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Home My WebLink AboutBLOOM - PHASE 1 - PDP210014 - SUBMITTAL DOCUMENTS - ROUND 3 - 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: August 17, 2021 Revised November 9, 2021 Revised January 18, 2022 MULBERRY FILING 1 Fort Collins, CO PRELIMINARY DRAINAGE REPORT Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 2 of 26 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 .............................................................................................................................. 7 Existing Conditions...................................................................................................................... 7 Proposed Conditions ................................................................................................................... 7 IV. Proposed Drainage Facilities .............................................................................................................. 8 General Concept ......................................................................................................................... 8 Proposed Drainage Basins .......................................................................................................... 8 Detention Pond ........................................................................................................................... 9 Water Quality ............................................................................................................................ 10 LID ............................................................................................................................................ 10 V. Drainage Design Criteria ................................................................................................................... 11 Directly Connected Impervious Area (DCIA) .............................................................................. 11 Development Criteria Reference and Constraints ...................................................................... 12 Hydrological Criteria .................................................................................................................. 13 Hydraulic Criteria ...................................................................................................................... 13 VI.EROSION AND SEDIMENT CONTROL MEASURES.................................................................. 14 Construction Material & Equipment ........................................................................................... 14 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 Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 3 of 26 I. Introduction General Location The proposed Mulberry 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. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 4 of 26 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 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 to “Limit the release (both Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 5 of 26 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 removing BFEs from the area and replacing them with 100-year water surface elevations. Preliminary Flood Map, 08069C0984J effective January 26, 2021, provides the most current information regarding the 100 Year water surface elevations. All elevations provided are in reference to the NAVD 1988 datum. The majority of the Filing 1 project site lies outside of the flood zone, however Pond C does encroach within the flood zone area next to the Cooper Slough to the east of the property. This will require a floodplain permit which will be provided at the time of the building permit application. The development shall be in compliance with floodplain regulations stated in Chapter 10 of City Code. All structures shall have the elevation of the lowest floor be above regulatory flood protection elevations. It is anticipated that no work shall commence within the floodway. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 6 of 26 A separate floodplain study will be prepared and will analyze the impact of the site on the existing channel. FEMA elevation certificate will be completed and approved before CO. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 7 of 26 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 1 including any channel improvements, limited impact development best management practices and proposed water quality/detention. Existing Conditions Filing 1 is 66.8 acres of vacant undeveloped farming land. Existing grades of the Site generally slope from 0.5 to 3 percent. Proposed Conditions Filing 1 of Mulberry encompasses ±66.8 acres in the northwest area of the overall development. It will include the development of 130 single family homes, 138 town homes, associated streets, utilities, and open space. The area of Filing 1 drains from north to south to two detention/irrigation ponds at grades of 0.5 to 4.0 percent. These two onsite ponds will outfall into another offsite pond downstream where it will eventually outfall into the Cooper Slough. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 8 of 26 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 onsite detention ponds. There will be (2) two ponds that will provide detention and water quality for the Site and one (1) detention pond offsite that will control release into the Cooper Slough. The two ponds onsite will outfall into the pond off site which outfall directly into the Cooper Slough. The ODP has divided the project site into eight large basins, one for each detention pond. Filing 1 analyses Basin D and Basin E. The runoff from the basins and the sizing and release rates for the proposed ponds have been calculated using 0.2 cfs/acre. A variance is to be provided to allow for this change instead of using the historic 2-year flow (FCSCM Criteria) as the release rate or using the Master Drainage Plan’s 100 year historic release. Pond D and E will release flows into Pond C. Pond C’s release rate will be controlled to be less than the allowable release that was calculated. Pond C will release at or less than 32.06 cfs combined into the Cooper Slough. Pond C will release at 31.8 cfs, less than allowable. The release rates were analyzed using EPA SWMM 5.1. A summary of the pond volumes and release rates from the SWMM model is included in Appendix C. Water rights are to be provided for the ponds that are storing permanent irrigation pools (Pond D and Pond E) per State of Colorado. Water Quality will be provided onsite through Low Impact Development (LID) practices and also within the detention ponds. City of Fort Collins requires at least 50% of newly added impervious areas are treated with LID’s practices. 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 1. Proposed Drainage Basins Basin D Basin D comprises of approximately 34.3 acres. This area includes single family detached and town homes. The developed runoff within these basins will drain into separate LID features throughout the site until eventually outfalling into the water quality detention pond. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 9 of 26 Basin E Basin E comprises of approximately 32.2 acres. This area includes town homes and future multi-family 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. The future multi-family area will need to follow LID criteria. In particular, no less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques, and no less than 25% of any newly added pavement areas must be treated using a permeable pavement technology. Detention Pond Each pond will provide both water quality and detention. It was determined that a more appropriate historic release rate calculation would be the 0.2 cfs / acre instead of the 2-year historic. For the 160.3 acre development releasing into the northern part of the Cooper Slough, this yields an allowable release of 32.06 cfs. The Site’s detention ponds are modeled with a 100 year volume of 4.6 ac-ft for Pond C, 6.6 ac-ft for Pond D, and 5.1 ac-ft for Pond E. SWMM was used to route flows from each pond to determine the sizing and release rates from each pond. The preliminary design for the water quality detention pond has a 40-hr drain time to allow for sedimentation to occur. Each pond shall completely drain for any event that is greater than the 5-year storm within 120 hours. The flows from Pond D and Pond E’s outlet structures will connect to a future offsite pond (Pond C) and eventually outfall to the Slough Creek. Sizing of spillway, water quality orifice plates, water surface elevations, etc. will be determined at a Final Design. Detention Pond 100-year Volume Required (From SWMM Model) Allowable Release Rate Proposed Release Rate (From SWMM Model) A 10.5 ac-ft / 460,000 cf 32.06 cfs* 17.2 cfs 31.8 cfs B 6.6 ac-ft / 290,000 cf 11.9 cfs C 4.6 ac-ft / 200,000 cf 31.9 cfs D 6.4 ac-ft / 280,000 cf 1.9 cfs E 5.1 ac-ft / 220,000 cf 9.4 cfs * 0.2 cfs/acre (160.3 acres * 0.2) Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 10 of 26 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. Basin D will require 0.317 ac-ft for WQCV and Basin E will require 0.442 ac-ft respectively. The preliminary design for the water quality detention pond has a 40-hr drain time to allow for sedimentation to occur. Flow from the outlet structure of the detention pond will connect to a future offsite pond and eventually outfall to the Slough Creek. LID Permanent BMP’s are being considered in helping 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. For LID 1 & 2 it is anticipated that a sand filter will be used. This will require additional scheduled maintenance and agreements provided within the final drainage report and final construction submittal. For LID 11, 14, and 15 a bioswale with underdrain or rain garden feature will border the proposed feature sidewalk. All other LID’s will be rain gardens. The implementation of LID BMP’s throughout the site has met the treatment at least 50% of added impervious area, refer to Appendix C. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 11 of 26 V. Drainage Design Criteria Directly Connected Impervious Area (DCIA) At this preliminary 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 D & E series of basins will drain through multiple bio-retention drainage facilities prior to entering the on-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).” Basin’s E19 and E26 consists of Future Multi-Family development and Basin E14 and will need to provide its own on-site LID. The following table is a preliminary estimate of the newly added impervious area and a breakdown of the total area treated by an EDB or an LID feature. Description Area, acres Preliminary Proposed Imperviousness, % Newly added Impervious Area, acres Total Site Area:66.52 Basin D Developed Area:34.34 ~49%16.92 Basin E Developed Area(excluding Basin E14 E19 & E26):23.93 ~56%12.68 Future Residential Basin E14 Future Multi-Family Basin E19 & Basin E26 Area:8.25 ~65% Treated Total:58.27 Total: 29.6 acres 39% to EDB 12.83 acres 61% to LID 18.07 acres Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 12 of 26 Step 2 -Implement BMPs that provide a Water Quality Capture Volume (WQCV) The developed runoff from the D and E basins will drain into an Extended Detention Basin (EDB). The UDFCD defines an Extended Detention Basin as “An engineered basin with an outlet structure designed to slowly release urban runoff over an extended time period to provide water quality benefits and control peak flows for frequently occurring storm events. The basins are sometimes called "dry ponds" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. Outlet structures for extended detention basins are sized to control more frequently occurring storm events.” Step 3 -Stabilize drainageways Measures will be implemented to protect the Cooper Slough receiving outflow from the on-site detention pond. 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 32.06 cfs. Pond D and E (Filing 1) and Future Pond A and Future Pond B will connect into Pond C which will release at a controlled rate of 31.8 cfs. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 13 of 26 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. For preliminary design, no routing (i.e., time attenuation) calculations were completed; this work will occur at Final Design. When a total flow is reported within this preliminary drainage report, assume it is simply a summation of all upstream flows. 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 preliminary 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 preliminary detention storage was estimated with EPA SWMM 5.1. Various input parameters were provided by Table 4.1-1 and Table 4.1.4. The total detention discharge is 31.8 cfs. Hydraulic Criteria Hydraulic computations will be designed in the Final Drainage Plan Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 14 of 26 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. 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. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 15 of 26 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: · Remove sediment from the bottom of the temporary sediment basin when accumulated sediment occupies about 20% of the design volume or when sediment accumulation results in poor drainage. · 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. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 16 of 26 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 1) Ch.6.1.1 Typical Release Rates: Allowable release rates during the 100-year storm event are limited to the 2-year historic release rate, or less, as specially prescribed in the applicable Master Drainage Plan. Due to the site being existing farmland and relatively flat, the 2-year historic flow rates produce an allowable flow rate of nearly 3.5 times less than the 0.2 cfs / acre criteria. Per the Master Drainage Plan, it is stated to limit release to the into the lower Cooper Slough Area at the 100-year existing condition rate. The adjacent development outfalling into the Cooper Slough is releasing the 0.2 cfs / acre criteria. It was also suggested per City Stormwater Engineering that flows outfalling further upstream will help promote the hydraulic health of the Cooper Slough. 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. Mulberry Filing 1 Preliminary Drainage Report Galloway & Company, Inc.Page 17 of 26 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 Mulberry Filing 1 Preliminary 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 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. 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 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 Mulberry Filing 1 Preliminary 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 Mulberry Filing 1 Preliminary Drainage Report APPENDIX C Hydrologic Calculations Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) D1 2.15 0.60 0.75 14.8 13.1 2.4 11.3 D2 1.95 0.68 0.85 12.3 9.8 2.7 12.9 D3 1.82 0.58 0.73 12.0 9.6 2.2 10.5 D4 1.08 0.58 0.73 11.1 8.7 1.3 6.5 D5 1.14 0.61 0.76 12.9 10.4 1.4 6.6 D6 1.26 0.65 0.81 13.4 10.8 1.6 7.7 D7 1.57 0.62 0.78 12.8 10.3 2.0 9.4 D8 1.24 0.60 0.75 11.2 8.8 1.6 7.7 D9 1.56 0.63 0.79 6.9 6.0 2.6 11.8 D10 0.54 0.72 0.91 7.8 5.0 1.0 4.9 D11 0.90 0.79 0.99 7.3 5.0 1.8 8.9 D12 1.48 0.64 0.80 11.6 9.4 2.0 9.4 D13 0.97 0.20 0.26 11.9 11.9 0.4 1.8 D14 0.75 0.70 0.87 6.2 5.0 1.4 6.5 D15 0.86 0.61 0.76 8.2 6.9 1.3 5.9 D16 1.06 0.72 0.91 6.2 5.0 2.1 9.5 D17 1.07 0.72 0.90 6.2 5.0 2.1 9.6 D18 2.54 0.56 0.70 12.7 10.6 2.9 13.4 D19 1.36 0.69 0.86 14.3 12.7 1.8 8.3 D20 1.38 0.67 0.83 14.5 12.9 1.8 8.1 D21 3.02 0.20 0.24 15.1 15.1 1.1 4.8 D22 0.24 0.15 0.19 5.6 5.5 0.1 0.4 D23 0.68 0.43 0.53 9.8 8.7 0.7 3.0 D24 3.02 0.15 0.19 5.0 5.0 1.3 5.6 OS1 0.68 0.41 0.51 8.1 7.0 0.7 3.2 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 E1 1.07 0.72 0.90 6.6 5.0 2.0 9.6 E2 0.96 0.76 0.95 6.0 5.0 2.0 9.1 E3 1.32 0.48 0.60 14.4 14.4 1.2 5.3 E4 0.40 0.22 0.28 10.3 9.8 0.2 0.9 E5 1.07 0.72 0.90 5.0 5.0 2.2 9.5 E6 0.77 0.58 0.73 8.5 7.6 1.1 4.9 E7 1.03 0.74 0.92 5.0 5.0 2.2 9.5 E8 0.35 0.21 0.27 10.4 9.9 0.2 0.7 E9 1.07 0.72 0.90 5.0 5.0 2.2 9.6 E10 1.03 0.74 0.93 5.0 5.0 2.2 9.5 E11 0.73 0.58 0.73 8.5 7.6 1.0 4.7 E12 0.44 0.79 0.99 7.2 5.9 0.9 4.1 E13 0.59 0.15 0.19 10.1 9.8 0.2 0.9 E14 3.14 0.47 0.59 11.2 9.6 3.1 14.6 E15 1.12 0.78 0.97 14.6 12.6 1.6 7.7 E16 1.00 0.15 0.19 14.8 14.8 0.3 1.2 E17 1.80 0.50 0.62 10.6 9.5 1.9 8.9 E18 0.41 0.65 0.82 6.9 5.4 0.7 3.2 E19 2.72 0.80 1.00 10.0 10.0 4.8 21.0 E20 1.44 0.57 0.71 15.7 15.7 1.5 6.5 E22 0.99 0.76 0.96 5.0 5.0 2.2 9.4 E23 0.99 0.77 0.96 5.0 5.0 2.2 9.4 E24 0.73 0.54 0.67 12.8 11.6 0.8 3.6 E25 1.11 0.67 0.83 14.0 14.0 1.4 6.2 E26 2.39 0.80 1.00 10.0 10.0 4.2 18.5 E27 0.89 0.47 0.59 9.7 8.0 1.0 4.6 E28 0.84 0.76 0.95 14.6 14.6 1.2 5.3 E29 1.80 0.15 0.19 5.0 5.0 0.8 3.4 FUT-A 56.00 0.80 1.00 FUT-B 15.30 0.80 1.00 FUT-C 22.00 0.80 1.00 D BASINS (TO DETENTION)33.65 - -39.4 184.4 E BASINS (TO DETENTION)32.18 - -45.2 201.7 TO LID 1 8.08 -- TO LID 2 11.70 -- TO LID 3 1.06 -- TO LID 4 1.03 -- TO LID 5 0.77 -- TO LID 6 1.07 -- TO LID 7 0.96 -- TO LID 8 1.03 -- TO LID 9 1.07 -- TO LID 10 1.03 -- TO LID 12 0.99 -- TO LID 13 0.99 -- TO LID 14 0.73 -- TO LID 15 0.89 -- 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 1 Location:CO, Fort Collins Project No.: Calculated By: MJP Checked By: JP INPUT User Input Date: 8/3/21 OUTPUT Calculated Value Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%100% D1 2.15 95 0.37 17 15 0.94 7 95 0.84 37 0.60 D2 1.95 95 0.45 22 15 0.67 5 95 0.84 41 0.68 D3 1.82 95 0.42 22 15 0.83 7 95 0.56 29 0.58 D4 1.08 95 0.17 15 15 0.50 7 95 0.42 37 0.58 D5 1.14 95 0.24 20 15 0.49 6 95 0.42 35 0.61 D6 1.26 95 0.30 22 15 0.47 6 95 0.49 37 0.65 D7 1.57 95 0.23 14 15 0.65 6 95 0.70 42 0.62 D8 1.24 95 0.21 16 15 0.54 7 95 0.49 38 0.60 D9 1.56 95 0.46 28 15 0.62 6 95 0.49 30 0.63 D10 0.54 95 0.11 19 15 0.15 4 95 0.28 49 0.72 D11 0.90 95 0.27 28 15 0.18 3 95 0.45 48 0.79 D12 1.48 95 0.27 17 15 0.58 6 95 0.63 40 0.64 D13 0.97 95 0.07 6 15 0.90 14 95 0.00 0 0.20 D14 0.75 95 0.23 30 15 0.24 5 95 0.28 35 0.70 D15 0.86 95 0.45 50 15 0.37 6 95 0.04 4 0.61 D16 1.06 95 0.31 28 15 0.30 4 95 0.45 40 0.72 D17 1.07 95 0.31 28 15 0.31 4 95 0.45 40 0.72 D18 2.54 95 0.43 16 15 1.25 7 95 0.86 32 0.56 D19 1.36 95 0.91 64 15 0.44 5 95 0.00 0 0.69 D20 1.38 95 0.89 61 15 0.49 5 95 0.00 0 0.67 D21 3.02 95 0.17 5 15 2.85 14 95 0.00 0 0.20 D22 0.24 95 0.00 0 15 0.24 15 95 0.00 0 0.15 D23 0.68 95 0.24 33 15 0.45 