0.37 2.08 2.20 4,942.45 4,942.45 4,942.45 4,942.45 242 P-72 SD AREA INLET U3 SD AREA INLET U2 4,941.53 4,941.38 37.6 0.004 12.0 0.013 0.73 2.54 2.23 4,942.41 4,942.40 4,942.42 4,942.41 243 P-73 SD AREA INLET U2 SD AREA INLET U1 4,941.38 4,941.20 45.7 0.004 12.0 0.013 1.08 2.84 2.25 4,942.38 4,942.33 4,942.40 4,942.36 263 P-74 SD AREA INLET U1 SD U OUTFALL 4,941.20 4,939.51 38.7 0.044 12.0 0.013 2.47 8.52 7.44 4,941.87 4,940.51 4,942.17 4,940.66 251 P-75 SD AREA INLET U1.3 SD AREA INLET U1.2 4,941.66 4,941.54 30.1 0.004 12.0 0.013 0.37 2.14 2.29 4,942.45 4,942.45 4,942.45 4,942.45 253 P-76 SD AREA INLET U1.2 SD AREA INLET U1.1 4,941.54 4,941.39 39.5 0.004 12.0 0.013 0.73 2.54 2.23 4,942.41 4,942.40 4,942.43 4,942.41 257 P-77 SD AREA INLET U1.1 SD AREA INLET U1 4,941.39 4,941.20 46.7 0.004 12.0 0.013 1.08 2.84 2.25 4,942.38 4,942.33 4,942.41 4,942.36 222 P-80 SD AREA INLET S5 SD AREA INLET S6 4,942.51 4,942.61 24.1 -0.004 12.0 0.013 1.85 2.36 2.30 4,944.60 4,944.54 4,944.69 4,944.62 215 P-81 SD AREA INLET S6 SD AREA INLET S7 4,942.61 4,942.76 38.9 -0.004 12.0 0.013 1.15 1.46 2.21 4,944.70 4,944.66 4,944.74 4,944.70 246 P-83 SD V OUTFALL SD AREA INLET V1 4,942.71 4,942.83 30.2 -0.004 12.0 0.013 2.49 3.17 2.25 4,943.65 4,943.39 4,943.85 4,943.69 245 P-84 SD AREA INLET V1 SD AREA INLET V2 4,942.83 4,942.97 34.5 -0.004 12.0 0.013 1.26 2.96 2.27 4,943.86 4,943.83 4,943.90 4,943.87 177 P-87 SD W OUTFALL SD AREA INLET W1 4,945.32 4,945.93 43.0 -0.014 12.0 0.013 0.00 0.00 4.25 4,945.93 4,945.32 4,945.93 4,945.32 205 P-109 SD AREA INLET Q2 SD AREA INLET Q1 4,943.68 4,943.49 48.6 0.004 12.0 0.013 3.29 4.19 2.23 4,945.45 4,944.89 4,945.81 4,945.26 204 P-110 SD AREA INLET Q3 SD AREA INLET Q2 4,943.83 4,943.72 27.9 0.004 12.0 0.013 1.20 1.53 2.24 4,945.69 4,945.65 4,945.74 4,945.70 224 P-111 SD AREA INLET Q4 SD AREA INLET Q3 4,943.94 4,943.83 28.7 0.004 12.0 0.013 1.10 1.40 2.21 4,945.74 4,945.71 4,945.78 4,945.75 206 P-112 SD AREA INLET Q5 SD AREA INLET Q4 4,944.13 4,943.94 47.0 0.004 12.0 0.013 1.00 1.27 2.26 4,945.84 4,945.79 4,945.88 4,945.83 201 P-113 SD AREA INLET Q6 SD AREA INLET Q5 4,944.26 4,944.13 32.2 0.004 12.0 0.013 0.89 1.13 2.26 4,945.88 4,945.85 4,945.91 4,945.88 187 P-114 SD AREA INLET Q7 SD AREA INLET Q6 4,944.33 4,944.26 18.5 0.004 12.0 0.013 0.77 0.98 2.19 4,945.90 4,945.89 4,945.92 4,945.91 186 P-115 SD AREA INLET Q8 SD AREA INLET Q7 4,944.41 4,944.33 19.8 0.004 12.0 0.013 0.65 0.83 2.26 4,945.92 4,945.91 4,945.94 4,945.93 195 P-116 SD AREA INLET Q9 SD AREA INLET Q8 4,944.57 4,944.41 39.7 0.004 12.0 0.013 0.54 0.69 2.26 4,945.94 4,945.93 4,945.95 4,945.94 192 P-117 SD AREA INLET Q10 SD AREA INLET Q9 4,944.60 4,944.57 7.5 0.004 12.0 0.013 0.41 0.52 2.26 4,945.95 4,945.95 4,945.95 4,945.95 191 P-118 SD AREA INLET Q11 SD AREA INLET Q10 4,944.69 4,944.60 24.1 0.004 12.0 0.013 0.29 0.37 2.18 4,945.96 4,945.96 4,945.96 4,945.96 200 P-119 SD AREA INLET Q12 SD AREA INLET Q11 4,944.83 4,944.69 34.2 0.004 12.0 0.013 0.16 0.21 2.28 4,945.96 4,945.96 4,945.96 4,945.96 240 P-120 SD AREA INLET L1 SD L OUTFALL 4,941.71 4,941.37 85.2 0.004 12.0 0.013 1.62 3.12 2.25 4,942.34 4,941.91 4,942.49 4,942.13 239 P-121 SD AREA INLET L2 SD AREA INLET L1 4,942.12 4,942.00 31.2 0.004 12.0 0.013 1.43 2.99 2.21 