10 95 0.00 0 0.43 D24 3.02 95 0.00 0 15 3.02 15 95 0.00 0 0.15 OS1 0.68 95 0.22 31 15 0.46 10 95 0.00 0 0.41 COMPOSITE RUNOFF COEFFICIENTS Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac) HFH22 Area Weighted C2Basin ID Total Area (ac) Runoff Coefficient Area (ac) Roofs Runoff Coefficient Page 1 of 3 11/9/2021 95%5%100% Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac)Area Weighted C2Basin ID Total Area (ac) Runoff Coefficient Area (ac) Roofs Runoff Coefficient E1 1.07 95 0.31 28 15 0.31 4 95 0.45 40 0.72 E2 0.96 95 0.31 31 15 0.23 4 95 0.42 42 0.76 E3 1.32 95 0.49 35 15 0.77 9 95 0.05 4 0.48 E4 0.40 95 0.03 8 15 0.36 14 95 0.00 0 0.22 E5 1.07 95 0.33 30 15 0.31 4 95 0.43 38 0.72 E6 0.77 95 0.42 52 15 0.35 7 95 0.00 0 0.58 E7 1.03 95 0.33 31 15 0.27 4 95 0.43 39 0.74 E8 0.35 95 0.03 8 15 0.32 14 95 0.00 0 0.21 E9 1.07 95 0.33 30 15 0.31 4 95 0.43 38 0.72 E10 1.03 95 0.33 31 15 0.27 4 95 0.43 40 0.74 E11 0.73 95 0.40 52 15 0.34 7 95 0.00 0 0.58 E12 0.44 95 0.35 76 15 0.09 3 95 0.00 0 0.79 E13 0.59 95 0.00 0 15 0.59 15 95 0.00 0 0.15 E14 3.14 95 0.51 15 15 1.89 9 95 0.74 23 0.47 E15 1.12 95 0.88 75 15 0.24 3 95 0.00 0 0.78 E16 1.00 95 0.00 0 15 1.00 15 95 0.00 0 0.15 E17 1.80 95 0.78 41 15 1.02 9 95 0.00 0 0.50 E18 0.41 95 0.25 60 15 0.15 6 95 0.00 0 0.65 E19 2.72 0.80 E20 1.44 95 0.76 50 15 0.68 7 95 0.00 0 0.57 E22 0.99 95 0.33 32 15 0.23 3 95 0.43 41 0.76 E23 0.99 95 0.33 32 15 0.23 3 95 0.43 41 0.77 E24 0.73 95 0.35 46 15 0.38 8 95 0.00 0 0.54 E25 1.11 95 0.55 47 15 0.39 5 95 0.17 14 0.67 E26 2.39 0.80 E27 0.89 95 0.22 24 15 0.53 9 95 0.14 15 0.47 E28 0.84 95 0.64 72 15 0.20 4 95 0.00 0 0.76 E29 1.80 95 0.00 0 15 1.80 15 95 0.00 0 0.15 FUT-A 56.00 0.80 FUT-B 15.30 0.80 FUT-C 22.00 0.80 Future Development Future Development Future Development Future Multi-Family Future Multi-Family Page 2 of 3 11/9/2021 95%5%100% Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Runoff Coefficient Area (ac)Area Weighted C2Basin ID Total Area (ac) Runoff Coefficient Area (ac) Roofs Runoff Coefficient %Imp D BASINS (Detention Tributary)33.65 50% D Basins Total 34.34 49% WQCV Pond D 16.22 46% LID 1 Tributary (D1, D3, D4, D21)8.08 39% LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22)11.70 60% LID 3 Tributary (D16)1.06 72% LID 4 Tributary (D17)1.07 71% E BASINS (Detention Tributary)32.18 56% WQCV Pond E 19.52 57% LID 5 (Tributary E6)0.77 54% LID 6 (Tributary E1)1.07 71% LID 7 (Tributary E2)0.96 76% LID 8 (Tributary E7)1.03 73% LID 9 (Tributary E9)1.07 71% LID 10 (Tributary E10)1.03 74% LID 12 (Tributary E22)0.99 76% LID 13 (Tributary E23)0.99 76% LID 14 (Tributary E24)0.73 49% LID 15 (Tributary E27)0.89 42% Page 3 of 3 11/9/2021 Subdivision:Mulberry Project Name: Mulberry Filing 1 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 14 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 Calculated 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) Slope, % (%) (FPS) (MIN) (MIN) (MIN)LENGTH(FT)(MIN) (MIN) (MIN) D1 2.15 B 0.60 0.60 0.75 130 2.00 8.5 5.9 734 0.72 0.72 20 1.7 7.2 15.7 13.1 864 14.8 14.8 13.1 D2 1.95 B 0.68 0.68 0.85 100 2.00 6.3 3.8 582 0.64 0.64 20 1.6 6.1 12.3 9.8 682 13.8 12.3 9.8 D3 1.82 B 0.58 0.58 0.73 120 2.00 8.4 6.0 400 0.88 0.88 20 1.9 3.6 12.0 9.6 520 12.9 12.0 9.6 D4 1.08 B 0.58 0.58 0.73 120 2.00 8.4 6.1 300 0.87 0.87 20 1.9 2.7 11.1 8.7 420 12.3 11.1 8.7 D5 1.14 B 0.61 0.61 0.76 120 2.00 8.0 5.5 480 0.67 0.67 20 1.6 4.9 12.9 10.4 600 13.3 12.9 10.4 D6 1.26 B 0.65 0.65 0.81 120 2.00 7.3 4.7 640 0.76 0.76 20 1.7 6.1 13.4 10.8 760 14.2 13.4 10.8 D7 1.57 B 0.62 0.62 0.78 120 2.00 7.8 5.3 430 0.51 0.51 20 1.4 5.0 12.8 10.3 550 13.1 12.8 10.3 D8 1.24 B 0.60 0.60 0.75 120 2.00 8.1 5.7 360 0.92 0.92 20 1.9 3.1 11.2 8.8 480 12.7 11.2 8.8 D9 1.56 B 0.63 0.63 0.79 15 2.00 2.7 1.8 560 1.20 1.20 20 2.2 4.3 6.9 6.0 575 13.2 6.9 6.0 D10 0.54 B 0.72 0.72 0.91 120 2.00 6.1 3.2 160 0.63 0.63 20 1.6 1.7 7.8 4.9 280 11.6 7.8 5.0 D11 0.90 B 0.79 0.79 0.99 120 2.00 5.0 1.8 210 0.60 0.60 20 1.5 2.3 7.3 4.1 330 11.8 7.3 5.0 D12 1.48 B 0.64 0.64 0.80 90 2.00 6.5 4.3 500 0.66 0.66 20 1.6 5.1 11.6 9.4 590 13.3 11.6 9.4 D13 0.97 B 0.20 0.20 0.26 90 2.00 12.6 11.9 250 0.68 0.68 21 1.7 2.4 15.0 14.3 340 11.9 11.9 11.9 D14 0.75 B 0.70 0.70 0.87 30 2.00 3.3 1.9 250 0.50 0.50 20 1.4 2.9 6.2 4.8 280 11.6 6.2 5.0 D15 0.86 B 0.61 0.61 0.76 30 2.00 4.0 2.8 560 1.25 1.25 20 2.2 4.2 8.2 6.9 590 13.3 8.2 6.9 D16 1.06 B 0.72 0.72 0.91 80 2.00 5.0 2.6 100 0.50 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D17 1.07 B 0.72 0.72 0.90 80 2.00 5.0 2.6 100 0.50 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D18 2.54 B 0.56 0.56 0.70 100 2.00 8.1 6.0 450 0.67 0.67 20 1.6 4.6 12.7 10.6 550 13.1 12.7 10.6 D19 1.36 B 0.69 0.69 0.86 40 2.00 3.9 2.3 950 0.58 0.58 20 1.5 10.4 14.3 12.7 990 15.5 14.3 12.7 D20 1.38 B 0.67 0.67 0.83 40 2.00 4.1 2.5 950 0.58 0.58 20 1.5 10.4 14.5 12.9 990 15.5 14.5 12.9 D21 3.02 B 0.20 0.20 0.24 300 0.50 36.9 34.9 610 0.98 0.98 20 2.0 5.1 42.0 40.0 910 15.1 15.1 15.1 D22 0.24 B 0.15 0.15 0.19 10 2.00 4.5 4.3 100 0.51 0.51 20 1.4 1.2 5.6 5.5 110 10.6 5.6 5.5 D23 0.68 B 0.43 0.43 0.53 50 2.00 7.1 6.0 300 0.86 0.86 20 1.9 2.7 9.8 8.7 350 11.9 9.8 8.7 D24 3.02 B 0.15 0.15 0.19 30 25.00 3.3 3.2 100 0.91 0.91 20 1.9 0.9 4.2 4.1 130 10.7 5.0 5.0 OS1 0.68 B 0.41 0.41 0.51 50 2.00 7.3 6.2 100 1.00 1.00 21 2.1 0.8 8.1 7.0 150 10.8 8.1 7.0 DATA STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) Page 1 of 6 11/9/2021 Subdivision:Mulberry Project Name: Mulberry Filing 1 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 14 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 Calculated 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) Slope, % (%) (FPS) (MIN) (MIN) (MIN)LENGTH(FT)(MIN) (MIN) (MIN) DATA STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt) E1 1.07 C 0.72 0.72 0.90 80 2.00 5.1 2.7 150 0.67 0.67 20 1.6 1.5 6.6 4.2 230 11.3 6.6 5.0 E2 0.96 C 0.76 0.76 0.95 80 2.00 4.5 2.0 150 0.67 0.67 20 1.6 1.5 6.0 3.5 230 11.3 6.0 5.0 E3 1.32 C 0.48 0.48 0.60 200 2.00 13.0 10.5 585 0.44 0.44 20 1.3 7.3 20.4 17.8 785 14.4 14.4 14.4 E4 0.40 C 0.22 0.22 0.28 40 2.00 8.3 7.7 250 1.04 1.04 20 2.0 2.0 10.3 9.8 290 11.6 10.3 9.8 E5 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E6 0.77 C 0.58 0.58 0.73 20 2.00 3.4 2.5 460 0.56 0.56 20 1.5 5.1 8.5 7.6 480 12.7 8.5 7.6 E7 1.03 C 0.74 0.74 0.92 45 2.00 3.6 1.7 100 2.59 2.59 20 3.2 0.5 4.1 2.3 145 10.8 5.0 5.0 E8 0.35 C 0.21 0.21 0.27 40 2.00 8.3 7.8 250 1.04 1.04 20 2.0 2.0 10.4 9.9 290 11.6 10.4 9.9 E9 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E10 1.03 C 0.74 0.74 0.93 45 2.00 3.6 1.7 100 2.59 2.59 20 3.2 0.5 4.1 2.2 145 10.8 5.0 5.0 E11 0.73 C 0.58 0.58 0.73 20 2.00 3.4 2.5 460 0.56 0.56 20 1.5 5.1 8.5 7.6 480 12.7 8.5 7.6 E12 0.44 C 0.79 0.79 0.99 20 2.00 2.1 0.8 460 0.56 0.56 20 1.5 5.1 7.2 5.9 480 12.7 7.2 5.9 E13 0.59 C 0.15 0.15 0.19 20 2.00 6.3 6.1 375 0.69 0.69 20 1.7 3.8 10.1 9.8 395 12.2 10.1 9.8 E14 3.14 C 0.47 0.47 0.59 90 2.00 8.9 7.2 275 0.94 0.94 20 1.9 2.4 11.2 9.6 365 12.0 11.2 9.6 E15 1.12 C 0.78 0.78 0.97 60 2.00 3.7 1.5 775 0.33 0.33 20 1.2 11.2 14.9 12.6 835 14.6 14.6 12.6 E16 1.00 C 0.15 0.15 0.19 10 2.00 4.5 4.3 855 0.30 0.30 20 1.1 12.9 17.4 17.2 865 14.8 14.8 14.8 E17 1.80 C 0.50 0.50 0.62 40 2.00 5.7 4.5 450 0.58 0.58 20 1.5 4.9 10.6 9.5 490 12.7 10.6 9.5 E18 0.41 C 0.65 0.65 0.82 40 2.00 4.2 2.7 300 0.86 0.86 20 1.9 2.7 6.9 5.4 340 11.9 6.9 5.4 E19 2.72 C 0.80 0.80 1.00 10.0 10.0 10.0 E20 1.44 C 0.57 0.57 0.71 30 2.00 4.3 3.1 1000 0.26 0.26 20 1.0 16.4 20.7 19.5 1030 15.7 15.7 15.7 E22 0.99 C 0.76 0.76 0.96 45 2.00 3.3 1.4 100 2.59 2.59 20 3.2 0.5 3.9 2.0 145 10.8 5.0 5.0 E23 0.99 C 0.77 0.77 0.96 45 2.00 3.3 1.4 100 1.47 1.47 20 2.4 0.7 4.0 2.1 145 10.8 5.0 5.0 E24 0.73 C 0.54 0.54 0.67 80 2.00 7.5 5.7 420 0.35 0.35 20 1.2 5.9 13.4 11.6 500 12.8 12.8 11.6 E25 1.11 C 0.67 0.67 0.83 50 2.00 4.6 2.8 675 0.22 0.22 20 0.9 12.1 16.6 14.9 725 14.0 14.0 14.0 E26 2.39 C 0.80 0.80 1.00 10.0 10.0 10.0 E27 0.89 C 0.47 0.47 0.59 100 2.00 9.3 7.5 75 1.96 1.96 20 2.8 0.4 9.7 8.0 175 11.0 9.7 8.0 E28 0.84 C 0.76 0.76 0.95 20 2.00 2.3 1.0 800 0.18 0.18 20 0.9 15.6 17.8 16.6 820 14.6 14.6 14.6 E29 1.80 C 0.15 0.15 0.19 10 2.00 4.5 4.3 75 1.96 1.96 20 2.8 0.4 4.9 4.7 85 10.5 5.0 5.0 FUT-A 56.00 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-B 15.30 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-C 22.00 C 0.80 0.80 1.00 10.0 10.0 10.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv Tt=L/60V 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For urbanized basins a minimum Tc of 5.0 minutes is required.10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20Paved Areas and Shallow Paved Swales Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway Future Developed Area | Multi-Family Future Developed Area | Multi-Family Future Developed Area Future Developed Area Future Developed Area Page 2 of 6 11/9/2021 Project Name: Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By: MJP Design Storm:Checked By: JP Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 2Tc | 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS D1 D1 2.15 0.60 14.8 1.29 1.88 2.4 D2 D2 1.95 0.68 12.3 1.32 2.05 2.7 D3 D3 1.82 0.58 12.0 1.06 2.08 2.2 D4 D4 1.08 0.58 11.1 0.63 2.13 1.3 D5 D5 1.14 0.61 12.9 0.70 2.01 1.4 D6 D6 1.26 0.65 13.4 0.82 1.98 1.6 D7 D7 1.57 0.62 12.8 0.98 2.02 2.0 D8 D8 1.24 0.60 11.2 0.74 2.13 1.6 D9 D9 1.56 0.63 6.9 0.99 2.60 2.6 D10 D10 0.54 0.72 7.8 0.39 2.49 1.0 D11 D11 0.90 0.79 7.3 0.71 2.56 1.8 D12 D12 1.48 0.64 11.6 0.94 2.10 2.0 D13 D13 0.97 0.20 11.9 0.20 2.08 0.4 D14 D14 0.75 0.70 6.2 0.52 2.69 1.4 D15 D15 0.86 0.61 8.2 0.52 2.44 1.3 D16 D16 1.06 0.72 6.2 0.77 2.70 2.1 D17 D17 1.07 0.72 6.2 0.77 2.69 2.1 D18 D18 2.54 0.56 12.7 1.42 2.03 2.9 D19 D19 1.36 0.69 14.3 0.93 1.92 1.8 D20 D20 1.38 0.67 14.5 0.92 1.91 1.8 D21 D21 3.02 0.20 15.1 0.59 1.87 1.1 D22 D22 0.24 0.15 5.6 0.04 2.77 0.1 D23 D23 0.68 0.43 9.8 0.29 2.24 0.7 D24 D24 3.02 0.15 5.0 0.45 2.85 1.3 OS1 OS1 0.68 0.41 8.1 0.28 2.46 0.7 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 Page 3 of 6 11/9/2021 Project Name: Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By: MJP Design Storm:Checked By: JP Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 2Tc | 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 E1 E1 1.07 0.72 6.6 0.77 2.65 2.0 E2 E2 0.96 0.76 6.0 0.73 2.72 2.0 E3 E3 1.32 0.48 14.4 0.63 1.91 1.2 E4 E4 0.40 0.22 10.3 0.09 2.19 0.2 E5 E5 1.07 0.72 5.0 0.77 2.85 2.2 E6 E6 0.77 0.58 8.5 0.45 2.40 1.1 E7 E7 1.03 0.74 5.0 0.76 2.85 2.2 E8 E8 0.35 0.21 10.4 0.07 2.18 0.2 E9 E9 1.07 0.72 5.0 0.77 2.85 2.2 E10 E10 1.03 0.74 5.0 0.76 2.85 2.2 E11 E11 0.73 0.58 8.5 0.43 2.40 1.0 E12 E12 0.44 0.79 7.2 0.34 2.57 0.9 E13 E13 0.59 0.15 10.1 0.09 2.21 0.2 E14 E14 3.14 0.47 11.2 1.47 2.13 3.1 E15 E15 1.12 0.78 14.6 0.87 1.89 1.6 E16 E16 1.00 0.15 14.8 0.15 1.88 0.3 E17 E17 1.80 0.50 10.6 0.89 2.17 1.9 E18 E18 0.41 0.65 6.9 0.26 2.61 0.7 E19 E19 2.72 0.80 10.0 2.18 2.21 4.8 E20 E20 1.44 0.57 15.7 0.82 1.83 1.5 E21 E22 0.99 0.76 5.0 0.76 2.85 2.2 E22 E23 0.99 0.77 5.0 0.76 2.85 2.2 E23 E24 0.73 0.54 12.8 0.39 2.02 0.8 E24 E25 1.11 0.67 14.0 0.74 1.94 1.4 E25 E26 2.39 0.80 10.0 1.91 2.21 4.2 E26 E27 0.89 0.47 9.7 0.42 2.24 1.0 E27 E28 0.84 0.76 14.6 0.64 1.90 1.2 E28 E29 1.80 0.15 5.0 0.27 2.85 0.8 Page 4 of 6 11/9/2021 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By: MJP Design Storm: Checked By: JP Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 100Tc | 100-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS D1 D1 2.15 0.75 13.1 1.62 6.97 11.3 D2 D2 1.95 0.85 9.8 1.65 7.80 12.9 D3 D3 1.82 0.73 9.6 1.32 7.90 10.5 D4 D4 1.08 0.73 8.7 0.79 8.28 6.5 D5 D5 1.14 0.76 10.4 0.87 7.63 6.6 D6 D6 1.26 0.81 10.8 1.02 7.53 7.7 D7 D7 1.57 0.78 10.3 1.22 7.65 9.4 D8 D8 1.24 0.75 8.8 0.93 8.25 7.7 D9 D9 1.56 0.79 6.0 1.24 9.49 11.8 D10 D10 0.54 0.91 5.0 0.49 9.95 4.9 D11 D11 0.90 0.99 5.0 0.89 9.95 8.9 D12 D12 1.48 0.80 9.4 1.18 7.99 9.4 D13 D13 0.97 0.26 11.9 0.25 7.27 1.8 D14 D14 0.75 0.87 5.0 0.66 9.95 6.5 D15 D15 0.86 0.76 6.9 0.65 9.09 5.9 D16 D16 1.06 0.91 5.0 0.96 9.95 9.5 D17 D17 1.07 0.90 5.0 0.96 9.95 9.6 D18 D18 2.54 0.70 10.6 1.77 7.58 13.4 D19 D19 1.36 0.86 12.7 1.17 7.08 8.3 D20 D20 1.38 0.83 12.9 1.15 7.02 8.1 D21 D21 3.02 0.24 15.1 0.74 6.51 4.8 D22 D22 0.24 0.19 5.5 0.05 9.75 0.4 D23 D23 0.68 0.53 8.7 0.36 8.32 3.0 D24 D24 3.02 0.19 5.0 0.57 9.95 5.6 OS1 OS1 0.68 0.51 7.0 0.35 9.07 3.2 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE Page 5 of 6 11/9/2021 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By: MJP Design Storm: Checked By: JP Date: TRAVEL TIME STREET Design PointBasin IDArea (Ac)Runoff Coeff. | C 100Tc | 100-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt (min)REMARKS 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE E1 E1 1.07 0.90 5.0 0.96 9.95 9.6 E2 E2 0.96 0.95 5.0 0.91 9.95 9.1 E3 E3 1.32 0.60 14.4 0.79 6.67 5.3 E4 E4 0.40 0.28 9.8 0.11 7.81 0.9 E5 E5 1.07 0.90 5.0 0.96 9.95 9.5 E6 E6 0.77 0.73 7.6 0.56 8.80 4.9 E7 E7 1.03 0.92 5.0 0.95 9.95 9.5 E8 E8 0.35 0.27 9.9 0.09 7.78 0.7 E9 E9 1.07 0.90 5.0 0.96 9.95 9.6 E10 E10 1.03 0.93 5.0 0.95 9.95 9.5 E11 E11 0.73 0.73 7.6 0.54 8.81 4.7 E12 E12 0.44 0.99 5.9 0.43 9.56 4.1 E13 E13 0.59 0.19 9.8 0.11 7.80 0.9 E14 E14 3.14 0.59 9.6 1.84 7.90 14.6 E15 E15 1.12 0.97 12.6 1.09 7.09 7.7 E16 E16 1.00 0.19 14.8 0.19 6.57 1.2 E17 E17 1.80 0.62 9.5 1.11 7.96 8.9 E18 E18 0.41 0.82 5.4 0.33 9.79 3.2 E19 E19 2.72 1.00 10.0 2.72 7.72 21.0 E20 E20 1.44 0.71 15.7 1.03 6.39 6.5 E21 E22 0.99 0.96 5.0 0.95 9.95 9.4 E22 E23 0.99 0.96 5.0 0.94 9.95 9.4 E23 E24 0.73 0.67 11.6 0.49 7.33 3.6 E24 E25 1.11 0.83 14.0 0.92 6.75 6.2 E25 E26 2.39 1.00 10.0 2.39 7.72 18.5 E26 E27 0.89 0.59 8.0 0.53 8.63 4.6 E27 E28 0.84 0.95 14.6 0.80 6.63 5.3 E28 E29 1.80 0.19 5.0 0.34 9.95 3.4 Page 6 of 6 11/9/2021 Mulberry Filing 1 Preliminary Drainage Report Detention Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =22.00 acres 0.00 0 0.00 0.00 Watershed Length =1,125 ft 0.50 5,200 0.50 2.50 Watershed Length to Centroid =600 ft 1.00 16,374 1.00 5.00 Watershed Slope =0.010 ft/ft 2.00 19,739 2.00 11.00 Watershed Imperviousness =90.0%percent 3.00 23,427 3.00 15.50 Percentage Hydrologic Soil Group A =0.0%percent 4.00 27,434 4.00 17.50 Percentage Hydrologic Soil Group B =100.0%percent 5.00 31,761 5.00 21.00 Percentage Hydrologic Soil Groups C/D =0.0%percent 6.00 36,407 6.00 24.00 Target WQCV Drain Time =40.0 hours 7.00 41,374 7.00 25.75 8.00 46,660 8.00 27.17 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.736 1.253 1.824 2.307 4.137 5.131 acre-ft Inflow Hydrograph Volume =N/A 1.253 1.824 2.307 4.137 5.131 acre-ft Time to Drain 97% of Inflow Volume =1.3 2.5 2.7 2.9 3.6 3.9 hours Time to Drain 99% of Inflow Volume =1.3 2.6 2.8 3.1 3.9 4.3 hours Maximum Ponding Depth =2.37 1.75 2.30 2.73 4.81 5.82 ft Maximum Ponded Area =0.48 0.43 0.48 0.51 0.71 0.82 acres Maximum Volume Stored =0.739 0.455 0.703 0.916 2.184 2.954 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond C Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond C.xlsm, Design Data 8/11/2021, 11:29 AM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond C.xlsm, Design Data 8/11/2021, 11:29 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =33.65 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 77,785 0.50 0.44 Watershed Length to Centroid =850 ft 1.00 80,653 1.00 0.84 Watershed Slope =0.010 ft/ft 2.00 86,235 2.00 1.36 Watershed Imperviousness =50.0%percent 3.00 91,973 3.00 1.70 Percentage Hydrologic Soil Group A =0.0%percent 4.00 97,871 4.00 1.88 Percentage Hydrologic Soil Group B =50.0%percent 5.00 103,927 5.00 1.89 Percentage Hydrologic Soil Groups C/D =50.0%percent 6.00 110,139 6.00 1.90 Target WQCV Drain Time =40.0 hours 6.50 113,306 6.50 1.91 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.578 1.020 1.616 2.238 5.057 6.661 acre-ft Inflow Hydrograph Volume =N/A 1.020 1.616 2.238 5.057 6.661 acre-ft Time to Drain 97% of Inflow Volume =23.3 31.5 38.7 44.8 64.6 73.6 hours Time to Drain 99% of Inflow Volume =25.3 34.2 42.1 48.8 70.7 80.5 hours Maximum Ponding Depth =0.58 0.76 1.07 1.38 2.75 3.49 ft Maximum Ponded Area =1.80 1.82 1.86 1.90 2.08 2.18 acres Maximum Volume Stored =0.580 0.910 1.472 2.066 4.790 6.359 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond D Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond D.xlsm, Design Data 8/17/2021, 1:14 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond D.xlsm, Design Data 8/17/2021, 1:14 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =14.80 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 77,785 0.50 0.20 Watershed Length to Centroid =850 ft 1.00 80,653 1.00 0.40 Watershed Slope =0.010 ft/ft 2.00 86,235 2.00 1.36 Watershed Imperviousness =66.0%percent 3.00 91,973 3.00 1.70 Percentage Hydrologic Soil Group A =0.0%percent 4.00 97,871 4.00 1.88 Percentage Hydrologic Soil Group B =50.0%percent 5.00 103,927 5.00 1.89 Percentage Hydrologic Soil Groups C/D =50.0%percent 6.00 110,139 6.00 1.90 Target WQCV Drain Time =40.0 hours 6.50 113,306 6.50 1.91 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.318 0.618 0.937 1.237 2.492 3.193 acre-ft Inflow Hydrograph Volume =N/A 0.618 0.937 1.237 2.492 3.193 acre-ft Time to Drain 97% of Inflow Volume =37.9 53.5 65.3 73.9 92.6 97.1 hours Time to Drain 99% of Inflow Volume =41.3 58.2 71.0 80.5 101.9 107.7 hours Maximum Ponding Depth =0.43 0.57 0.74 0.90 1.53 1.87 ft Maximum Ponded Area =1.51 1.79 1.82 1.84 1.92 1.96 acres Maximum Volume Stored =0.323 0.570 0.880 1.164 2.352 3.008 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond D - WQCV Drain Time Only Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond D - WQCV Only.xlsm, Design Data 8/17/2021, 4:28 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 40 45 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond D - WQCV Only.xlsm, Design Data 8/17/2021, 4:28 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =31.32 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 22,617 0.50 1.06 Watershed Length to Centroid =850 ft 1.00 28,204 1.00 2.65 Watershed Slope =0.010 ft/ft 2.00 32,998 2.00 5.02 Watershed Imperviousness =54.0%percent 3.00 38,019 3.00 6.30 Percentage Hydrologic Soil Group A =0.0%percent 4.00 43,264 4.00 7.55 Percentage Hydrologic Soil Group B =30.0%percent 5.00 48,736 5.00 8.77 Percentage Hydrologic Soil Groups C/D =70.0%percent 6.00 54,433 6.00 10.20 Target WQCV Drain Time =40.0 hours 6.50 56,800 6.50 12.42 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.568 1.043 1.647 2.249 4.894 6.385 acre-ft Inflow Hydrograph Volume =N/A 1.043 1.647 2.249 4.894 6.385 acre-ft