4,942.70 4,942.51 4,942.84 4,942.70 261 P-122 SD AREA INLET L3 SD AREA INLET L2 4,942.24 4,942.13 27.5 0.004 12.0 0.013 1.23 2.93 2.25 4,942.84 4,942.80 4,942.94 4,942.88 259 P-123 SD AREA INLET L4 SD AREA INLET L3 4,942.32 4,942.23 20.6 0.004 12.0 0.013 1.03 2.90 2.35 4,942.93 4,942.91 4,943.00 4,942.96 258 P-124 SD AREA INLET L5 SD AREA INLET L4 4,942.37 4,942.32 14.0 0.004 12.0 0.013 0.83 2.55 2.13 4,942.97 4,942.96 4,943.02 4,943.00 254 P-125 SD AREA INLET L6 SD AREA INLET L5 4,942.52 4,942.37 36.0 0.004 12.0 0.013 0.63 2.50 2.30 4,943.01 4,943.00 4,943.05 4,943.02 234 P-126 SD AREA INLET L7 SD AREA INLET L6 4,942.69 4,942.52 42.6 0.004 12.0 0.013 0.43 2.20 2.25 4,943.06 4,943.04 4,943.10 4,943.06 225 P-127 SD AREA INLET L7 SD AREA INLET L8 4,942.53 4,942.71 48.8 -0.004 12.0 0.013 0.22 1.78 2.19 4,943.12 4,943.12 4,943.13 4,943.12 Page 1 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/vib5s1rl.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\HFH022_StormCAD_F2_New.stsw 444 P-129 SD AREA INLET X1 S-63 4,942.31 4,942.26 12.6 0.004 24.0 0.013 0.84 0.27 14.27 4,948.08 4,948.08 4,948.08 4,948.08 231 P-130 SD AREA INLET E1 SD AREA INLET E2 4,941.45 4,941.74 72.7 -0.004 18.0 0.013 9.57 5.41 6.64 4,944.46 4,943.86 4,944.92 4,944.31 232 P-131 SD AREA INLET E2 SD AREA INLET E3 4,941.74 4,941.93 49.1 -0.004 18.0 0.013 6.95 3.93 6.53 4,945.02 4,944.80 4,945.26 4,945.04 235 P-132 SD AREA INLET E3 SD AREA INLET E4 4,941.93 4,942.28 86.0 -0.004 18.0 0.013 4.35 2.46 6.70 4,945.36 4,945.22 4,945.46 4,945.31 179 P-141 SD AREA INLET I1 SD I OUTFALL 4,945.59 4,945.32 68.2 0.004 15.0 0.013 3.42 3.71 4.06 4,946.46 4,946.07 4,946.68 4,946.38 176 P-142 SD AREA INLET I2 SD AREA INLET I1 4,945.83 4,945.72 29.0 0.004 12.0 0.013 2.67 3.40 2.20 4,946.70 4,946.42 4,946.91 4,946.74 173 P-143 SD AREA INLET I3 SD AREA INLET I2 4,945.98 4,945.83 37.6 0.004 12.0 0.013 2.43 3.09 2.25 4,946.92 4,946.77 4,947.07 4,946.92 171 P-144 SD AREA INLET I4 SD AREA INLET I3 4,946.09 4,945.98 27.2 0.004 12.0 0.013 2.18 2.77 2.27 4,947.30 4,947.20 4,947.42 4,947.32 170 P-145 SD AREA INLET I5 SD AREA INLET I4 4,946.22 4,946.09 31.2 0.004 12.0 0.013 1.92 2.45 2.30 4,947.43 4,947.34 4,947.52 4,947.43 167 P-146 SD AREA INLET I6 SD AREA INLET I5 4,946.28 4,946.22 15.8 0.004 12.0 0.013 1.66 2.11 2.20 4,947.50 4,947.46 4,947.57 4,947.53 164 P-147 SD AREA INLET I7 SD AREA INLET I6 4,946.38 4,946.28 25.5 0.004 12.0 0.013 1.40 1.78 2.23 4,947.56 4,947.52 4,947.61 4,947.57 163 P-148 SD AREA INLET I8 SD AREA INLET I7 4,946.49 4,946.38 26.3 0.004 12.0 0.013 1.14 1.45 2.30 4,947.61 4,947.59 4,947.65 4,947.62 162 P-149 SD AREA INLET I9 SD AREA INLET I8 4,946.67 4,946.49 46.6 0.004 12.0 0.013 0.86 2.65 2.22 4,947.66 4,947.63 4,947.68 4,947.65 161 P-150 SD AREA INLET I10 SD AREA INLET I9 4,946.74 4,946.67 16.0 0.004 12.0 0.013 0.58 2.48 2.36 4,947.69 4,947.69 4,947.70 4,947.69 446 P-151 SD AREA INLET I11 SD AREA INLET I10 4,946.85 4,946.74 -0.004 12.0 0.013 0.29 1.96 2.22 4,947.71 4,947.71 4,947.71 4,947.71 227 P-153 SD AREA INLET E5 SD AREA INLET E4 4,942.31 4,942.28 7.4 0.004 15.0 0.013 1.62 1.32 4.12 4,945.57 4,945.57 4,945.60 4,945.59 218 P-154 SD AREA INLET E6 SD AREA INLET E5 4,942.45 4,942.31 36.6 0.004 15.0 0.013 1.32 1.08 4.00 