Time to Drain 97% of Inflow Volume =4.5 6.5 7.4 8.2 11.0 12.3 hours Time to Drain 99% of Inflow Volume =5.0 7.1 8.2 9.1 12.3 13.8 hours Maximum Ponding Depth =1.23 1.30 1.90 2.48 4.87 6.00 ft Maximum Ponded Area =0.67 0.68 0.75 0.81 1.10 1.25 acres Maximum Volume Stored =0.569 0.617 1.044 1.493 3.774 5.110 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond E Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond E.xlsm, Design Data 8/17/2021, 5:18 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond E.xlsm, Design Data 8/17/2021, 5:18 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =21.18 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 22,617 0.50 1.06 Watershed Length to Centroid =850 ft 1.00 28,204 1.00 2.65 Watershed Slope =0.010 ft/ft 2.00 32,998 2.00 5.02 Watershed Imperviousness =65.2%percent 3.00 38,019 3.00 6.30 Percentage Hydrologic Soil Group A =0.0%percent 4.00 43,264 4.00 7.55 Percentage Hydrologic Soil Group B =30.0%percent 5.00 48,736 5.00 8.77 Percentage Hydrologic Soil Groups C/D =70.0%percent 6.00 54,433 6.00 10.20 Target WQCV Drain Time =40.0 hours 7.00 56,800 7.00 12.42 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.450 0.871 1.331 1.763 3.558 4.558 acre-ft Inflow Hydrograph Volume =N/A 0.871 1.331 1.763 3.558 4.558 acre-ft Time to Drain 97% of Inflow Volume =4.2 6.2 6.9 7.6 9.8 10.8 hours Time to Drain 99% of Inflow Volume =4.6 6.7 7.7 8.3 10.8 12.0 hours Maximum Ponding Depth =1.05 1.12 1.59 1.99 3.74 4.61 ft Maximum Ponded Area =0.65 0.66 0.71 0.76 0.96 1.07 acres Maximum Volume Stored =0.450 0.497 0.817 1.115 2.615 3.494 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond E WQCV Drain Time Only Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond E - WQCV Only.xlsm, Design Data 8/17/2021, 5:25 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond E - WQCV Only.xlsm, Design Data 8/17/2021, 5:25 PM Mulberry Filing 1 Preliminary Drainage Report LID Calculations Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =39.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.390 C) Water Quality Capture Volume (WQCV) Based on 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 sand filter area)Area = 351,964 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 =0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =5,801 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 =3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area)AMin =1716 sq ft D) Actual Filter Area AActual =1800 sq ft E) Volume Provided VT =7550 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided?2 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =N/A ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Mulberry Filing 1 LID 1 (Basin D1, D3, D4, D21) Design Procedure Form: Sand Filter (SF) M. Pepin Galloway January 19, 2022 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_1.xlsm, SF 1/19/2022, 10:23 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet 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) M. Pepin Galloway January 19, 2022 Mulberry Filing 1 LID 1 (Basin D1, D3, D4, D21) Choose One YES NO HFH22_UD-BMP_v3.07_LID_1.xlsm, SF 1/19/2022, 10:23 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =60.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.600 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV =0.19 watershed inches WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area)Area = 509,652 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =8,024 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 =3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area)AMin =3822 sq ft D) Actual Filter Area AActual =4000 sq ft E) Volume Provided VT =10625 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided?2 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =N/A ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Mulberry Filing 1 LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22) Design Procedure Form: Sand Filter (SF) M. Pepin Galloway January 19, 2022 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_2.xlsm, SF 1/19/2022, 10:20 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet 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) M. Pepin Galloway January 19, 2022 Mulberry Filing 1 LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22) Choose One YES NO HFH22_UD-BMP_v3.07_LID_2.xlsm, SF 1/19/2022, 10:20 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =72.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 46,173 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =875 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =665 sq ft D) Actual Flat Surface Area AActual =3900 sq ft E) Area at Design Depth (Top Surface Area)ATop =3900 sq ft F) Rain Garden Total Volume VT=1,950 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 =875 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 November 10, 2021 Mulberry Filing 1 LID 3 (Tributary D16) 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_3.xlsm, RG 11/10/2021, 8:59 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway November 10, 2021 Mulberry Filing 1 LID 3 (Tributary D16) 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_3.xlsm, RG 11/10/2021, 8:59 AM 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 = 46,609 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =869 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =662 sq ft D) Actual Flat Surface Area AActual =2800 sq ft E) Area at Design Depth (Top Surface Area)ATop =3900 sq ft F) Rain Garden Total Volume VT=1,675 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 =869 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 November 10, 2021 Mulberry Filing 1 LID 4 (Tributary D17) 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_4.xlsm, RG 11/10/2021, 9:03 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway November 10, 2021 Mulberry Filing 1 LID 4 (Tributary D17) 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_4.xlsm, RG 11/10/2021, 9:03 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =54.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.540 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.17 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =33,541 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 =679 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 =4 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 =362 sq ft D) Actual Flat Surface Area AActual =3890 sq ft E) Area at Design Depth (Top Surface Area)ATop =3890 sq ft F) Rain Garden Total Volume VT=1,297 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 =679 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 August 11, 2021 Mulberry Filing 1 LID 5 (Tributary E6) 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_5.xlsm, RG 8/11/2021, 3:15 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 August 11, 2021 Mulberry Filing 1 LID 5 (Tributary E6) 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_5.xlsm, RG 8/11/2021, 3:15 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =72.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =46,173 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 =1,221 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 =4 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 =665 sq ft D) Actual Flat Surface Area AActual =3890 sq ft E) Area at Design Depth (Top Surface Area)ATop =3890 sq ft F) Rain Garden Total Volume VT=1,297 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 =1,221 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 August 11, 2021 Mulberry Filing 1 LID 6 (Tributary E1) 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_6.xlsm, RG 8/11/2021, 11:04 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 6 (Tributary E1) 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_6.xlsm, RG 8/11/2021, 11:04 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =41,817 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 =1,186 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 =636 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,186 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 7 (Tributary E2) 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_7.xlsm, RG 8/11/2021, 11:05 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 7 (Tributary E2) 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_7.xlsm, RG 8/11/2021, 11:05 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =73.