4,945.60 4,945.58 4,945.62 4,945.60 213 P-155 SD AREA INLET E7 SD AREA INLET E6 4,942.65 4,942.45 49.2 0.004 15.0 0.013 1.03 0.84 4.12 4,945.62 4,945.61 4,945.63 4,945.62 440 P-156 SD AREA INLET E8 SD AREA INLET E7 4,942.83 4,942.65 43.8 0.004 15.0 0.013 0.73 0.59 4.14 4,945.63 4,945.63 4,945.64 4,945.63 441 P-157 SD AREA INLET E9 SD AREA INLET E8 4,942.98 4,942.83 37.9 0.004 12.0 0.013 0.39 0.49 2.24 4,945.64 4,945.64 4,945.65 4,945.64 165 P-163 SD AREA INLET J2 SD AREA INLET J1 4,945.05 4,944.98 16.5 0.004 12.0 0.013 1.95 2.48 2.32 4,946.24 4,946.19 4,946.34 4,946.29 189 P-164 SD AREA INLET J3 SD AREA INLET J2 4,945.17 4,945.05 30.4 0.004 12.0 0.013 1.58 2.01 2.24 4,946.34 4,946.29 4,946.41 4,946.35 185 P-165 SD AREA INLET J4 SD AREA INLET J3 4,945.42 4,945.17 60.8 0.004 12.0 0.013 1.22 1.56 2.28 4,946.45 4,946.37 4,946.48 4,946.41 178 P-166 SD AREA INLET J5 SD AREA INLET J4 4,945.67 4,945.41 63.9 0.004 12.0 0.013 0.83 2.67 2.27 4,946.50 4,946.47 4,946.52 4,946.49 175 P-167 SD AREA INLET J6 SD AREA INLET J5 4,945.77 4,945.67 24.7 0.004 12.0 0.013 0.42 2.21 2.27 4,946.52 4,946.52 4,946.53 4,946.52 437 P-181 SD AREA INLET S7 SD AREA INLET S8 4,942.76 4,942.90 35.7 -0.004 12.0 0.013 0.43 0.55 2.23 4,944.77 4,944.77 4,944.78 4,944.77 Page 2 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/vib5s1rl.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: GAL - Manhole Table ID Label Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) 31 SD AREA INLET I10 0.01 4,947.70 4,947.69 4,947.71 4,947.70 32 SD AREA INLET I9 0.02 4,947.67 4,947.66 4,947.69 4,947.68 33 SD AREA INLET I8 0.00 4,947.62 4,947.61 4,947.65 4,947.65 34 SD AREA INLET I7 0.00 4,947.57 4,947.56 4,947.62 4,947.61 35 SD AREA INLET J1 0.30 4,946.12 4,945.83 4,946.29 4,945.99 36 SD AREA INLET I6 0.01 4,947.50 4,947.50 4,947.57 4,947.57 37 SD AREA INLET A7 0.00 4,947.20 4,947.20 4,947.20 4,947.20 38 SD AREA INLET A6 0.00 4,947.19 4,947.19 4,947.20 4,947.20 39 SD AREA INLET I5 0.01 4,947.44 4,947.43 4,947.53 4,947.52 40 SD AREA INLET I4 0.01 4,947.31 4,947.30 4,947.43 4,947.42 41 SD AREA INLET A5 0.00 4,947.19 4,947.18 4,947.19 4,947.19 42 SD AREA INLET I3 0.25 4,947.17 4,946.92 4,947.32 4,947.07 43 SD AREA INLET A4 0.00 4,947.17 4,947.17 4,947.18 4,947.18 44 SD AREA INLET J6 0.00 4,946.52 4,946.52 4,946.53 4,946.53 45 SD AREA INLET I2 0.01 4,946.71 4,946.70 4,946.92 4,946.91 46 SD AREA INLET W1 0.00 4,945.93 4,945.93 4,945.93 4,945.93 47 SD AREA INLET J5 0.00 4,946.50 4,946.50 4,946.52 4,946.52 48 SD AREA INLET I1 -0.74 4,945.72 4,946.46 4,945.94 4,946.68 50 SD AREA INLET A3 0.00 4,947.14 4,947.14 4,947.16 4,947.16 51 SD AREA INLET T2 0.00 4,946.24 4,946.24 4,946.28 4,946.28 53 SD AREA INLET T1 0.04 4,946.08 4,946.04 4,946.26 4,946.22 54 SD AREA INLET A2 0.01 4,947.11 4,947.10 4,947.14 4,947.12 55 SD AREA INLET J4 0.00 4,946.45 4,946.45 4,946.49 4,946.48 56 SD AREA INLET Q7 0.00 4,945.91 4,945.90 4,945.93 4,945.92 57 SD AREA INLET R4 0.00 4,945.21 4,945.21 4,945.22 4,945.22 58 SD AREA INLET J3 0.00 4,946.35 4,946.34 4,946.41 4,946.41 61 SD AREA INLET R3 0.00 4,945.19 4,945.19 4,945.22 4,945.22 62 SD AREA INLET Q10 0.01 4,945.95 4,945.95 4,945.96 4,945.95 64 SD AREA INLET N3 0.00 4,944.39 4,944.39 4,944.41 4,944.41 65 SD AREA INLET