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.730 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =44,866 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 =1,207 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 =655 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,207 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 8 (Tributary E7) 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_8.xlsm, RG 8/11/2021, 11:05 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 8 (Tributary E7) 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_8.xlsm, RG 8/11/2021, 11:05 AM 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 =46,609 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 =1,212 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 =662 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,212 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 9 (Tributary E9) 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_9.xlsm, RG 8/11/2021, 11:10 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 9 (Tributary E9) 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_9.xlsm, RG 8/11/2021, 11:10 AM 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 =44,866 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 =1,228 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 =664 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,228 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 10 (Tributary E10) 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_10.xlsm, RG 8/11/2021, 11:09 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 10 (Tributary E10) 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_10.xlsm, RG 8/11/2021, 11:09 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =39.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.390 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.14 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area = 109,771 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 =1,809 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 =856 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,809 cu ft iii) Orifice Diameter, 3/8" Minimum DO =9/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 11 (Tributary E14) 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_11.xlsm, RG 8/11/2021, 11:09 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 11 (Tributary E14) 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_11.xlsm, RG 8/11/2021, 11:09 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =43,124 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 =1,223 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 =655 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,223 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 12 (Tributary E22) 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_12.xlsm, RG 8/11/2021, 11:06 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 12 (Tributary E22) 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_12.xlsm, RG 8/11/2021, 11:06 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 43,124 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 =1,223 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 =655 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =1,223 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway November 10, 2021 Mulberry Filing 1 LID 13 (Tributary E23) 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_13.xlsm, RG 11/10/2021, 8:55 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway November 10, 2021 Mulberry Filing 1 LID 13 (Tributary E23) 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_13.xlsm, RG 11/10/2021, 8:55 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =49.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.490 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.16 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =31,798 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 =602 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 =312 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 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 =602 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 August 11, 2021 Mulberry Filing 1 LID 14 (Tributary E24) 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_14.xlsm, RG 8/11/2021, 11:12 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 14 (Tributary E24) 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_14.xlsm, RG 8/11/2021, 11:12 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =42.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.420 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.15 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =38,768 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 =668 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 =326 sq ft D) Actual Flat Surface Area AActual =1200 sq ft E) Area at Design Depth (Top Surface Area)ATop =1500 sq ft F) Rain Garden Total Volume VT=675 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 =668 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 August 11, 2021 Mulberry Filing 1 LID 15 (Tributary E27) 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_15.xlsm, RG 8/11/2021, 10:57 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 15 (Tributary E27) 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_15.xlsm, RG 8/11/2021, 10:57 AM Mulberry Filing 1 Preliminary Drainage Report APPENDIX D SWMM Models Mulberry Filing 1 Preliminary Drainage Report Existing Condition SWMM Model H1 H4 H3 H2 CooperSlough LakeCanal O1 CityofFortCollins Mulberry - Existing Conditions SWMM 5.1 Page 1 Mulberry - Existing SWMM - Input [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/19/2021 START_TIME 00:00:00 REPORT_START_DATE 03/19/2021 REPORT_START_TIME 00:00:00 END_DATE 03/19/2021 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:15:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.566 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- CityofFortCollins INTENSITY 0:05 1.0 TIMESERIES FC_2year [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- Mulberry - Existing SWMM - Input -------- ---------------- H1 CityofFortCollins CooperSlough 72 2 1000 1.5 0 H4 CityofFortCollins LakeCanal 6.5 2 400 1.0 0 H3 CityofFortCollins O1 162 2 1200 1.0 0 H2 CityofFortCollins CooperSlough 22 2 600 1.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- H1 0.016 0.25 0.1 0.3 1 OUTLET H4 0.016 0.25 0.1 0.3 1 OUTLET H3 0.016 0.25 0.1 0.3 1 OUTLET H2 0.016 0.25 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- H1 0.51 0.5 6.48 7 0 H4 0.51 0.5 6.48 7 0 H3 0.51 0.5 6.48 7 0 H2 0.51 0.5 6.48 7 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- CooperSlough 0 FREE NO LakeCanal 0 FREE NO O1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- FC_2year 0:05 0.29 FC_2year 0:10 0.33 FC_2year 0:15 0.38 FC_2year 0:20 0.64 FC_2year 0:25 0.81 FC_2year 0:30 1.57 FC_2year 0:35 2.85 FC_2year 0:40 1.18 FC_2year 0:45 0.71 FC_2year 0:50 0.42 FC_2year 0:55 0.35 FC_2year 1:00 0.30 FC_2year 1:05 0.20 FC_2year 1:10 0.19 FC_2year 1:15 0.18 FC_2year 1:20 0.17 FC_2year 1:25 0.17 FC_2year 1:30 0.16 Mulberry - Existing SWMM - Input FC_2year 1:35 0.15 FC_2year 1:40 0.15 FC_2year 1:45 0.14 FC_2year 1:50 0.14 FC_2year 1:55 0.13 FC_2year 2:00 0.13 ; FC_100yr 0:05 1.00 FC_100yr 0:10 1.14 FC_100yr 0:15 1.33 FC_100yr 0:20 2.23 FC_100yr 0:25 2.84 FC_100yr 0:30 5.49 FC_100yr 0:35 9.95 FC_100yr 0:40 4.12 FC_100yr 0:45 2.48 FC_100yr 0:50 1.46 FC_100yr 0:55 1.22 FC_100yr 1:00 1.06 FC_100yr 1:05 1.00 FC_100yr 1:10 0.95 FC_100yr 1:15 0.91 FC_100yr 1:20 0.87 FC_100yr 1:25 0.84 FC_100yr 1:30 0.81 FC_100yr 1:35 0.78 FC_100yr 1:40 0.75 FC_100yr 1:45 0.73 FC_100yr 1:50 0.71 FC_100yr 1:55 0.69 FC_100yr 2:00 0.67 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -2215.333 0.000 12215.333 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ CooperSlough 5799.537 4855.156 LakeCanal 3018.540 1714.948 O1 4327.926 1680.185 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] Mulberry - Existing SWMM - Input ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ H1 2694.090 8621.089 H1 5938.586 5121.669 H1 5938.586 8574.739 H1 2636.153 8621.089 H4 2439.166 2387.022 H4 2358.053 2479.722 H4 2392.816 1460.023 H4 2949.015 1436.848 H4 2867.903 1958.285 H4 2439.166 2421.784 H3 2427.578 8551.564 H3 2392.816 2595.597 H3 3064.890 1946.698 H3 3227.115 1448.436 H3 4154.114 1448.436 H3 4130.939 5052.144 H3 4154.114 6848.204 H3 2427.578 8551.564 H2 4281.576 6709.154 H2 4281.576 6709.154 H2 4269.988 5098.494 H2 5730.012 5075.319 H2 4293.163 6720.742 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CityofFortCollins 4222.097 8895.152 [BACKDROP] FILE "H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Aerial\Aerial.jpg" DIMENSIONS -2215.333 200.301 12215.333 9799.699 Mulberry - Existing SWMM - 2-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 21.401 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 20.956 0.958 Surface Runoff ........... 0.408 0.019 Final Storage ............ 0.043 0.002 Continuity Error (%) ..... -0.027 Mulberry - Existing SWMM - 2-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.408 0.133 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.408 0.133 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.04 4.11 0.019 H4 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.00 0.38 0.022 H3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.08 8.73 0.019 H2 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.27 0.020 Mulberry - Existing SWMM - 2-yr Results Analysis begun on: Mon Apr 5 09:34:48 2021 Analysis ended on: Mon Apr 5 09:34:48 2021 Total elapsed time: < 1 sec Mulberry - Exist.SWMM - 100-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 80.263 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 60.314 2.757 Surface Runoff ........... 18.525 0.847 Final Storage ............ 1.457 0.067 Continuity Error (%) ..... -0.042 Mulberry - Exist.SWMM - 100-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.525 6.037 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 18.525 6.037 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 3.67 0.00 0.00 2.62 0.07 0.98 1.05 2.05 34.47 0.286 H4 3.67 0.00 0.00 1.98 0.07 1.62 1.69 0.30 8.73 0.460 H3 3.67 0.00 0.00 2.90 0.07 0.59 0.66 2.92 51.96 0.181 H2 3.67 0.00 0.00 2.38 0.07 1.22 1.29 0.77 15.53 0.352 Mulberry - Exist.SWMM - 100-yr Results Analysis begun on: Mon Apr 5 09:35:43 2021 Analysis ended on: Mon Apr 5 09:35:43 2021 Total elapsed time: < 1 sec A D E C G H B I C1 C2 C3 C4Pond_H_Outlet Pond_D_Outlet Pond_E_Outlet Pond_B_Outlet Pond_C_Outlet Pond_A_Outlet 6 Pond_I_Outlet J2 J1 J3 J4 Peakview_Storm_Stub CooperSlough Lake_Canal CooperSloughNorth Pond_A Pond_B Pond_C Pond_D Pond_E Pond_G Pond_HPond_I CityofFortCollins CoFC_2yr 03/19/2021 00:15:00 SWMM 5.1 Page 1 ***Existing Conditions 2-Year Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 21.002 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 20.544 0.957 Surface Runoff ........... 0.422 0.020 Final Storage ............ 0.043 0.002 Continuity Error (%) ..... -0.035 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.422 0.138 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.422 0.138 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.03 3.22 0.020 I 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.00 0.38 0.022 H 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.02 2.30 0.020 C 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.27 0.020 B 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 0.89 0.021 D 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.02 2.02 0.020 E 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.02 1.86 0.021 G 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.03 2.93 0.020 Analysis begun on: Wed Aug 11 15:22:57 2021 Analysis ended on: Wed Aug 11 15:22:57 2021 Total elapsed time: < 1 sec ***Existing Conditions 100-Year Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 78.765 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 50.951 2.373 Surface Runoff ........... 27.829 1.296 Final Storage ............ 0.043 0.002 Continuity Error (%) ..... -0.073 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 27.829 9.069 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 27.829 9.069 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 2.49 0.07 1.11 1.18 1.79 32.92 0.321 I 3.67 0.00 0.00 1.98 0.07 1.62 1.69 0.30 8.73 0.460 H 3.67 0.00 0.00 2.46 0.07 1.14 1.21 1.32 24.82 0.330 C 3.67 0.00 0.00 2.38 0.07 1.22 1.29 0.77 15.53 0.352 B 3.67 0.00 0.00 2.15 0.07 1.45 1.52 0.63 15.66 0.415 D 3.67 0.00 0.00 2.39 0.07 1.20 1.28 1.21 24.11 0.348 E 3.67 0.00 0.00 2.21 0.07 1.39 1.46 1.27 29.53 0.397 G 3.67 0.00 0.00 2.38 0.07 1.22 1.29 1.78 35.78 0.352 Analysis begun on: Wed Aug 11 15:23:25 2021 Analysis ended on: Wed Aug 11 15:23:25 2021 Total elapsed time: < 1 sec Mulberry Filing 1 Preliminary Drainage Report Proposed SWMM Model A D E C G H B I C1 C2 C3 C4Pond_H_Outlet Pond_D_Outlet Pond_E_Outlet Pond_B_Outlet Pond_C_Outlet Pond_A_Outlet 6 Pond_I_Outlet J2 J1 J3 J4 Peakview_Storm_Stub CooperSlough Lake_Canal CooperSloughNorth Pond_A Pond_B Pond_C Pond_D Pond_E Pond_G Pond_HPond_I CityofFortCollins CoFC_2yr 03/19/2021 00:15:00 SWMM 5.1 Page 1 ***2-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 18.140 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 5.291 0.285 Surface Runoff ........... 11.579 0.624 Final Storage ............ 1.322 0.071 Continuity Error (%) ..... -0.288 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 11.579 3.773 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 11.459 3.734 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.112 0.037 Continuity Error (%) ..... 0.065 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.94 35.83 0.631 D 0.98 0.00 0.00 0.53 0.41 0.00 0.41 0.37 22.22 0.417 E 0.98 0.00 0.00 0.45 0.48 0.00 0.48 0.42 17.45 0.487 C 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.48 22.13 0.813 G 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.87 29.79 0.810 H 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.32 21.49 0.727 B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 13.91 0.634 I 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.12 9.41 0.728 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 Pond_A STORAGE 0.41 2.59 4948.09 0 01:48 2.59 Pond_B STORAGE 0.92 3.94 4946.44 0 03:38 3.94 Pond_C STORAGE 0.71 2.94 4941.44 0 01:28 2.94 Pond_D STORAGE 0.55 0.88 4944.88 0 02:36 0.88 Pond_E STORAGE 0.27 1.38 4937.38 0 01:53 1.38 Pond_G STORAGE 0.59 3.45 4931.45 0 02:02 3.45 Pond_H STORAGE 0.85 2.63 4925.63 0 02:15 2.63 Pond_I STORAGE 1.83 2.77 4925.27 0 02:30 2.77 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 4.57 0 01:59 0 0.755 0.000 J1 JUNCTION 0.00 0.81 0 02:36 0 0.338 0.000 J3 JUNCTION 0.00 7.73 0 02:02 0 0.867 0.000 J4 JUNCTION 0.00 9.01 0 02:06 0 1.19 0.000 Peakview_Storm_Stub OUTFALL 0.00 9.01 0 02:06 0 1.19 0.000 CooperSlough OUTFALL 0.00 17.32 0 01:28 0 2.42 0.000 Lake_Canal OUTFALL 0.00 0.24 0 02:30 0 0.122 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_A STORAGE 35.83 35.83 0 00:45 0.938 0.938 0.050 Pond_B STORAGE 13.91 20.14 0 00:45 0.258 1.2 0.006 Pond_C STORAGE 22.13 29.32 0 00:45 0.475 2.43 0.053 Pond_D STORAGE 22.22 22.22 0 00:40 0.373 0.373 0.006 Pond_E STORAGE 17.45 17.45 0 00:45 0.417 0.417 0.069 Pond_G STORAGE 29.79 29.79 0 00:45 0.867 0.867 0.022 Pond_H STORAGE 21.49 21.49 0 00:40 0.321 0.321 0.036 Pond_I STORAGE 9.41 9.41 0 00:40 0.124 0.124 0.009 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- Pond_A 5.964 1 0 0 55.545 12 0 01:48 9.52 Pond_B 8.998 3 0 0 51.324 17 0 03:38 7.60 Pond_C 2.753 1 0 0 24.172 12 0 01:28 17.32 Pond_D 20.870 5 0 0 42.116 11 0 02:35 0.81 Pond_E 4.269 2 0 0 29.455 13 0 01:53 3.78 Pond_G 5.852 1 0 0 51.283 12 0 02:02 7.73 Pond_H 8.630 4 0 0 32.948 16 0 02:15 1.29 Pond_I 6.901 7 0 0 14.313 14 0 02:29 0.24 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.51 1.85 9.01 1.188 CooperSlough 99.55 3.77 17.32 2.424 Lake_Canal 99.13 0.19 0.24 0.122 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.55 5.81 26.43 3.734 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.81 0 02:36 C2 DUMMY 4.57 0 01:59 C3 DUMMY 7.73 0 02:02 C4 DUMMY 9.01 0 02:06 Pond_H_Outlet ORIFICE 1.29 0 02:15 0.00 Pond_D_Outlet ORIFICE 0.81 0 02:36 0.00 Pond_E_Outlet ORIFICE 3.78 0 01:53 0.00 Pond_B_Outlet ORIFICE 7.60 0 03:38 0.00 Pond_C_Outlet ORIFICE 17.32 0 01:28 0.00 Pond_A_Outlet ORIFICE 9.52 0 01:48 0.00 6 ORIFICE 7.73 0 02:02 0.00 Pond_I_Outlet ORIFICE 0.24 0 02:30 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Nov 9 15:33:53 2021 Analysis ended on: Tue Nov 9 15:33:53 2021 Total elapsed time: < 1 sec ***100-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 68.032 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 11.153 0.602 Surface Runoff ........... 55.823 3.011 Final Storage ............ 1.323 0.071 Continuity Error (%) ..... -0.392 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 55.823 18.191 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 50.282 16.385 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 5.523 1.800 Continuity Error (%) ..... 0.031 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 0.62 2.51 0.48 2.99 4.55 233.48 0.815 D 3.67 0.00 0.00 1.17 1.65 0.82 2.47 2.25 132.38 0.672 E 3.67 0.00 0.00 1.07 1.94 0.62 2.55 2.23 112.80 0.696 C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939 G 3.67 0.00 0.00 0.16 3.22 0.20 3.43 3.75 194.95 0.934 H 3.67 0.00 0.00 0.31 2.87 0.43 3.30 1.49 119.43 0.900 B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838 I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 Pond_A STORAGE 2.47 6.98 4952.48 0 02:27 6.98 Pond_B STORAGE 6.15 8.97 4951.47 0 09:18 8.97 Pond_C STORAGE 3.52 7.90 4946.40 0 02:13 7.90 Pond_D STORAGE 3.05 3.86 4947.86 0 03:10 3.86 Pond_E STORAGE 1.84 5.96 4941.96 0 02:28 5.96 Pond_G STORAGE 3.21 7.75 4935.75 0 02:27 7.75 Pond_H STORAGE 5.63 8.36 4931.36 0 02:26 8.36 Pond_I STORAGE 5.02 5.54 4928.04 0 02:41 5.54 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 11.32 0 02:32 0 3.33 0.000 J1 JUNCTION 0.00 1.95 0 03:10 0 1.09 0.000 J3 JUNCTION 0.00 12.14 0 02:27 0 3.75 0.000 J4 JUNCTION 0.00 14.50 0 02:27 0 4.97 0.000 Peakview_Storm_Stub OUTFALL 0.00 14.50 0 02:27 0 4.97 0.000 CooperSlough OUTFALL 0.00 31.80 0 02:13 0 11.2 0.000 Lake_Canal OUTFALL 0.00 0.35 0 02:41 0 0.21 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.025 Pond_B STORAGE 85.59 96.09 0 00:40 1.28 5.82 0.004 Pond_C STORAGE 138.82 151.28 0 00:40 2.06 11.2 0.024 Pond_D STORAGE 132.38 132.38 0 00:40 2.25 2.25 0.000 Pond_E STORAGE 112.80 112.80 0 00:40 2.23 2.23 0.039 Pond_G STORAGE 194.95 194.95 0 00:40 3.75 3.75 0.015 Pond_H STORAGE 119.43 119.43 0 00:40 1.49 1.49 0.006 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- Pond_A 121.686 26 0 0 460.663 99 0 02:26 17.16 Pond_B 170.372 58 0 0 292.337 99 0 09:17 11.92 Pond_C 52.816 27 0 0 192.547 97 0 02:13 31.80 Pond_D 212.289 54 0 0 281.818 72 0 03:10 1.95 Pond_E 56.787 25 0 0 220.679 99 0 02:28 9.39 Pond_G 115.478 28 0 0 387.512 93 0 02:27 12.14 Pond_H 104.166 52 0 0 180.314 89 0 02:26 2.37 Pond_I 59.753 57 0 0 73.530 70 0 02:40 0.35 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.58 7.72 14.50 4.971 CooperSlough 99.62 17.40 31.80 11.203 Lake_Canal 99.44 0.33 0.35 0.210 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.66 25.45 46.62 16.384 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 1.95 0 03:10 