J2 0.01 4,946.25 4,946.24 4,946.35 4,946.34 66 SD AREA INLET Q8 0.00 4,945.92 4,945.92 4,945.94 4,945.94 68 SD AREA INLET A1 -0.02 4,947.07 4,947.09 4,947.07 4,947.09 69 SD AREA INLET O3 0.00 4,944.67 4,944.67 4,944.70 4,944.70 70 SD AREA INLET R2 0.00 4,945.14 4,945.13 4,945.20 4,945.20 71 SD AREA INLET Q9 0.00 4,945.94 4,945.94 4,945.95 4,945.95 73 SD AREA INLET O2 0.00 4,944.62 4,944.62 4,944.67 4,944.67 74 SD AREA INLET N2 0.00 4,944.37 4,944.37 4,944.40 4,944.40 75 SD AREA INLET Q11 0.00 4,945.96 4,945.96 4,945.96 4,945.96 76 SD AREA INLET Q6 0.00 4,945.88 4,945.88 4,945.91 4,945.91 77 SD AREA INLET R1 0.09 4,945.02 4,944.93 4,945.14 4,945.05 78 SD AREA INLET Q12 0.00 4,945.96 4,945.96 4,945.96 4,945.96 80 SD AREA INLET Q2 0.03 4,945.47 4,945.45 4,945.84 4,945.81 81 SD AREA INLET Q5 0.00 4,945.85 4,945.84 4,945.88 4,945.88 82 SD AREA INLET Q1 0.19 4,944.86 4,944.67 4,945.26 4,945.07 83 SD AREA INLET C2 0.00 4,946.26 4,946.26 4,946.27 4,946.27 84 SD AREA INLET Q10.3 0.00 4,943.87 4,943.87 4,943.90 4,943.90 85 SD AREA INLET O1 0.00 4,944.54 4,944.54 4,944.62 4,944.62 86 SD AREA INLET M6 0.00 4,945.45 4,945.45 4,945.45 4,945.45 87 SD AREA INLET C1 0.03 4,946.28 4,946.25 4,946.29 4,946.25 88 SD AREA INLET E7 0.00 4,945.62 4,945.62 4,945.63 4,945.63 89 SD AREA INLET M5 0.00 4,945.43 4,945.43 4,945.45 4,945.45 90 SD AREA INLET S7 0.03 4,944.74 4,944.70 4,944.77 4,944.74 91 SD AREA INLET M4 0.00 4,945.40 4,945.39 4,945.44 4,945.43 92 SD AREA INLET D4 0.00 4,945.73 4,945.73 4,945.74 4,945.74 93 SD AREA INLET E6 0.00 4,945.60 4,945.60 4,945.62 4,945.62 Page 1 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/ustrzv32.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw 96 SD AREA INLET Q10.2 0.01 4,943.79 4,943.78 4,943.85 4,943.84 97 SD AREA INLET N1 0.07 4,944.03 4,943.96 4,944.37 4,944.30 98 SD AREA INLET S6 0.01 4,944.61 4,944.60 4,944.70 4,944.69 99 SD AREA INLET M3 0.01 4,945.33 4,945.32 4,945.39 4,945.39 100 SD AREA INLET Q4 0.04 4,945.79 4,945.74 4,945.83 4,945.78 101 SD AREA INLET L8 0.00 4,943.12 4,943.12 4,943.13 4,943.13 102 SD AREA INLET Q10.1 0.00 4,940.58 4,940.58 4,940.66 4,940.66 103 SD AREA INLET D3 0.00 4,945.72 4,945.72 4,945.74 4,945.73 104 SD AREA INLET E5 0.00 4,945.57 4,945.57 4,945.60 4,945.60 107 SD AREA INLET Q3 0.00 4,945.70 4,945.69 4,945.75 4,945.74 108 SD AREA INLET M2 0.11 4,945.19 4,945.08 4,945.29 4,945.19 109 SD AREA INLET E2 0.13 4,944.59 4,944.46 4,945.04 4,944.92 110 SD AREA INLET D2 0.00 4,945.71 4,945.71 4,945.72 4,945.72 112 SD AREA INLET L7 0.02 4,943.08 4,943.06 4,943.12 4,943.10 114 SD AREA INLET E4 0.14 4,945.50 4,945.36 4,945.59 4,945.46 116 SD AREA INLET S4 0.02 4,944.19 4,944.16 4,944.45 4,944.43 117 SD AREA INLET E3 0.05 4,945.07 4,945.02 4,945.31 4,945.26 118 SD AREA INLET M1 0.03 4,944.67 4,944.65 4,945.02 4,944.99 119 SD AREA INLET L1 -0.34 4,942.00 4,942.34 4,942.15 4,942.49 120 SD AREA INLET D1 0.03 4,946.03 4,946.00 4,946.04 4,946.01 121 SD AREA INLET U2 0.00 4,942.38 4,942.38 4,942.41 4,942.40 122 SD AREA INLET U4 0.00 4,942.45 4,942.45 4,942.45 4,942.45 123 SD AREA INLET V2 0.00 4,943.86 4,943.86 4,943.90 4,943.90 124 SD AREA INLET U3 0.02 4,942.43 4,942.41 4,942.45 4,942.42 126 SD AREA INLET V1 0.01 4,943.66 4,943.65 4,943.87 4,943.85 127 SD AREA INLET B1 0.00 4,945.05 4,945.05 4,945.23 4,945.23 128 SD AREA INLET S5 0.02 4,944.46 4,944.44 4,944.62 4,944.60 133 SD AREA INLET U1.3 0.00 4,942.45 4,942.45 4,942.45 4,942.45 136 SD AREA INLET U1.2 0.02 4,942.43 4,942.41 4,942.45 4,942.43 137 SD AREA INLET L6 0.00 4,943.01 4,943.01 4,943.06 4,943.05 141 SD AREA INLET U1.1 0.00 4,942.38 4,942.38 4,942.41 4,942.41 142 SD AREA INLET L5 0.00 4,942.98 4,942.97 4,943.02 4,943.02 143 SD AREA INLET L4 0.01 4,942.94 4,942.93 4,943.00 4,943.00 146 SD AREA INLET L3 0.03 4,942.87 4,942.84 4,942.97 4,942.94 148 SD AREA INLET U1 0.19 4,942.06 4,941.87 4,942.36 4,942.17 149 SD AREA INLET L2 0.04 4,942.73 4,942.70 4,942.88 4,942.84 150 SD AREA INLET G1 0.00 4,943.96 4,943.96 4,943.96 4,943.96 151 SD AREA INLET H1 0.00 4,943.94 4,943.94 4,943.94 4,943.94 152 SD AREA INLET P1 0.00 4,942.52 4,942.52 4,942.69 4,942.69 153 SD AREA INLET E1 -0.09 4,943.77 4,943.86 4,944.00 4,944.09 156 SD AREA INLET L1.1 0.00 4,941.90 4,941.90 4,941.90 4,941.90 309 SD AREA INLET S1 0.01 4,942.83 4,942.82 4,943.10 4,943.08 311 SD AREA INLET S2 0.06 4,943.19 4,943.14 4,943.43 4,943.37 312 SD AREA INLET S3 0.04 4,943.88 4,943.83 4,944.27 4,944.23 436 SD AREA INLET S8 0.00 4,944.77 4,944.77 4,944.78 4,944.78 438 SD AREA INLET E8 0.00 4,945.63 4,945.63 4,945.64 4,945.64 439 SD AREA INLET E9 0.00 4,945.64 4,945.64 4,945.65 4,945.65 443 SD AREA INLET X1 0.00 4,944.76 4,944.76 4,944.76 4,944.76 445 SD AREA INLET I11 0.00 4,947.71 4,947.71 4,947.71 4,947.71 Page 2 of 2 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/ustrzv32.xml Scenario: 100 year Current Time Step: 0.000 h FlexTable: GAL - Outfall Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F2 \StormCAD\HFH022_StormCAD_F2_New.stsw ID Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) 67 SD I OUTFALL 4,946.27 4,945.32 Free Outfall -4,946.07 3.37 95 SD R OUTFALL 4,944.34 4,944.34 Free Outfall -4,944.78 1.11 111 SD O OUTFALL 4,945.76 4,944.09 Free Outfall -4,944.39 0.50 113 SD J OUTFALL 4,945.68 4,944.34 Free Outfall -4,944.99 2.24 125 SD N OUTFALL 4,944.45 4,942.78 Free Outfall -4,943.46 2.87 134 SD Q OUTFALL 4,944.88 4,943.20 Free Outfall -4,944.21 5.33 139 SD M OUTFALL 4,944.67 4,942.90 Free Outfall -4,943.72 3.67 155 SD P OUTFALL 4,943.19 4,941.59 Free Outfall -4,942.17 1.86 157 SD L OUTFALL 4,942.98 4,941.37 Free Outfall -4,941.91 1.58 160 SD U OUTFALL 4,939.51 4,940.51 Free Outfall -4,940.51 2.47 391 SD AREA INLET S 4,943.45 4,941.57 Free Outfall -4,942.45 4.67 394 SD G CONNECT TO EXISTING 4,946.05 4,941.66 User Defined Tailwater 4,945.43 4,945.43 0.01 395 S-63 4,947.11 4,942.26 User Defined Tailwater 4,948.08 4,948.08 0.81 396 SDMH B CONNECT TO EXISTING 4,946.31 4,941.73 User Defined Tailwater 4,947.84 4,947.84 10.51 397 SD C CONNECT TO EXSITING 4,946.70 4,941.69 User Defined Tailwater 4,947.00 4,947.00 1.12 398 SD D CONNECT TO EXISTING 4,942.92 4,941.12 User Defined Tailwater 4,946.00 4,946.00 1.56 400 SD E CONNECT TO EXISTING 4,942.79 4,940.42 User Defined Tailwater 4,945.00 4,945.00 12.13 401 SD H CONNECT TO EXISTING 4,945.83 4,940.69 User Defined Tailwater 4,945.31 4,945.31 1.95 402 O-11 4,944.07 4,939.13 User Defined Tailwater 4,944.86 4,944.86 1.23 404 SD A OUTFALL 4,947.92 4,942.39 User Defined Tailwater 4,947.09 4,947.09 1.16 430 SD OUTFALL Q10.1A 4,947.26 4,940.34 Free Outfall -4,940.54 0.48 432 SD T OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.87 1.66 433 SD W OUTFALL 4,945.32 4,945.32 Free Outfall -4,945.32 0.00 435 SD V OUTFALL 4,944.72 4,942.71 Free Outfall -4,943.39 2.47 Page 1 of 1 1/16/2023file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/eypwsgn1.xml 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' Bloom Filing 2 Final Drainage Report LID Calculations S S S S S S S 14.8 26.5 26.2 26.3 26.4 19.7 19.5 19.1 19.4 19.6 26.1 19.2 19.3 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 E19.1 0.84 1.0 0.30 acres E19.2 0.69 0.86 0.50 acres E19.3 0.44 0.55 0.26 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 0.64 0.80 0.26 acres E26.5 0.75 0.94 0.28 acres E26.1 0.60 0.75 0.16 acres E26.3 0.79 0.98 1.47 acres E19.7 0.75 0.94 0.16 acres OS4 0.35 0.44 0.04 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 - 1/17/2023Init.#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 SS S S S S 14.3 14.6 14.5 14.8 27.1 14.2 14.4 27.2 14.7 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 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 - 1/17/2023Init.#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) 0.86 825 1.17 852 0.59 1595 0.10 525 1.25 2138 0.14 342 0.09 338 0.21 2625 0.29 688 4.72 Min. Treated Area (acres)Total Percentage Treated 4.66 76% Stormwater Quality Strategy 20 - Bioretention 21 - Bioretention Volume Req. (cu.ft) Tributary Area (acres) 769 632 Tributary Basins 1.81 E14.2, E14.3, E14.4 E14.5, E14.6 1.26 E19.1, E19.2 E26.2 29 - Bioretention 28 - Bioretention 24 - Bioretention 26 - Bioretention 27 - Bioretention 23 - Bioretention E26.1 E19.3 E19.4, E19.5, E19.6, E19.7 E26.3, E26.4, E26.5 E27.231 - Bioretention Total Treatment E Basins 0.50 0.26 0.28 Total Treated Area (Acres) 277 204 24840.50 472 2005 0.26 0.20 499 LID SUMMARY Basin E14, E19, E26, E27, OS 6.21 4.72 Tributary Basin Total added Impervious (acres) 0.20 441 Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =68.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.680 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 =54,885 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =1,359 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 =746 sq ft D) Actual Flat Surface Area AActual =750 sq ft E) Area at Design Depth (Top Surface Area)ATop =2124 sq ft F) Rain Garden Total Volume VT=1,437 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 =1,359 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway January 12, 2023 Mulberry Filing 2 LID 20 (Tributary E14.2, E14.3, E14.4) 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 1/13/2023, 4:59 PM 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 January 12, 2023 Mulberry Filing 2 LID 20 (Tributary E14.2, E14.3, E14.4) 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_20.xlsm, RG 1/13/2023, 4:59 PM 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 =78,843 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =1,864 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 =1025 sq ft D) Actual Flat Surface Area AActual =1637 sq ft E) Area at Design Depth (Top Surface Area)ATop =2099 sq ft F) Rain Garden Total Volume VT=1,868 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 =1,864 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway January 12, 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 1/13/2023, 4:57 PM 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 January 12, 2023 Mulberry Filing 2 LID 21 (Tributary E14.5, E14.6) 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_21.xlsm, RG 1/13/2023, 4:57 PM 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 =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 =954 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 =792 sq ft E) Area at Design Depth (Top Surface Area)ATop =1176 sq ft F) Rain Garden Total Volume VT=984 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 =954 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 January 12, 2023 Mulberry Filing 2 LID 23 Tributary (E19.2 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_23.xlsm, RG 1/13/2023, 5:01 PM 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 January 12, 2023 Mulberry Filing 2 LID 23 Tributary (E19.2 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_23.xlsm, RG 1/13/2023, 5:01 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =38.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.380 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 =11,326 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 =184 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 =86 sq ft D) Actual Flat Surface Area AActual =300 sq ft E) Area at Design Depth (Top Surface Area)ATop =940 sq ft F) Rain Garden Total Volume VT=310 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 =184 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 January 12, 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 1/13/2023, 4:54 PM 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 January 12, 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 1/13/2023, 4:54 PM 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 =77,101 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 =2,005 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 =1095 sq ft D) Actual Flat Surface Area AActual =2000 sq ft E) Area at Design Depth (Top Surface Area)ATop =2590 sq ft F) Rain Garden Total Volume VT=2,295 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 =2,005 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway January 12, 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 1/13/2023, 5:01 PM 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 January 12, 2023 Mulberry Filing 2 LID 26 (Tributary E19.4 E19.5 E19.6 E19.7) 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_26.xlsm, RG 1/13/2023, 5:01 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =% (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV =watershed inches WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area)Area =sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft VWQCV = 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 DWQCV =ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area)AMin =sq ft D) Actual Filter Area AActual =sq ft E) Volume Provided VT =cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Sand Filter (SF) January 12, 2023 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" CDOT Class B or C Filter Material Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_27.xlsm, SF 1/13/2023, 5:00 PM 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 Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) January 12, 2023 Choose One YES NO HFH22_UD-BMP_v3.07_LID_27.xlsm, SF 1/13/2023, 5:00 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =29.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.290 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.12 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =14,810 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 =204 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 =86 sq ft D) Actual Flat Surface Area AActual =550 sq ft E) Area at Design Depth (Top Surface Area)ATop =773 sq ft F) Rain Garden Total Volume VT=331 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 =204 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 January 12, 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 1/13/2023, 5:02 PM 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 January 12, 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 1/13/2023, 5:02 PM 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 =12,196 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 =4400 sq ft E) Area at Design Depth (Top Surface Area)ATop =4631 sq ft F) Rain Garden Total Volume VT=2,258 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 January 12, 2023 Mulberry Filing 2 LID 29 (Tributary E26.3, E26.4, 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 1/13/2023, 4:58 PM 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 January 12, 2023 Mulberry Filing 2 LID 29 (Tributary E26.3, E26.4, 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 1/13/2023, 4:58 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =55.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.550 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.18 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =33,976 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 =697 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 =374 sq ft D) Actual Flat Surface Area AActual =243 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =1500 sq ft F) Rain Garden Total Volume VT=872 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 =697 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway January 12, 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 1/13/2023, 5:00 PM 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 January 12, 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 1/13/2023, 5:00 PM 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 0.44 0.55 0.26 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 0.64 0.80 0.26 acres E26.5 0.75 0.94 0.28 acres E26.1 0.60 0.75 0.16 acres E26.3 0.79 0.98 1.47 acres E19.7 0.75 0.94 0.16 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 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F2\HFH045_C8.0_Drainage Map.dwg - Michaela Wright - 1/17/2023Init.#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 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 - Michaela Wright - 1/17/2023Init.#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