C2 DUMMY 11.32 0 02:32 C3 DUMMY 12.14 0 02:27 C4 DUMMY 14.50 0 02:27 Pond_H_Outlet ORIFICE 2.37 0 02:26 0.00 Pond_D_Outlet ORIFICE 1.95 0 03:10 0.00 Pond_E_Outlet ORIFICE 9.39 0 02:28 0.00 Pond_B_Outlet ORIFICE 11.92 0 09:18 0.00 Pond_C_Outlet ORIFICE 31.80 0 02:13 0.00 Pond_A_Outlet ORIFICE 17.16 0 02:27 0.00 6 ORIFICE 12.14 0 02:27 0.00 Pond_I_Outlet ORIFICE 0.35 0 02:41 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Nov 9 15:33:21 2021 Analysis ended on: Tue Nov 9 15:33:21 2021 Total elapsed time: < 1 sec Preliminary Pond Volumes and Release Rates A 10.5 ac-ft / 460,000 cf 17.2 cfs B 6.6 ac-ft / 290,000 cf 11.9 cfs C 4.6 ac-ft / 200,000 cf 31.9 cfs D 6.4 ac-ft / 280,000 cf 1.9 cfs E 5.1 ac-ft / 220,000 cf 9.4 cfs G 8.9 ac-ft / 390,000 cf 12.1 cfs H 4.1 ac-ft / 180,000 cf** 2.4 cfs I 1.7 ac-ft / 75,000 cf 0.38 cfs*0.35 cfs 0.35 cfs * 2-year runoff from Basins H1 and H2 in Existing Conditions SWMM Model ** Half detention provided by site other half by commercial development Detention Pond Proposed Release Rate (From SWMM Model) 32.06 cfs* 14.6 cfs* 31.8 cfs 14.5 cfs 100-year Volume Required (From SWMM Model) Allowable Release Rate Mulberry Filing 1 Preliminary Drainage Report APPENDIX E Drainage Maps acres H1 2% IMP ±72 acres H2 2% IMP ±122 H1 H2 acres H3 2% IMP ±162 BIPLANE STREET COLEMAN STREET SUPERCUB LANE CONQUEST STREET SYKES DRIVE COMET STREET (B) RELIANT STREET CRUSADER STREET (B)FAIRCHILD STREETQUINBY STREETFAIRCHILD STREETDELOZIER ROADALLEY AALLEY A QUINBY STREETALLEY B LOT 3 LOT 4 LOT 5 LOT 27LOT 28LOT 29 LOT 25 LOT 7 LOT 8 LOT 9 LOT 23LOT 24 LOT 6 LOT 26 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 19 LOT 20LOT 21LOT 22 LOT 18 LOT 17 LOT 16 LOT 15 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 16LOT 17LOT 18LOT 19LOT 20 LOT 15 LOT 14 LOT 13 LOT 10LOT 9LOT 8 LOT 11 LOT 12 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 LOT 3 LOT 2 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 1 LOT 3 LOT 14 LOT 4 LOT 5 LOT 6 LOT 13 LOT 12 LOT 11 LOT 10LOT 7 LOT 8 LOT 9 LOT 1 LOT 16 LOT 15LOT 2 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 9 LOT 8 LOT 8 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 LOT 8 LOT 14 LOT 13 LOT 12 LOT 11 LOT 19 LOT 18 LOT 17 LOT 16 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11 LOT 8LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1LOT 10LOT 9LOT 8LOT 7LOT 6 LOT 10 LOT 9 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15LOT 13LOT 14LOT 15LOT 16LOT 17 LOT 7 LOT 8 LOT 9 LOT 10 LOT 9 LOT 8LOT 1 LOT 16 LOT 11 LOT 12 LOT 6 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 TRACT XTRACT YTRACT WTRACT VTRACT Z BLOCK 21 BLOCK 19 BLOCK 19 BLOCK 21 BLOCK 22 BLOCK 23BLOCK 17 BLOCK 16 BLOCK 23 BLOCK 22 BLOCK 24 BLOCK 14 BLOCK 24 BLOCK 26 BLOCK 28 BLOCK 30 BLOCK 26 BLOCK 25 BLOCK 28 BLOCK 27 BLOCK 30 BLOCK 29 BLOCK 32 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Casey Visscher - 3/29/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT 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: 03.23.2021 HFH0000022.20 SCALE: 1"=150' 0 75 1505025 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R EXISTING CONDITIONS DRAINAGE MAP EX DR-1 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) MATCHLINE-SEE SHEET EX DR-2 EX DR-1 EX DR-2 acres H3 2% IMP ±162 acres H4 2% IMP ±6.5 acres H2 2% IMP ±122 H1 H2 H3H4 CRUSADER STREET (B) LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8 LOT 10LOT 11 LOT 9 LOT 16 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 TRACT Z BLOCK 30BLOCK 29 BLOCK 32 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Casey Visscher - 3/29/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT 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: 03.23.2021 HFH0000022.20 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R EXISTING CONDITIONS DRAINAGE MAP EX DR-2 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) EX DR-1 EX DR-2 SCALE: 1"=150' 0 75 1505025 MATCHLINE-SEE SHEET EX DR-1 FAIRCHILD STREETFAIRCHILD STREETDELOZIER ROADALLEY A LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 19 LOT 20LOT 21LOT 22 LOT 18 LOT 17 LOT 16 LOT 15 LOT 13 LOT 10 LOT 11 LOT 12 LOT 3 LOT 2 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 1 LOT 14 LOT 13 LOT 12 LOT 11 LOT 10 LOT 9 LOT 16 LOT 15 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 7LOT 6LOT 5 LOT 9 LOT 8 LOT 8 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 9 LOT 8 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11 LOT 8LOT 7LOT 6LOT 5LOT 4 LOT 10 LOT 9 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14 LOT 9 LOT 8 BLOCK 21 BLOCK 22 BLOCK 23 BLOCK 22 BLOCK 24 BLOCK 26 BLOCK 28 BLOCK 30 S S S S S S S S S S S S S S S S S S MM M acres D1 0.60 0.75 2.15 acres D21 0.15 0.19 2.84 acres D2 0.68 0.85 1.95 acres D3 0.58 0.73 1.82 acres D5 0.61 0.76 1.14 acres D11 0.79 0.99 0.90 acres D4 0.58 0.73 1.08 acres D6 0.65 0.81 1.26 acres D8 0.60 0.75 1.24 acres D24 0.15 0.19 3.02 acres D22 0.15 0.19 0.24 acres D18 0.56 0.70 2.54 acres D9 0.63 0.79 1.56 acres D19 0.69 0.86 1.36 acres D20 0.67 0.83 1.38 acres D17 0.72 0.90 1.07 acres D15 0.61 0.76 0.86 acres D10 0.72 0.91 0.54 acres D12 0.64 0.80 1.48 acres D16 0.72 0.91 1.06 acres D23 0.43 0.53 0.24 acres D13 0.20 0.26 0.97 acres E1 0.72 0.90 1.07 acres E2 0.76 0.95 0.96 acres E3 0.48 0.60 1.32 acres E4 0.22 0.28 0.40 acres E5 0.72 0.90 1.07 acres E6 0.58 0.73 0.77 acres E7 0.74 0.92 1.03 acres E8 0.21 0.27 0.35 acres E9 0.72 0.90 1.07 acres E10 0.74 0.93 1.03 acres E11 0.58 0.73 0.73 acres E12 0.79 0.99 0.44 acres E14 0.47 0.59 3.14 acres E13 0.15 0.19 0.59 acres E15 0.78 0.97 1.12acres E16 0.15 0.19 1.0 acres E17 0.50 0.62 1.80 acres E19 0.80 1.00 2.72 acres E18 0.65 0.82 0.41 acres E20 0.57 0.71 1.44 acres E22 0.76 0.96 0.99 acres E23 0.77 0.96 0.99 acres E24 0.54 0.67 0.73 acres E25 0.67 0.83 1.11 acres E26 0.80 1.0 2.39 acres E29 0.15 0.19 1.80 acres E27 0.47 0.59 0.89 acres E28 0.76 0.95 0.84 acres D10.1 0.73 0.92 0.35 acres FUT-A 0.80 1.00 56.00 acres FUT-B 0.80 1.00 15.30 acres FUT-C 0.80 1.00 22.00 E15 E27 E20 E25 E28 E15 E17 E6 E11 E24 E10E7 E5 E4 E8 E22 E23 E26 E19 E9 E3 E1 E2 D20 D19 D11 D16 D17 D15 D10 D9 D7 D13 D8 D22 D5 D2 D3 D12 D1 D6 D24 D23 E16 acres D7 0.62 0.78 1.57 acres D14 0.70 0.87 0.75 D4 acres OS1 0.41 0.51 0.68 E14 E18 acres FUT-G 0.90 1.00 40.3 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\PDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 11/10/2021Init.#Issue / DescriptionDateMULBERRY SUBDIVISION(AKA) BLOOM SUBDIVISIONPRELIMINARY DEVELOPMENT PLANFILING 1FORT 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: HFH022 10.24.2021 Know what's before you dig. DRAINAGE PLAN C11.0 DESIGN 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 DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner 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. APPROXIMATE DETENTION POND OVERFLOW PATH IRRIGATION POND LIMITS 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 CENTERLINE DITCH CENTERLINE DITCH MODULAR HOME LOT 7LOT 6LOT 5LOT 4LOT 3 LOT 8 acres E14 0.47 0.59 3.14 acres E15 0.78 0.97 1.12acres E16 0.15 0.19 1.0 acres E17 0.50 0.62 1.80 acres E18 0.65 0.82 0.41 acres E29 0.15 0.19 1.80 acres E27 0.47 0.59 0.89 E15 E27 E28 E15 E17 E16 E14 E18 acres FUT-G 0.90 1.00 40.3 acres FUT-H 0.80 1.00 33.3 acres FUT-I 0.80 1.00 6.4 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\PDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 11/10/2021Init.#Issue / DescriptionDateMULBERRY SUBDIVISION(AKA) BLOOM SUBDIVISIONPRELIMINARY DEVELOPMENT PLANFILING 1FORT 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: HFH022 10.24.2021 Know what's before you dig. DRAINAGE PLAN C11.1 DESIGN 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 DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner 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. CENTERLINE DITCH CENTERLINE DITCH CENTERLINE 10' WIDE DIRT ROAD CENTERLINE 10' WIDE DIRT ROAD CENTERLINE 10' WIDE DIRT ROAD CENTERLINE 10' WIDE DIRT ROAD CONCRETE DITCH CONCRETE DITCH CENTERLINE DIRT ROAD CENTERLINE DIRT ROAD CONCRETE DITCH CONCRETE DITCH SPRINGER-FISHER INC REC. NO. 92016987 DIRT DITCH F F F F FFAIRCHILD STREETFAIRCHILD STREETDELOZIER ROADALLEY A LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 19 LOT 20LOT 21LOT 22 LOT 18 LOT 17 LOT 16 LOT 15 LOT 13 LOT 10 LOT 11 LOT 12 LOT 3 LOT 2 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 1 LOT 14 LOT 13 LOT 12 LOT 11 LOT 10 LOT 9 LOT 16 LOT 15 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 7LOT 6LOT 5 LOT 9 LOT 8 LOT 8 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 9 LOT 8 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11 LOT 8LOT 7LOT 6LOT 5LOT 4 LOT 10 LOT 9 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14 LOT 9 LOT 8 BLOCK 21 BLOCK 22 BLOCK 23 BLOCK 22 BLOCK 24 BLOCK 26 BLOCK 28 BLOCK 30 S S S S S S S S S S S S S S S S S S MM M - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\7-Exhibit\HFH022_LID Exhibit.dwg - Matthew Pepin - 1/19/2022Init.#Issue / DescriptionDateBLOOM FILING ONEPRELIMINARY 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: HFH022 01.19.2022 Know what's before you dig. DRAINAGE PLAN C11.0 DESIGN 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 DateCity Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner