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Reports - Drainage - 04/25/2025
EPS R 0 U P Final Drainage Report For Willox Farms Dated: April 25, 2025 Engineer: EPS Group 301 N. Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 Project No.987-012 EPS Group Fort Collins I Greeley Date: Apri12025 970.221.4158 epsgroupinc.com WILLOX FARM : E P S TABLE OF CONTENTS G R 0 U P TABLE OF CONTENTS 1.0 Engineer Certification .....................................................................................................3 2.0 General Location and Description..................................................................................5 2.1 Location..........................................................................................................................................................................................5 2.2 Description of Property............................................................................................................................................................5 2.3 FLOODPLAIN.................................................................................................................................................................................8 3.0 Drainage Basins and Sub-Basins....................................................................................8 3.1 Major Basin Description............................................................................................................................................................8 3.2 Sub-Basin Description...............................................................................................................................................................8 4.0 Drainage Design Criteria.................................................................................................9 4.1 Optional Revisions......................................................................................................................................................................9 4.2 Development Criteria,Reference,and Constraints.......................................................................................................9 4.3 Hydrological Criteria..................................................................................................................................................................9 4.4 Hydraulic Criteria.........................................................................................................................................................................9 4.5 Floodplain Regulations Compliance...................................................................................................................................9 4.6 Modifications of Criteria...........................................................................................................................................................9 4.7 Storm Management Strategy..............................................................................................................................................10 5.0 Drainage Facility Design.............................................................................................. 10 5.1 General Concept.......................................................................................................................................................................10 5.2 Specific Details..........................................................................................................................................................................11 6.0 Conclusions................................................................................................................... 13 6.1 Compliance with Standards.................................................................................................................................................13 7.0 References..................................................................................................................... 13 APPENDICES APPENDIX A-Hydrologic Computations APPENDIX B-Detention Pond&Water Quality Computations APPENDIX C-Storm Sewers,Inlets&Weirs,Swales,and Riprap APPENDIX D-Erosion Control Report APPENDIX E-LID Design Information APPENDIX F-USDA Soils Report MAP POCKET DR1 -Drainage Exhibit Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 1 of 18 WILLOX FARM : E P S FIGURES AND TABLES G R 0 U P TABLE OF FIGURES Figure1:Vicinity Map................................................................................................................................................................5 Figure2:Aerial Photograph....................................................................................................................................................6 Figure3:Proposed Site Plan...................................................................................................................................................7 Figure4:Regulatory Floodplains..........................................................................................................................................8 Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 2 of 18 WILLOX FARM : E P S ENGINEER CERTIFICATION G R 0 U P 1.0 ENGINEER CERTIFICATION April 18,2025 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins,CO 80521 RE: FINAL DRAINAGE REPORT FOR WILLOX FARM Dear Staff: Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review.This report accompanies the combined Final Development Plan(FDP)submittal for the proposed Willox Farm. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed Willox Farm.We understand review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM. If you have any questions as you review this report,please feel free to contact us. Sincerely, EPS Group,Inc. Ben Ruch,PE Senior Project Engineer Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 3 of 18 WILLOX FARM : E P S ENGINEER CERTIFICATION G R 0 U P I hereby certify that this report for the final drainage design of Willox Farm was prepared by me or under my direct supervision in accordance with the provisions of the City of Fort Collins Standards and Specifications and Construction of Public and Private Improvements for the Responsible Parties thereof. I understand that the City of Fort Collins does not and shall not assume liability for drainage facilities designed by others. Benjamin R.Ruch Registered Professional Engineer State of Colorado No.54317 Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 4 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P 2.0 GENERAL LOCATION AND DESCRIPTION 2.1 LOCATION 1. Vicinity Map W Wlllox_Ln W W-1flo Ln AES Hv otorsports c r Garden Sweet' 3 E 3 Sc;t gold Cog Fl,.- Project _ J' Location yjHickwlly Tillage a� d SoftGold Rue k L • I � Magpie, ' Meander Natural ArP; 52ickory I Str©eeht Parking ott esources Figure 1:Vicinity Map 2. The Willox Farm site is located in the Northwest 1/4 of Section 2,Township 7 North, Range 69 West of the 6th Principal Meridian,City of Fort Collins,County of Larimer,State of Colorado. 3. The project site(refer to Figure 1)is bordered to the north by W Willox Ln.,to the south by Soft Gold Park, to the east by Hickory Village and to the west by Garden Sweet and private property. 2.2 DESCRIPTION OF PROPERTY 1. The Willox Farm site is comprised of roughly±19.01 acres. 2. The site currently exists as an undeveloped parcel with native ground cover.The existing ground slopes with a mild grade(i.e.,0.4-0.6±%)through the interior to the southeast across flat grades.The drainage continues through the South property boundary to Soft Gold Park. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 5 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P Figure 2:Aerial Photograph 3. A subsurface exploration report was completed by Earth Engineering Consultants, LLC.on May 6, 2021 (EEC Project No.1212027). At the time this report was written,the site was undeveloped with established vegetation. According to Earth Engineering Consultants,the site consists of Clayey sand,silty,clayey sand and/or sandy lean clay subsoils which were encountered beneath the surficial topsoil/vegetative layer extended to depths of approximately 3 to 5 feet below existing site grades. Silty sand with gravel and interbedded cobbles at increased depths, was encountered beneath the upper slightly cohesive zone and extended to the bedrock formation. Siltstone/sandstone/claystone bedrock was encountered at depths of approximately 16 to 18 feet below existing site grades. 4. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: (http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aWx), the site consists of Caruso Clay Loam (Hydrologic Soil Group D)and Table Mountain Loam (Hydrologic Soil Group B).The calculations assume a Hydrologic Soil Group of D. Hydrologic Soil Group D has a very slow rate of water absorption and infiltration 5. There are no major drainage ways on the site.However the Larimer-Weld Canal is located approximately 995'north while the Cache La Poudre River is located approximately 2,220 feet south. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 6 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P , I I I I I I I L I I1 I, I I I \ I II 1 I I IIIrjII��- I , `1 I I I I I I I I I II II 11 I I 1 I I, 1 I _ I I �� �I I I I. I I I I I I1 I Figure 3:Proposed Site Plan 6. The proposed project site plan will consist of approximately 62 single Family residential lots.Other proposed improvements include asphalt driveways,sidewalks and landscape areas.Figure 3 shows the proposed site plan. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 7 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P 2.3 FLOODPLAIN The subject property is not located in a FEMA regulatory floodplain (see Figure 4). FLQ� ti . t ILREA IIF4 • RD r Project Location � zone,rc Figure 4:Regulatory Floodplains 3.0 DRAINAGE BASINS AND SUB-BASINS 3.1 MAJOR BASIN DESCRIPTION 1. Willox Farm is located in the Cache la Poudre River Basin, it is a major tributary to the South Platte River.It is located in Larimer and Weld Counties, with a small portion of the drainage basin extending into southern Wyoming. Passing through Fort Collins, the Poudre River corridor provides for stormwater drainage from various contributing city drainage basins.Floodplain restrictions have limited the number of buildings in the floodplain, resulting in lower development density. This lower density, combined with sensitivity to the natural environment,has resulted in a high concentration of parks and open space along the river corridors. 3.2 SUB-BASIN DESCRIPTION 1. The subject property historically drains overland through the interior to the southeast across flat grades. Runoff from the site has historically overflow to the southeast property boundary and then to Soft Gold Park. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 8 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P 2. Amore detailed description of the project drainage patterns is provided in sections below. 4.0 DRAINAGE DESIGN CRITERIA 4.1 OPTIONAL REVISIONS 1. There are no optional provisions outside of the Larimer County Stormwater Design Standards(LCSDS),City of Fort Collins Standards and Specifications (FCSCM), and the Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual (USDCM). 4.2 DEVELOPMENT CRITERIA, REFERENCE,AND CONSTRAINTS 1. In order to bring Willox Farm into compliance with current land use code and stormwater criteria,75%of all newly added impervious areas will be treated by LID techniques, in this case two rain gardens were used and roughly 93% of all newly added impervious area is treated. The rain gardens will treat the tributary area for water quality while meeting the City's LID requirements. The detention pond will provide the remaining necessary water quality treatment. 4.3 HYDROLOGICAL CRITERIA 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves,as depicted in Figure 3.4-1 of the FCSCM,serve as the source for all hydrologic computations associated with the proposed development. Tabulated data contained in Table 3.4-1 was utilized for Rational Method runoff calculations. 2. The Rational Method was employed to compute localized stormwater runoff utilizing coefficients contained in Tables 3.2-1 and 3.2-2 of the FCSCM. 3. Two separate design storms were utilized to address distinct drainage scenarios.The first event analyzed is the"Minor"or"Initial"storm,which has a two-year recurrence interval.The second event considered is the"Major"storm,which has a 100-year recurrence interval. 4. No other assumptions or calculation methods were used for this development that are not referenced by the current City of Fort Collins criteria. 4.4 HYDRAULIC CRITERIA 1. As previously noted,the subject property maintains historical drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with the criteria outlined in the FCSCM and/or Mile High Flood Control District's Urban Storm Drainage Criteria Manual. 3. As discussed above,the subject property is not located in the 100-year floodplain.The proposed project does not propose to modify any natural drainageways. 4.5 FLOODPLAIN REGULATIONS COMPLIANCE 1. As previously mentioned,this project is not subject to any floodplain regulations. 4.6 MODIFICATIONS OF CRITERIA 1. No formal modifications are requested at this time. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 9 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P 4.7 STORM MANAGEMENT STRATEGY 1. The overall stormwater management strategy employed with Willox Farm utilizes the"Four Step Process"to minimize adverse impacts of urbanization on receiving waters.The following describes how the proposed development has incorporated each step. a. Step 1 - Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the stormwater impacts of this development is the site selection itself and the selection of developable areas on the site. The Willox Farm aims to reduce runoff peaks, volumes, and pollutant loads from frequently occurring storm events(i.e.,water quality(i.e.,80th percentile)and two-year storm events).Site constraints limit the possible Low Impact Development (LID) techniques; however,two rain gardens have been provided as LID technique for storm quality management. b. Step 2 - Implement Best Management Practices (BMPs) that provide a Water Quality Capture Volume (WQCV)with slow release.The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events; however, development still generates additional stormwater runoff beyond historical conditions.The primary water quality treatment and volume control will occur in the detention pond. c. Step 3-Stabilize Drainageways.There are no major drainageways within the subject property. While this step may not seem applicable to proposed development,the project indirectly helps achieve stabilized drainageways, nonetheless. By providing water quality treatment, where none previously existed, sediment with erosion potential is removed from downstream drainageway systems. d. Step 4-Implement Site Specific and Other Source Control BMPs.This step typically applies to industrial and commercial developments. 5.0 DRAINAGE FACILITY DESIGN 5.1 GENERAL CONCEPT 1. The main objectives of the project drainage design are to maintain existing drainage patterns and ensure no adverse impacts on any adjacent properties. 2. The site receives offsite surface runoff from the Garden Sweet property to the northwest of the site.There are also small amounts of offsite flows from W Willox Lane that will be captured and routed through the site. 3. Onsite detention and water quality treatment for the Willox Farm project will be provided by the two rain gardens,extended detention within the detention pond and the remainder within Detention Pond. 4. The extended detention portion of the pond was sized by first determining the required water quality capture volume (WQCV)for Basin Al.A 40-hour drain time was used in this calculation.The WQCV that resulted was approximately 638 ft3,which includes an additional 20%. 5. Irrigation flows owned by the City of Fort Collins will be passed through the pond and conveyed south to the drainage swale on the west side of Soft Gold Park, until such time as the City's Parks department constructs a pipeline on the west side of the project site to convey these flows to the City owned irrigation pond in Soft Gold Park. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 10 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R O U P 6. LID treatment will be provided using two rain gardens on the southeast and southwest side of the project, meeting the requirement that at least 75%of the new/improved impervious areas be treated.94.16%of the new/improved impervious areas will be treated with the proposed design. 5.2 SPECIFIC DETAILS 1. The detention volume required for the Willox Farm site is 1.92 ac-ft.This volume was calculated using the FAA Method. 2. City Code requires LIS treatment for all projects.This project proposed meeting the requirement using two rain gardens as an LID technique. These rain gardens will capture majority of the water quality volume (WQCV) for the full site, providing a total volume of 10,463 cu.ft. This configuration will treat 94.16%of the new impervious area. 3. The Willox Farm site has been broken into 12 onsite sub-basins and 7 offsite sub-basins for design purposes.Anticipated drainage patterns for proposed drainage basins are described below: Basin Al Basin Al is approximately 0.71 acres,and consists of the backside of the lots lining Saint Grace Street. The basin blows directly south into the Proposed Detention Pond.This basin will not be treated for LID in the rain gardens. Basin A2 Basin A2 is approximately 2.33 acres, and consists of Saint Grace Street and the south portions of Saint Jerome Street and Saint Therese Street as well as the front side of the lots lining these streets. Flow from these basins travels via overland flow and curb and gutter into Rain Garden A.Rain Garden A overtops into the Detention Pond before being released from the site. Basins A3 Basin A3 is approximately 2.89 acres and consists of portions of Saint Jerome Street and Moller Street, single family lots,and open space. Runoff travels via overland flow and curb and gutter toward the south end of the site where they enter Rain Garden A. Basin A4 Basin A4 is approximately 1.74 acres and consists of the back of lots on Saint Jerome Street as well as a concrete channel and open space.Along with overland flow,this channel is the primary route of travel for runoff in this basin.Flows are routed to Rain Garden A. Basin A5 Basin A5 is approximately 1.17 acres and consists of back of lots and open space. Runoff travels via overland flow into a concrete pan.These flows continue inro Basin A4 where they are routed to Rain Garden A. Basins A6 Basin A6 is approximately 3.51 acres and consists of portions of Saint Joseph Street, Saint Therese Street,and Saint Jerome Street as well as the front side of lots along these streets.Runoff travels via overland flow and curb and gutter before they are routed into Basin A5 and eventually to Rain Garden A. Basins A7 Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 11 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R O U P Basin A7 is approximately 0.86 acres and consists of the back side of lots along Saint Joseph Street as well as open space.Flows in this basin travel via ocerland flow into a concrete pan that routes flows into Basin A4.These flows continue in the concrete channel to Rain Garden A. Basin A8 Basin A8 is approximately 0.56 acres and is made up primarily of West Willox Lane and the north portion of Saint Therese Street. Flows travel via overland flow and curb and gutter to a sidewalk culvert that routes into Basin A7 before they continue into Basin A4 towards Rain Garden A. Basin 131 Basin B1 is made up of open space and the back side of lots on the north portion of Saint Therese Street.Flows travel via overland flow into a concrete channel that routes runoff to a storm drain snd eventually to Rain Garden B. Rain Garden B overtops into the detention pond which then controls the release from the site. Basin B2 Basin B2 is comprised of the intersection of Moller Street and Saint Therese Street as well as the front side of lots surrounding this intersection.Runoff travels via overland flow and curb and gutter to two inlets on the west side of Moller Street.These proposed inlets and storm drain route flows south to Rain Garden B. Basin B3 Basin B3 consists of the backside of lots on the south portion of Saint Therese Street.This runoff flows into proposed area inlets and then are routed south to Rain Garden B. Basin OS1 &OS2 Basin OS1 is approximately 3.92 acres,and Basin OS2 is approximately 0.53 acres,and both consist primarily of open space.Basin OS1 flows generally to the southeast and is captured in a swale on the west side of the site and routed through the Detention Pond.If the property to the west develops in the future,their outfall would be able to connect to the storm pipe that crosses Moller Street on the west side of the site.OS2 is routed through Basin B1 into a proposed storm drain and then through the detention pond. Basins OS3&OS4 Basins OS3 and OS4 are comprised of portions of West Willox Lane and are collected by a proposed storm pipe and routed along the west side of the site to an existing swale. Basins OS5&OS6 Basin OS5 is approximately 0.49 acres and comprised of the east side of the site which is open space and will sheet flow east mimicking historic flows. Basin OS6 is approximately 0.19 acres and comprised of the southwest and southern part of the site which is open space and will sheet flow southwest and south mimicking historic flows. Basins OS7 Basin OS7 is approximately 1.34 acres and comprised of the northeast side of the site which is open space with on residential structure and will sheet flow southeast to mimic historic flows. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 12 of 18 WILLOX FARM : E P S FINAL DRAINAGE REPORT G R 0 U P 6.0 CONCLUSIONS 6.1 COMPLIANCE WITH STANDARDS 1. The proposed drainage design for the Willox Farm site complies with Larimer County Storm Drainage Standards,the Urban Storm Drainage Criteria Manual Volumes 1,2,and 3,and City of Fort Collins Stormwater Criteria Manual. 2. There are no FEMA regulatory floodplains associated with the Willox Farm development. 3. The drainage design proposed with this project complies with the Cache la Poudre River Basin requirements. 7.0 REFERENCES 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,November 5,2009,BHA Design,Inc.with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual,City of Fort Collins,Colorado,adopted by Ordinance No. 174,2011,and referenced in Section 26-500(c)of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards,Adopted January 2,2001,Repealed and Reenacted,Effective October 1, 2002,Repealed and Reenacted,Effective April 1,2007. 4, Soils Resource Report for Larimer County Area,Colorado,Natural Resources Conservation Service,United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual,Volumes 1-3,Urban Drainage and Flood Control District,Wright-McLaughlin Engineers,Denver,Colorado,Revised April 2008. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com 13 of 18 WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX A Hydrologic Computations Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com : 1 P S GROUP HISTORIC COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Percent 2-year 10-year Runoff 100-year Runoff Runoff Coefficient Coefficient Character of Surface Impervious Coefficient Asphalt............................................................................................................................................................. 100% 0.95 0.95 1.00 Driveway&Sidewalks...................................................................................................................................... 90% 0.95 0.95 1.00 Gravel............................................................................................................................................................... 40% 0.50 0.50 0.625 Residential........................................................................................................................................................ 45% Lawnsand Landscaping................................................................................................................................... 2% 0.20 0.20 0.25 Unless noted,runoff coefficients are taken from Table 6-5 of the Urban Storm Drainage Criteria Manual(03/2017) USDA SOIL TYPE:D Area of 2-year 5-year 10-year 100-year Area of Driveways& Area of Area of Lawns and Composite Composite Composite Composite Basin Area Basin Area Asphalt Sidewalks Gravel Residential Landscaping Percent Runoff Runoff Runoff Runoff Basin ID (sq.ft.) (acres) (acres) (acres) (acres) (acres) (acres) Impervious Coefficient Coefficient Coefficient Coefficient h1 828,264 19.014 0.000 0.000 0.000 0.000 19.014 2% 0.20 0.20 0.20 0.25 h2 169,963 3.902 1 0.000 1 0.000 0.000 0.000 3.902 2% 1 0.20 1 0.20 1 0.20 0.25 h3 58,774 1.349 0.092 0.000 0.000 0.000 1.258 9% 0.25 0.25 0.25 0.30 h4 23,803 0.546 0.221 0.000 0.000 0.000 0.325 42% 0.50 0.50 0.50 0.55 Total 1,080,804 24.812 1 0.313 0.000 0.000 0.000 24.499 3% 0.21 0.21 0.21 0.26 Page 1 of 1 : E P S GROUP HISTORIC TIME OF CONCENTRATION COMPUTATIONS Overland Flow, Time of Concentration: T - 0.395(1.1-CS "�auation 6-3) S ; Project: Willox Gutter/Swale Flow, Time of Concentration: Calculations By: C. Ungerman Tt= L/60V(Equation 6-4) Date: September 12,2024 Tc=T; +Tt(Equation 6-2) Intensity, 1 From Figures 3.3.1-2(Area II) Velocity(Gutter Flow), V=20•S/' Velocity(Swale Flow), V= 15•S/' I (Equatior 6-4) Rational Equation: Q = CiA(Equation 6-1) Overland Flow Channelized Flow Swale Flow Time of Concentration Length, Length, Velocity, Length, Velocity, Comp. L Actual- Design L Slope,S Tj L Slope,S V Tt L Slope,S V Tt T� +10 T. Point Basin(s) C5 (ft) N (min) (ft) N (ft/s) (min) (ft) N (ft/s) (min) (min) 180 (min) h1 h1 0.20 300 1.27 26.39 1166 1.20 2.19 8.87 N/A N/A N/A 35.26 18.14 18.14 h2 h2 0.20 300 0.50 36.01 300 0.50 1.41 3.54 N/A N/A N/A 39.54 13.33 13.33 h3 h3 0.25 300 1.79 22.24 N/A N/A N/A N/A N/A N/A 22.24 11.67 J 11.67 h4 h4 0.50 90 5.61 1 5.87 N/A N/A N/A 548 0.47 1.03 8.87 14.75 13.54 13.54 total Total 0.21 300 2.52 20.76 N/A N/A N/A 1320 0.41 0.96 22.91 43.67 19.00 19.00 Page 1 of 1 4(*W E P S GROUP HISTORIC DIRECT RUNOFF COMPUTATIONS Overland Flow,Time of Concentration: 0.395(1.1-C WL- T= � (Equation 6-3) S 3 Gutter/Swale Flow,Time of Concentration: Tt=L/60V(Equation 6-4) T�=T;+Tt(Equation 6-2) Intensity,I from Fig.RA-2 (Equation 6-4) Velocity(Gutter Flow),V=20•S Project: Willox Velocity(Swale Flow),V=15•S/2 Calculations By: C.Ungerman Rational Equation:Q=CiA(Equation 6-1) Date: September 12,2024 Intensity, Intensity, Flow, Q2 per Flow, Qto per Flow, Qtoo per Design Area,A T� Intensity,12 Ito Itoo 02 Acre Qta Acre Qtoo Acre Point Basins acres min C C C in/hr in/hr in/hr cfs cfs/ac cfs cfs/ac cfs cfs/ac In In 19.014 18 0.20 0.20 0.25 1.70 2.90 5.92 6.5 0.3 11.0 0.6 28.1 1.5 h2 h2 3.902 13 0.20 0.20 0.25 1.98 3.39 6.92 1.5 0.4 2.6 0.7 6.8 1.7 h3 h3 1.349 12 0.25 0.25 0.30 2.09 3.57 7.29 0.7 0.5 1.2 0.9 3.0 2.2 h4 h4 0.546 14 0.50 0.50 0.55 1.95 3.34 6.82 0.5 1.0 0.9 1.7 2.0 3.7 total Total 24.812 19 0.21 0.21 0.26 1.65 2.82 5.75 8.6 0.3 14.7 0.6 37.1 1.5 Page 1 of 1 4(*,w E P S GROUP DEVELOPED •FF COEFFICIENT CALCULATIONS Percent Character of Surface: Runoff Coefficient' Impervious' Project: Willox Streets,Parking Lots,Roofs,Alleys,and Drives: Location: Fort Collins Asphalt,Concrete 0.95 100% Calc.By: C.Ungerman Rooftop 0.95 90% Date: April25,2025 Gravel 0.50 40% Lawns and Landscaping: Residential:Low Density 0.55 50% Lawns,Clayey Soil,Flat Slope<2% 0.20 2%2)Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins USDA SC I L TYPE:C 1)Runoff coefficients per Tables 3.2-1&3.2 of the FCSM.Percent impervious per Tables 4.1-2&4.1-3 of the FCSM. Stormwater Manual(FCSM). Basin Area Basin Area Asphalt,Concrete Residential:Low Lawns,Clayey Soil, Percent C2-Cl C,.Cf C10*Cf C100*Cf Basin ID (sq.ft.) (acres) (acres) Rooftop(acres) Gravel(acres) Density(acres) Flat Slope<2% Impervious Cf=1.00 Cf=1.00 Cf=1.00 Cf=1.25 Onsite Basins Al 30,999 0.71 0.00 0.00 0.00 0.71 0.00 50% 0.55 0.55 0.55 0.69 A2 71,874 1.65 0.58 0.00 0.00 0.89 0.18 62% 0.65 0.65 0.65 0.81 A3 126,035 2.89 0.85 0.00 0.00 1.65 0.39 58% 0.62 0.62 0.62 0.78 A4 74,509 1.71 0.00 0.00 0.00 0.73 0.98 23% 0.35 0.35 0.35 0.44 A5 51,455 1.18 0.00 0.00 0.00 0.65 0.53 29% 0.39 0.39 0.39 0.49 A6 73,181 1.68 0.71 0.00 0.00 0.74 0.23 65% 0.67 0.67 0.67 1 0.84 A7 37,663 0.86 0.00 0.00 0.00 0.20 0.66 13% 0.28 0.28 0.28 0.35 A8 24,409 0.56 0.39 0.00 0.00 0.00 0.17 71% 0.73 0.73 0.73 0.91 Bl 102,794 2.36 0.00 0.00 0.00 0.54 1.82 13% 0.28 0.28 0.28 0.35 B2 67,082 1.54 0.81 0.00 0.00 0.66 0.06 74% 0.75 0.75 0.75 0.93 B3 32,784 0.75 1 0.00 1 0.00 0.00 1 0.53 1 0.22 1 36% 0.45 1 0.45 0.45 0.56 Total 692,785 15.90 3.35 0.00 0.00 1 7.31 5.24 45%1 0.52 1 0.52 1 0.52 1 0.65 Offsite Basins OSl 170,794 3.92 0.00 0.00 0.00 0.00 3.92 2% 0.20 0.20 0.20 0.25 OS2 23,162 0.53 0.24 0.00 0.00 0.00 0.29 46% 0.54 0.54 0.54 0.67 OS3 3,156 0.07 0.06 0.00 0.00 0.00 0.02 78% 0.78 0.78 0.78 0.97 OS4 7,250 0.17 0.08 0.00 0.00 0.00 0.08 51% 0.58 0.58 0.58 0.72 OS5 14,343 0.33 0.00 0.00 0.00 0.00 0.33 2% 0.20 0.20 0.20 0.25 OS6 1 8,307 0.19 0.01 0.00 0.00 1 0.00 0.18 6% 0.23 1 0.23 1 0.23 1 0.29 OS7 58,559 1.34 0.00 0.01 0.00 1 0.00 1.34 1 2%1 0.20 1 0.20 1 0.20 1 0.25 Total 285,571 6.56 0.39 0.00 0.00 1 0.00 6.16 1 8%1 0.24 1 0.24 1 0.24 1 0.31 : EPS GROUP DEVELOPEDOF • •N COMPUTATIONS Overland Flow,Time of Concentration: Maximum Tc: Project: Willox 1.87(1.1-C* Cf)� Tc - L+ 10 (Equation 3.3-5 per Fort Collins Location: Fort Collins Ti = 1 (Equation 3.3 2 per Fort 180 Stormwater Manua[) Calculations By: C.Ungerman $ /3 Collins Stormwater Manua[) 5/18/2022 Date: April 12,2024 Channelized Flow,Velocity: Channelized Flow,Time of Concentration: 1.49 2/3 * (Equation 5-4 per Fort Collins L (Equation 5-5 per Fort Collins V - n *R Stormwater Manua[) Tt V* 60 Where: V=Velocity(ft/sec) WP=Wetted Perimeter(ft) n=Roughness Coeffi 1)Add 4900 to all elevations. 2)Per Fort Collins Stormwater Manual,minimum Tc=5 min. R=Hydraulic Radius S=Longitudinal Slop Overland Flow Channelized Flow Time of Concentration DesignPoint Basin ID Length Slope 2-Yr 100-Yr Length Slope Surface n Area 3 W P 3(ft) R(ft) V Tt Tc Tc 2-Yr 2-Yr Tc 00 al Al 67 6.25% 4.57 3.43 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.37 4.57 5.00 3.43 5.00 a2 A2 86 2.30% 6.32 4.28 244 0.60% Gutter 0.035 3.61 19.18 0.19 1.09 3.75 11.84 10.06 10.06 8.02 8.02 a3 A3 96 2.58% 8.55 7.01 148 0.51% Valley Pan 0.035 6.00 10.25 0.59 2.12 1.16 11.36 9.72 9.72 8.18 8.18 a4 A4 89 2.29% 9.15 7.76 39 0.51% Valley Pan 0.035 6.00 10.25 0.59 2.13 0.30 10.71 9.46 9.46 8.07 8.07 a5 A5 33 5.45% 4.58 4.04 844 0.48% Valley Pan 0.035 6.00 10.25 0.59 2.06 6.82 14.87 11.39 11.39 10.86 10.86 a6 A6 80 1.80% 9.72 8.36 374 0.49% Valley Pan 0.035 6.00 10.25 0.59 2.09 2.98 12.52 12.70 12.52 11.35 11.35 a7 A7 33 1.97% 4.01 2.66 498 0.62% Gutter 0.035 3.61 19.18 0.19 1.10 7.52 12.95 11.54 11.54 10.18 10.18 a8 A8 40 3.55% 6.34 5.80 377 0.50% Valley Pan 0.035 6.00 10.25 0.59 2.11 2.98 12.32 9.33 9.33 8.78 8.78 a9 A9 44 1.20% 4.35 2.23 115 0.62% Gutter 0.035 3.61 19.18 0.19 1.10 1.74 10.88 6.10 6.10 3.98 5.00 bl Bl 115 3.07% 11.32 10.36 513 0.50% Valley Pan 0.035 6.00 10.25 0.59 2.11 4.05 13.49 15.37 13.49 14.40 13.49 b2 B2 56 3.05% 4.15 2.53 261 0.61% Gutter 0.035 3.61 19.18 0.19 1.09 4.00 11.76 8.14 8.14 6.53 6.53 b3 B3 94 8.27% 5.85 4.84 308 0.54% Swale(4:1) 0.035 4.00 8.25 0.48 1.93 2.66 12.23 8.51 8.51 7.50 7.50 Offsite Basins osl OSl 1 200 1.00% 23.80 23.80 350 0.42% Swale(8:1) 0.035 8.00 16.12 0.50 1.73 3.37 13.06 27.17 13.06 27.17 13.06 os2 OS2 42 17.29% 2.64 2.64 550 0.13% Swale(8:1) 0.035 8.00 16.12 0.50 0.95 9.63 13.29 12.27 12.27 12.27 12.27 os3 OS3 23 2.39% 2.15 2.15 22 0.91% Swale(8:1) 0.035 8.00 16.12 0.50 2.54 0.14 10.25 2.29 5.00 2.29 5.00 os4 OS4 40 6.70% 3.28 3.28 N/A Swale(8:1) 0.035 8.00 16.12 N/A N/A 0.00 10.22 3.28 5.00 3.28 5.00 Los7 OS5 40 3.73% 6.87 6.87 N/A Swale(8:1) 1.035 8.00 16.12 N/A N/A 0.00 10.22 6.87 6.87 6.87 6.87 OS6 25 3.60% 5.28 5.28 N/A Swale(8:1) 2.035 8.00 16.12 N/A N/A 0.00 10.14 5.28 5.28 5.28 5.28 OS7 1 250 0.40% 35.96 1 35.96 1 1 N/A I Swale(8:1) 1 3.035 8.00 16.12 N/A N/A 0.00 11.39 35.96 1 11.39 1 35.96 11.39 : 1PS GROUP DEVELOPED DIRECT RUNOFF • • Project: Willox Location: Fort Collins Calc. By: C. Ungerman Date: April 25,2025 LIntensity, I from Fig.3.4.1 Fort Collins Stor ional Equation:Q=CiA(Equation 6-1 p Design Basin - Runoff C Intensity(in/hr) Flow (cfs) '• nt (acres) C2 C100 12 110 1100 • • Q2 • 1 • 11 al Al 0.71 0.6 0.7 2.9 4.9 10.0 0.6 1.1 1.9 4.9 a2 A2 1.65 0.7 0.8 2.1 3.6 8.0 1.1 2.3 3.9 10.8 a3 A3 2.89 0.6 0.8 2.3 3.9 8.6 2.0 4.1 6.9 19.3 a4 A4 1.71 0.3 0.4 2.1 3.6 7.6 0.6 1.3 2.2 5.7 a5 IA5 1.18 0.4 1 0.5 12.0 3.4 1 7.4 0.5 1 0.9 1.6 1 4.3 a6 A6 1.68 0.7 0.8 2.0 3.3 6.8 1.1 2.2 3.8 9.6 a7 A7 0.86 0.3 0.4 2.3 3.9 8.2 0.3 0.6 1.0 2.5 a8 A8 0.56 0.7 0.9 2.7 4.6 10.0 0.5 1.1 1.9 5.1 bl B1 2.36 0.3 0.3 2.0 3.4 6.9 0.7 1.3 2.2 5.7 b2 B2 1.54 0.7 0.9 2.5 4.3 9.6 1.4 2.9 5.0 13.8 b3 B3 0.75 0.4 0.6 2.4 4.0 8.6 0.4 0.8 1.4 3.6 Offsite Basins osl 0S1 3.92 0.2 0.2 2.0 3.4 6.9 0.8 1.6 2.7 5.4 os2 OS2 0.53 0.5 0.5 2.1 3.5 7.2 0.3 0.6 1.0 2.0 os3 OS3 0.07 0.8 0.8 2.9 4.9 10.0 0.1 0.2 0.3 0.6 os4 OS4 0.17 0.6 0.6 2.9 4.9 10.0 0.1 0.3 0.5 1.0 os5 OS5 0.33 0.2 0.2 2.6 4.4 9.1 0.1 0.2 0.3 1 0.6 os6 OS6 0.19 0.2 0.2 2.9 4.9 10.0 0.1 0.1 0.2 0.4 WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX B Detention Pond & Water Quality Computations Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com : 1 P S GROUP DETENTIONPOND CALCULATION; •D •D w/ Ft Collins IDF Project Number 987-012 Project Name Willox Farm Project Location Fort Collins, Colorado Pond No Detention Pond Input Variables Auk Results Design Point A Design Storm 100-yr Required Detention Volume C = 0.62 Tc = 13.50 min A= 15.89 acres Storage 82997 W Max Release Rate = 6.60 cfs 1.91 ac-ft Ft Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Oar Outflow Volume Intensity s cfs ft3 s in/hr (ft ) Factor ( ) ( ) (ft ) 5 9.950 29408 1.00 6.60 1980 27428 10 7.720 45634 1.00 6.60 3960 41674 15 6.520 57810 1.00 6.60 5940 51870 20 5.600 66204 1.00 6.60 7920 58284 25 4.980 73593 1.00 6.60 9900 63693 30 4.520 80154 1.00 6.60 11880 68274 35 4.080 84410 1.00 6.60 13860 70550 40 3.740 88430 1.00 6.60 15840 72590 45 3.460 92036 1.00 6.60 17820 74216 50 3.230 95464 1.00 6.60 19800 75664 55 3.030 98508 1.00 6.60 21780 76728 60 2.860 101434 1.00 6.60 23760 77674 65 2.720 104508 1.00 6.60 25740 78768 70 2.590 107168 1.00 6.60 27720 79448 75 2.480 109946 1.00 6.60 29700 80246 80 2.380 112547 1.00 6.60 31680 80867 85 2.290 115059 1.00 6.60 33660 81399 90 2.210 117571 1.00 6.60 35640 81931 95 2.130 119611 1.00 6.60 37620 81991 100 2.060 121768 1.00 6.60 39600 82168 105 2.000 124133 1.00 6.60 41580 82553 110 1.940 126142 1.00 6.60 43560 82582 115 1.890 128477 1.00 6.60 45540 82937 120 1.840 130517 1.00 6.60 47520 82997 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 987-012_Pond_FAA_Fort Collins-Pond A Page 1 of 1 Pond Stage-Storage Curve Detention Pond 987-012 Willox Farm By:J. Obanion Date: 04/09/2024 Stage Contour Area Volume Volume (FT) (SF) (CU.FT.) (AC-FT) 4,983.00 31.23 0.00 0.00 4,983.20 492.98 52.42 0.00 4,983.65 4,114.07 638.00 0.01 WQV 4,983.40 2,090.68 310.79 0.01 4,983.60 4,605.30 980.39 0.02 4,983.80 7,014.40 2142.36 0.05 4,984.00 9,785.89 3822.39 0.09 4,984.20 13,082.87 6109.26 0.14 4,984.40 16,953.47 9112.90 0.21 4,984.60 21,436.86 12951.93 0.30 4,984.80 29,537.40 17741.29 0.41 4,985.00 40,751.70 24219.36 0.56 4,985.20 46,674.32 32983.98 0.76 4,985.40 51,054.91 42756.90 0.98 4,985.60 55,208.55 53383.25 1.23 4,985.80 59,253.16 64430.82 1.48 4,986.00 63,074.29 75854.29 1.74 4,986.12 64,888.96 83635.00 1.92 100-YR DETENTION 4,986.20 66,086.67 88770.39 2.04 E P S Willox Farm GROUP ORIFICE RATING CURVE Detention Pond Q=CdA. 2gH 100-yr Orifice Q A,,o= Project: Willox C 29 H Date: 4/11/2024 By: J. Obanion 100-yr WSEL= 4986.12 Orifice Plate Outflow Q 6.6 cfs Orifice Coefficient Cd 0.65 Gravity Constant g 32.2 ft/SA 2 100-year head H 3.14 ft Orifice Area Ao 0.71 ft^2 Orifice Area Ao 102.82 inA2 Radius r 6.0 in Diameter d 12.0 in Orifice Curve Stage (ft) H (ft) Q(cfs) SWMM Stage Note 4983.00 0.02 0.53 0.00 Pond Invert 4983.20 0.22 1.75 0.20 4983.40 0.42 2.41 0.40 4983.60 0.62 2.93 0.60 4983.80 0.82 3.37 0.80 4984.00 1.02 3.76 1.00 4984.20 1.22 4.11 1.20 4984.40 1.42 4.44 1.40 4984.60 1.62 4.74 1.60 4984.80 1.82 5.02 1.80 4985.00 2.02 5.29 2.00 4985.20 2.22 5.55 2.20 4985.40 2.42 5.79 2.40 4985.60 2.62 6.03 2.60 4985.80 2.82 6.25 2.80 4986.00 3.02 6.47 3.00 4986.12 3.14 6.60 3.12 100-Yr WSEL 4/11/2024 10:56 AM P:1987-0121DrainagelDetention1987-012_Circular Orifice RatinglOrificeSize E P S GROUP Project Title Willox Farm Date: April 10,2024 Project Number 987-012 Calcs By: J.Obanion City Fort Collins Basins Al WQCV=a O.91i 3 —1.19i'` +O.78i Drain Time 40 hr a= 1 WQCV=Watershed inches of Runoff(inches) i = 50% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =IWq/100) I WQCV= 0.206 in Water Quality Capture Volume 0.5 0.45 WQCV=a(O.91i3 —1.19i` +O.78i) v 0.4 t 0.35 v 0.3 t000, y 0.25 0.212 nr. 3 0.2 > 0.15 741k U -go>nr 3 0.1 0.05 0 0 0 0 0 0 0 0 o F� N W A U, Q1 J 00 lO Total Imperviousness Ratio(i=Iwq/100) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event ( WQCV A= 0.71 ac V _ 12 * A V= 0.0122 ac-ft 532 cu.ft. 1-7-720%)= 0.0146 ac-ft 638 cu.ft. V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX C Storm Sewers, Inlets & Weirs, Swales & Riprap Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com STORM A 5 4 3 2 1 Outfall Project File: Storm A.stm Number of lines:5 Date:4/25/2025 Storm Sewers v2023.00 Storm Sewer Profile Proj. file: Storm A.stm M 7 t LO N .. 7 7 .. 1:5 � N c J �O� LnOE �OE (DOE NO 00 00 ti ' OW0O0 J 0)00 MNN ' O�� ' 000 O 0 V 0D pOj V V lf) L6 L6 (� L6 L6 O pOj O C6 O pOj Cfl O O I� EOM M BOO O .BOO to BOO N �O Elev. (ft) o _ v Co v v v v m I G V* O W W N W M W O W W_. o -6W O -6WW + oWW N oWW M -6WW V -6W M C: > m E » m E @ E » B E » E> to U S to U` E E cn CD E E to C7 E E cn (D E E to U' E 5002.00 5002.00 4998,00 4998.00 4994.00 4994.00 4990.00 4990.00 4986.00 4986.00 0 o2 528Lf- o .20% 4982.00 4982.00 0 50 100 150 200 250 300 350 400 450 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 ST PIPE Al 24.68 36 Cir 48.782 4984.74 4984.84 0.204 4986.65 4986.76 0.11 4986.87 End None 2 ST PIPE A2 24.68 30 Cir 75.568 4984.86 4985.01 0.198 4987.36* 4987.59* 0.06 4987.65 1 None 3 ST PIPE A3 23.48 30 Cir 112.528 4985.01 4985.23 0.196 4987.65* 4987.97* 0.05 4988.02 2 None 4 ST PIPE A4 22.28 30 Cir 120.640 4985.23 4985.48 0.207 4988.02* 4988.32* 0.05 4988.37 3 None 5 ST PIPE A7 13.84 24 Cir 59.701 4986.76 4986.88 0.201 4988.76* 4988.95* 0.30 4989.25 4 None --FSTORM A Number of lines: 5 Run Date:4/25/2025 NOTES: Return period= 100 Yrs. *Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 36 24.68 4984.74 4986.65 1.91 4.75 5.20 0.42 4987.07 0.217 48.782 4984.84 4986.76 1.92 4.77 5.17 0.42 4987.17 0.214 0.215 0.105 0.27 0.11 2 30 24.68 4984.86 4987.36 2.50* 4.91 5.03 0.39 4987.75 0.309 75.568 4985.01 4987.59 2.50 4.91 5.03 0.39 4987.99 0.309 0.309 0.233 0.15 0.06 3 30 23.48 4985.01 4987.65 2.50 4.91 4.78 0.36 4988.01 0.279 112.52 4985.23 4987.97 2.50 4.91 4.78 0.36 4988.32 0.279 0.279 0.314 0.15 0.05 4 30 22.28 4985.23 4988.02 2.50 4.91 4.54 0.32 4988.34 0.252 120.64 4985.48 4988.32 2.50 4.91 4.54 0.32 4988.64 0.251 0.252 0.303 0.15 0.05 5 24 13.84 4986.76 4988.76 2.00* 3.14 4.41 0.30 4989.06 0.319 59.701 4986.88 4988.95 2.00 3.14 4.41 0.30 4989.25 0.319 0.319 0.191 1.00 0.30 STORM A Number of lines:5 Run Date: 4/25/2025 Notes:* depth assumed ; c=cir e=ellip b=box Storm Sewers v2023.00 STORM A4 2 Outfall Project File: Storm A4.stm Number of lines:2 Date:4/25/2025 Storm Sewers v2023.00 Storm Sewer Profile Proj. file: Storm A4.stm W - 7 04 7 � m c �pc E CD M C N C0 CD (0 J M-- J CD CO O V W C0 'tCOO CO VCO Elev. (ft) o W o w' M w v o -6 w + �ww + ow mE > E » E > CO C� 4998.00 4998.00 4995.00 4995.00 4992.00 4992.00 4989.00 —_____ --- --- -- 4989.00 4986.00 4986.00 0 4983.00 4983.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 HGL--------- EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 ST PIPE A5 13.84 18 Cir 108.630 4985.62 4986.17 0.506 4987.00" 4988.58` 0.95 4989.53 End None 2 ST PIPE A6 6.92 18 Cir 25.000 4986.17 4986.29 0.480 4989.53' 4989.62` 0.24 4989.86 1 None STORM A4 Number of lines:2 Run Date:4/25/2025 NOTES: Return period= 100 Yrs. ; "Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (I) (ft) 1 iS 13-84 4985.62 4987.00 1.38 1.70 8.15 1.03 4988.03 1.286 108.63 4986.17 4988.58 1.50 1.77 7.83 095 4989.53 1 480 1.383 1 503 1.00 0 95 1 6.92 4986.17 4989.53 1.50 1.77 3.92 0.24 4989.77 0.370 25.000 4986.29 4989.62 1.50 117 3.92 0.24 4989.86 0.370 0.370 0.093 1.00 0?4 STORM A4 Number of lines:2 Run Date: 4/25/2025 c=cir e=ellip b=box Storm Sewers v2023.00 STORM A4 Outfall 1 Project File: Storm A5.stm Number of lines: 1 Date:4/25/2025 Storm Sewers v2023.00 Storm Sewer Profile Proj. file: Storm A5.stm CO0 CR ovCO °NCO v Elev. (ft) CD o w CZ) w� o -o W o W � c > E > U`r C Cn ( C 4999.00 4999.00 4996.00 4996.00 4993.00 4993.00 4990.00 4990.00 4987 00 4987.00 4984.00 4984.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe-(84) 6.92 18 Cir 4.521 4986 17 4986.19 0.443 4987.19 4987.26 0.41 498767 End None STORM A4 Number of lines: 1 JRn Date:4/25/2025 NOTES: Return period=100 Yrs. Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) M (ft) (K) (ft) 1 9Z' 4986.17 4987.19 1.02 1.28 542 0.46 4987.65 0.574 4 521 4986.19 4987.26 1 0i 1 34 5.15 0.41 4987.67 0.508 0.541 0 024 1.00 0-41 -- STORM A4 Number of lines: 1 Run Date: 4/25/2025 c=cir e=ellip b=box Storm Sewers v2023.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3130 Plan 1 2 Outfall �) Outfall Project File: Storm B.stm Number of lines:2 Date:9/27/2024 Storm Sewers v2023 00 Storm Sewer Profile Proj rile. Stone B stm CO �o N C,J 00 O � W 00 �O O O V OD Elev. (ft) o w C1.) w o -o W o a W Fo E B � > (n C� uJ C� 4997.00 4997.00 4994,00 4994.00 4991-00 4991.00 4988.00 4988.00 498500 4985.00 41151 21°0 4982.00 4982.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 Storm B1 15.29 24 Cir 43.151 4984.89 4984.98 0.208 4986.48 4986.72 0.43 4987.15 End None 2 Pipe-(72) 15.29 24 Cir 43.151 4984.89 4984.98 0.208 4986.48 4986.72 0.43 4987.15 End None Project File: Storm B.stm Number of lines:2 Run Date: 9/27/2024 NOTES: Return period= 100 Yrs. Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size C2 Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (I) (ft) 1 24 1529 4984 89 4986A8 1.59 2.68 5.71 0.51 4986.99 0.413 43.151 4984.98 4986.72 1.74 2.90 5.27 043 4987.15 0 355 0.384 0 166 1.00 0 4: 24 15.29 4984.89 4986.48 1.59 2.68 5.71 0.51 4986.99 0.413 43.151 4984.98 4986.72 1.74 2.90 5.27 0.43 4987.15 0.355 0.384 0.166 1.00 0 43 Project File: Storm B.stm Number of lines:2 Run Date: 9/27/2024 c=cir a=ellip b=box Storm Sewers v2023.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3130 Plan 1 Outfall Project File: Storm C.stm Number of lines: 1 Date:6/12/2024 Storm Sewers v2023.00 Storm Sewer Profile Proj. file: Storm C.stm CO c ro v = v 0 � � CO o v o v� Elev. (ft) o w d CO w 0 o Lt1 0 o W mE mE5 4996,00 4996.00 4993.00 4993.00 4990.00 4990.00 4987.00 4987.00 4984.00 4984.00 0 4981.00 4981.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Storm C1 8.60 15 Cir 43.090 4982,89 4982.98 0.209 4984.14' 4984.79* 0.76 498556 End None Project File: Storm C.stm Number of lines: 1 JRn Date:6/12/2024 NOTES: Return period=100 Yrs. ;*Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size C2 Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) A (%) M (ft) (K) (ft) 1 5 £ C 4982 89 4984.14 1.25 1.23 7.01 0.76 4984.90 1 512 43.090 4982.98 4984.79 1.25 1 23 7.01 0.76 4985.56 1.511 1.512 0.651 1.00 076 -- Project File: Storm C.stm Number of lines: 1 Run Date: 6/12/2024 c=cir a=ellip b=box Storm Sewers v2023.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3130 Plan 1 Project File: Willox Culvert.stm Number of lines: 1 Date: 9/27/2024 Storm Sewers v2023.00 Storm Sewer Profile Proj. file: Willox Culvert stm ICU rn = 00 G N_ Sao I� O O m 00 O O O 0)O Elev. (ft) o w v M w o -o w o -o w m E no E > 5002.00 5002.00 4999.00 4999.00 4996.00 4996.00 4993.00 4993.00 499000 4990.00 0 4987.00 4987.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe-(69) 2.00 15 Cir 31.861 498977 4989.88 0.345 4990-39 4990.50 0.17 499067 End None Project File: Willox Culvert.stm Number of lines: 1 Run Date:9/27/2024 NOTES: Return period=100 Yrs. Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size C2 Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) M (ft) (K) (ft) 1 5 498977 4990.39 0.62 0.61 3 29 0.17 4990.56 0.336 31.861 4989.88 4990.50 0.62 0.60 3.32 0.17 4990.67 0.343 0.340 0.108 1.00 0 17 Project File: Willox Culvert.stm Number of lines: 1 Run Date: 9/27/2024 c=cir a=ellip b=box Storm Sewers v2023.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3130 Plan 6 5 4 3 2 1 Outfall Project File: Storm Willox East.stm Number of lines:6 Date:6/12/2024 Storm Sewers v2023.00 Storm Sewer Profile Pro;. file: Storm Willox East stm N CO tD CD .. 7 .. 5 .. 5 .. 7 .. 7 c a)O c c Mp c c pp c c Op c c —OE c v0 0 O IqCO CO 0r J "'�I—I— J '�00 J O(D CD J �00 COO M-- 0)NN O)M- 0)VV � CO 00 CO ON a0 V' CO CO CO rl- (D 00rl- [t aD d) 0 d1 00 CO 0p V CO CO OMp CO 00 00 CO p V Cc CO 00) V CO CO V CO Elev. (ft) rnrn 0)a) rnrn rnrn rnrn o = v CO vv (D vv L6 av � vv o d v (6 v O W I- W O W 0 W m W O W N W 0 o W o -6WW + -6WW + -6WW + -6WW v .6WW -6W Cn (DE Cn (7cc (n C7cc (n U` Cn Ur cc ` cc U) ( c 5004.00 5004.00 5000.00 5000+00 4996.00 4996.00 4992.00 4992.00 498800 --- -- -- — 4988.00 f-15"@1.20% 0 0 4984.00 4984.00 0 50 100 150 200 250 300 350 400 450 500 550 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 ST PIPE E1 1.60 15 Cir 78.044 4987.00 4987.16 0.205 4987.63 4987.79 0.06 4987.85 End None 2 ST PIPE E2 1.60 15 Cir 28.789 4987.16 4987.21 0.173 4987.85 4987.90 0.01 4987.91 1 None 3 ST PIPE E3 1.60 15 Cir 78.683 4987.21 4987.37 0.204 4987.91 4988.02 0.07 4988.09 2 None 4 ST PIPE E4 1.60 15 Cir 13.539 4987.37 4987.40 0.220 4988.09 4988.11 0.06 4988.17 3 None 5 ST PIPE E5 1.60 15 Cir 291.927 4987.40 4988.86 0.500 4988.17 4989.36 n/a 4989.36 j 4 None 6 ST PIPE E6 1.60 15 Cir 35.137 4988.86 4989.28 1.195 4989.36 4989.78 0.19 4989.78 5 None Project File: Storm Willox East.stm Number of lines:6 Run Date:6/12/2024 NOTES: Return period= 100 Yrs. ;j-Line contains hyd.jump. Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 1.60 4987.00 4987.63 0.63 0.62 2.58 0.10 4987.73 0.204 78.044 4987.16 4987.79 0.63 0.62 2.59 0.10 4987.89 0.206 0.205 0.160 0.61 0.06 2 15 1.60 4987.16 4987.85 0.69 0.70 2.30 0.08 4987.93 0.149 28.789 4987.21 4987.90 0.68 0.69 2.33 0.08 4987.98 0.155 0.152 0.044 0.15 0.01 3 15 1.60 4987.21 4987.91 0.70 0.70 2.27 0.08 4987.99 0.146 78.683 4987.37 4988.02 0.65 0.64 2.48 0.10 4988.12 0.183 0.164 0.129 0.75 0.07 4 15 1.60 4987.37 4988.09 0.72 0.73 2.18 0.07 4988.17 0.131 13.539 4987.40 4988.11 0.71 0.71 2.24 0.08 4988.18 0.140 0.135 0.018 0.75 0.06 5 15 1.60 4987.40 4988.17 0.76 0.46 2.03 0.19 4988.35 0.000 291.92 4988.86 4989.36 j 0.50" 0.46 3.48 0.19 4989.55 0.000 0.000 n/a 1.00 0.19 6 15 1.60 4988.86 4989.36 0.50' 0.46 3.48 0.19 4989.55 0.000 35.137 4989.28 4989.78 0.50" 0.46 3.48 0.19 4989.97 0.000 0.000 n/a 1.00 0.19 Project File: Storm Willox East.stm Number of lines:6 Run Date: 6/12/2024 Notes:` depth assumed; "'Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box Storm Sewers v2023.00 INLET CAPACITY SUMMARY Project: 987-012 Calculations By: Jacob Obanion Date: April 25,2025 Design Design Inlet Q2 Q1O0 Q1O0 Total Q1O0 Q1O0 Inlet Type Inlet Size Notes Point Label Intercepted Unintercepted B3 INLET A2-1 0.40 1.20 1.20 1.20 0.00 Nyloplast Standard Basin 12" B3 INLET A3-1 0.40 1.20 1.20 1.20 0.00 N to last Standard Basin 12" B2 INLET A5-1 1 1.45 1 6.92 1 4.22 4.22 0.00 Type 13 Combo Single B2 INLET A6 1.45 6.92 4.22 4.22 0.00 Type 13 Combo Single P:M7-012Drainagellnletsllnlet Summary Tablelinlet summary MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Willox Farm Inlet ID: Inlet AS T T.T, CROWN 0. q o GutterGeometry: Maximum Allowable Width for Spread Behind Curb TRACK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SBACK= ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nBAcK= 0.012 Height of Curb at Gutter Flow Line HcuRB= 4.74 inches Distance from Curb Face to Street Crown TCROWN= 15.0 ft Gutter Width W= 2.58 ft Street Transverse Slope SX= 0.002 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TwAx= 15.0 15.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d.= 4.7 12.0 inches Check boxes are not applicable in SUMP conditions r (- MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qailow= SUMP SUMP cfs 987-012_MHFD-Inlet_v5.03,InletA5 4/2512025.,11:37AM INLET IN A • OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) .f--Lo(C) H-Curb H-Vert Wo W WP Lo(G) Design Information In ut CDOT/Denver 13 Combination MINOR MAIOR Type of Inlet Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) ai_i= 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 4.7 12.0 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 " feet Open Area Ratio for a Grate(typical values 0.15-0.90) A i = 0.43 Clogging Factor for a Single Grate(typical value 0.50-0,70) Cf(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw (G)= 3.30 JO Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 0 Curb ODeninci Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 90 feet Warning 1 Height of Vertical Curb Opening in Inches Hve,t= 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hth-t= 5.25 5 inches Angle of Throat Theta= 0.00 n degrees Side Width for Depression Pan(typically the gutter width of 2 feet) %= 2.58 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 '0 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 6 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth dGr, = 0.43 1.04 ft Depth for Curb Opening Weir Equation dcurb= 0.18 0.79 ft Grated Inlet Performance Reduction Factor for Long Inlets Rl`c,.�= 0.73 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFc.rb= N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFc,mbi, !.,= 0.73 1.00 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q, 9.6 cfs Inlet Capacity IS GOOD for Minor and Ma'or Storms > Peak Q a K a QLJ D Warning 1:Dimension entered is not a typical dimension for inlet type specified. 987-012_MHFD-Inlet_v5.03,Inlet A5 412512025,11:37 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Willox Farm Inlet ID: Inlet A6 T T.T, CROWN 0. q o GutterGeometry: Maximum Allowable Width for Spread Behind Curb TRACK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SBACK= ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nBACK= 0.012 Height of Curb at Gutter Flow Line HcuRB= 4.74 inches Distance from Curb Face to Street Crown TCROWN= 15.0 ft Gutter Width W= 2.58 ft Street Transverse Slope SX= 0.000 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TwAx= 15.0 15.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d.= 4.7 12.0 inches Check boxes are not applicable in SUMP conditions r (- MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qailow= SUMP SUMP cfs 987-012 MHFD-Inlet v5.03,Inlet A6 4/25/2025,11:37 AM INLET IN A • OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) .f--Lo(C) H-Curb H-Vert Wo W WP Lo(G) Design Information In ut CDOT/Denver 13 Combination MINOR MAIOR Type of Inlet Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) ai_i= 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 4.7 12.0 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 " feet Open Area Ratio for a Grate(typical values 0.15-0.90) A i = 0.43 Clogging Factor for a Single Grate(typical value 0.50-0,70) Cf(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw (G)= 3.30 JO Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 0 Curb ODeninci Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 90 feet Warning 1 Height of Vertical Curb Opening in Inches Hve,t= 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hth-t= 5.25 5 inches Angle of Throat Theta= 0.00 n degrees Side Width for Depression Pan(typically the gutter width of 2 feet) %= 2.58 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 '0 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 6 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth dGr, = 0.43 1.04 ft Depth for Curb Opening Weir Equation dcurb= 0.18 0.79 ft Grated Inlet Performance Reduction Factor for Long Inlets Rl`c,.�= 0.73 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFc.rb= N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFc,mbi, !.,= 0.73 1.00 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q, 9.6 cfs Inlet Capacity IS GOOD for Minor and Ma'or Storms > Peak Q a K a QLJ D Warning 1:Dimension entered is not a typical dimension for inlet type specified. 987-012_MHFD-Inlet_v5.03,Inlet A6 412512025,11:37 AM Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 112024 SECTION Al User-defined Highlighted Invert Elev (ft) = 4989.82 Depth (ft) = 0.63 Slope (%) = 0.50 Q (cfs) = 10.77 N-Value = 0.030 Area (sqft) = 7.36 Velocity (ft/s) = 1.46 Calculations Wetted Perim (ft) = 26.46 Compute by: Known Q Crit Depth, Yc (ft) = 0.46 Known Q (cfs) = 10.77 Top Width (ft) = 26.41 EGL (ft) = 0.66 (Sta, El, n)-(Sta, El, n)... (26.67,4990.51)-(31.44,4989.86,0.035)-(32.44,4989.82,0.013)-(33.44,4989.86,0.013)-(48.15,4990.40,0.035)-(60.10,4990.51,0.013) Elev (ft) Section Depth (ft) 4991.00 1.18 4990.50 0.68 4990.00 Ilk0.18 4989.50 -0.32 4989.00 -0.82 15 20 25 30 35 40 45 50 55 60 65 70 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 112024 SECTION A2 User-defined Highlighted Invert Elev (ft) = 4985.15 Depth (ft) = 1.64 Slope (%) = 0.50 Q (cfs) = 51.87 N-Value = 0.030 Area (sqft) = 17.74 Velocity (ft/s) = 2.92 Calculations Wetted Perim (ft) = 22.68 Compute by: Known Q Crit Depth, Yc (ft) = 1.32 Known Q (cfs) = 51.87 Top Width (ft) = 22.11 EGL (ft) = 1.77 (Sta, El, n)-(Sta, El, n)... (38.69,4987.02)-(50.59,4985.65,0.035)-(51.09,4985.15,0.013)-(55.12,4985.15,0.013)-(55.63,4985.65,0.013)-(63.02,4986.83,0.035)-(74.73,4986.90,0.013) -(86.94,4987.02,0.035) Elev (ft) Section Depth (ft) 4988. 0 2.85 4987. 0 2.35 4987. 0 1.85 4986. 0 1.35 4986. 0 0.85 4985. 0 0.35 4985. 0 -0.15 4984.50 -0.65 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 112024 SECTION A3 User-defined Highlighted Invert Elev (ft) = 4986.93 Depth (ft) = 0.52 Slope (%) = 0.50 Q (cfs) = 10.37 N-Value = 0.013 Area (sqft) = 2.31 Velocity (ft/s) = 4.48 Calculations Wetted Perim (ft) = 5.37 Compute by: Known Q Crit Depth, Yc (ft) = 0.57 Known Q (cfs) = 10.37 Top Width (ft) = 4.90 EGL (ft) = 0.83 (Sta, El, n)-(Sta, El, n)... (43.93,4987.68)-(121.45,4987.51,0.035)-(121.95,4986.93,0.013)-(125.95,4986.93,0.013)-(126.45,4987.51,0.013)-(127.64,4987.68,0.035) Elev (ft) Section Depth (ft) 4988.00 1.07 4987.50 0.57 4987.00 0.07 4986.50 -0.43 4986.00 -0.93 20 30 40 50 60 70 80 90 100 110 120 130 140 Sta (ft) Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 112024 Pond Emergency Overflow Trapezoidal Weir Highlighted Crest = Sharp Depth (ft) = 0.50 Bottom Length (ft) = 75.00 Q (cfs) = 83.30 Total Depth (ft) = 1.00 Area (sqft) = 38.50 Side Slope (z:1) = 4.00 Velocity (ft/s) = 2.16 Top Width (ft) = 79.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 83.30 Depth (ft) Pond Emergency Overflow Depth (ft) 2.00 2.00 1.50 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 -0.50 0 10 20 30 40 50 60 70 80 90 100 110 Weir W.S. Length (ft) WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX D Erosion Control Report Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com WILLOX FARM : E P S APPENDIX G R 0 U P EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings.It should be noted;however,any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction,or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs.The Contractor shall update the location of BMPs as they are installed, removed,or modified in conjunction with construction activities.It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection.Best Management Practices from the Volume 3,Chapter 7-Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed perimeter,gutter protection in the adjacent roadways,and inlet protection at existing and proposed storm inlets.Vehicle tracking control pads,spill containment and clean-up procedures,designated concrete washout areas,dumpsters,and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans.The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details.In addition to this report and the referenced plan sheets,the Contractor shall be aware of,and adhere to,the applicable requirements outlined in any existing Development Agreement(s)of record,as well as the Development Agreement,to be recorded prior to issuance of the Development Construction Permit.Also,the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division-Stormwater Program, before commencing any earth disturbing activities.Prior to securing said permit, the Site Contractor shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX E LID Design Information Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.07,March 2018) Sheet 1 of 2 Designer: C.Ungerman Company: Northern Engineering Date: April 25,2025 Project: Willox-Rain Garden A Location: Fort Collins,CO 1. Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 37.0 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=1a/100) i 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*b D) Contributing Watershed Area(including rain garden area) Area= 4597126 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VwQcv= 5,258 cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of de=0 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwOCV OTHER=0 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) DwOcv= 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= 3398 sq ft D)Actual Flat Surface Area AAcn,ai= 5380 sq ft E)Area at Design Depth(Top Surface Area) ATOP= 8369 sq ft F)Rain Garden Total Volume VT= cu ft (VT=((AT..+Aa m.)/2)*Depth) 3. Growing Media OO 18"Choose ne Rain Garden Growing Media O Other(Explain): 4. Underdrain System Choose Une A)Are underdrains provided? OO YES O NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= 50.0 ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours V0112= 5,258 cu ft iii)Orifice Diameter,3/8"Minimum Do= 7/8 in UD-BMP v3.07 RAIN GARDEN A,RG 4/25/2025,12:24 PM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: C.Ungerman Company: Northern Engineering Date: April 25,2025 Project: Willox-Rain Garden A Location: Fort Collins,CO 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose une 0 YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet/Outlet Control Choose ne O Sheet Flow-No Energy Dissipation Required A) Inlet Control O Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation O Seed(Plan for frequent weed control) O Plantings O Sand Grown or Other High Infiltration Sod 8. Irrigation Choose ne 0 YES A) Will the rain garden be irrigated? O NO Notes: UD-BMP v3.07 RAIN GARDEN A,RG 4/25/2025,12:24 PM Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.07,March 2018) Sheet 1 of 2 Designer: C.Ungerman Company: Northern Engineering Date: April 25,2025 Project: Willox-Rain Garden B Location: Fort Collins,CO 1. Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 34.0 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=1a/100) i C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.13 watershed inches (WQCV=0.8*(0.91*i3-1.19*i2+0.78*b D) Contributing Watershed Area(including rain garden area) Area= 202,660 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VwQcv= 2,208 cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of de in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwOCV OTHER=0 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) DwOcv 12 in B)Rain Garden Side Slopes(Z=4 min.,horiz.dist per unit vertical) Z= 4.00 ft/ft (Use"0"if rain garden has vertical walls) C)Mimimum Flat Surface Area Amin= 1378 sq ft D)Actual Flat Surface Area AAcn,ai= 3021 sq ft E)Area at Design Depth(Top Surface Area) AToP= 4155 sq ft F)Rain Garden Total Volume VT= cu ft (VT=((AT..+Aa m.)/2)*Depth) 3. Growing Media OO 18"Choose ne Rain Garden Growing Media O Other(Explain): 4. Underdrain System Choose Une A)Are underdrains provided? OO YES O NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= 50.0 ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours V0112= 2,208 cu ft iii)Orifice Diameter,3/8"Minimum Do= 9/16 in UD-BMP v3.07 RAIN GARDEN B,RG 4/25/2025,12:25 PM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: C.Ungerman Company: Northern Engineering Date: April 25,2025 Project: Willox-Rain Garden B Location: Fort Collins,CO 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose une 0 YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet/Outlet Control Choose ne O Sheet Flow-No Energy Dissipation Required A) Inlet Control O Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation O Seed(Plan for frequent weed control) O Plantings O Sand Grown or Other High Infiltration Sod 8. Irrigation Choose ne 0 YES A) Will the rain garden be irrigated? O NO Notes: UD-BMP v3.07 RAIN GARDEN B,RG 4/25/2025,12:25 PM LID Summary Project Number: 987-012 Project: Willox Farm Project Location: Fort Collins,Colorado Calculations By: J.Obanion Date: 4/25/2025 LID Summary per Basin Percent Total Basin ID Area LID ID Treatment Type Impervious 2 Sq.Ft. Acres Impervious Area(ft 1 Al 30,999 0.71 50% n/a n/a 15,499 A2 71,874 1.65 58% Rain Garden A Rain Garden 41,681 A3 126,035 2.89 38% Rain Garden A Rain Garden 47,552 A4 74,509 1.71 32% Rain Garden A Rain Garden 23,501 A5 51,455 1.18 23% Rain Garden A Rain Garden 11,612 A6 73,181 1.68 29% Rain Garden A Rain Garden 20,873 A7 37,663 0.86 59% Rain Garden A Rain Garden 22,399 A8 24,409 0.56 13% Rain Garden A Rain Garden 3,230 Bl 102,794 2.36 13% Rain Garden B Rain Garden 13,281 B2 67,082 1.54 64% Rain Garden B Rain Garden 43,052 B3 32,784 0.75 36% Rain Garden B Rain Garden 11,801 OS1 170,794 3.92 2% n/a n/a 3,416 OS2 23,162 0.53 46% n/a n/a 10,668 OS3 3,156 0.07 77% n/a n/a 2,439 OS4 7,250 0.17 50% n/a n/a 3,646 OS5 14,343 0.33 2% n/a n/a 287 OS6 8,307 0.19 6% n/a n/a 539 OS7 58,559 1.34 2% n/a n/a 1,171 Total 919,797 21.12 275,474 Project Number: 987-012 Project: Willox Farm Project Location: Fort Collins,Colorado Calculations By: J.Obanion Date: 4/25/2025 LID Summary per LID Structure Area Weighted% Volume per Impervious LID ID Impervious Subbasin ID Treatment Type UD-BMP(ft3) Area(ft2) A2,A3,A4,A5,A6,A7, Rain Garden A 459'126 10.54 37% A8 Rain Garden 6,875 170,847 Garden B 202,660 4.65 34% B1,B2,B3 Rain Garden 3,588 68,133 �Rain al 661,786 15.19 238,981 LID Site Su - New Impervious Area Total Area of Current Development 692,785 ftz Total Impervious Area 254,480 ft2 Total Impervious Area without LID Treatment 15,499 ft2 Al 75%Requried Minimum Area to be Treated 190,860 ft2 Total Treated Area 238,981 ft2 Percent Impervious Treated by LID 93.91% — o;2 _ WILLOX LN- os4 — 0.53 ac. AS 0.07 QS3 '- ac.- -- - 0.17 a — - s 0.56 ac. A7 150 0 150 1 _ 0.86ac. NORTH I' OS7 (IN FEET) 1.34 ac 1 INCH-150 FEET II II f OS1 I IL I IL J I I 3.92 ac. I, A6 \ i 1.68 ac. L� / LEGEND - - L J PROPOSED STORM SEWER L 1 1 � J \ PROPOSED INLET L I — J_ _� �-� -1 PROPOSED CONTOUR 93 _�_ - - - - B1 I 1 L J �� J OS5 EXISTING CONTOUR 4953 I I � —� I I �J �- � A5 � �_� `, ;��I `A4.74 c 0.33 ac. PROPOSED SWALE L — J I r- 1.1I ac. � � � PROPOSED CURB&GUTTER — — — — — - 11 J PROPERTY BOUNDARY L+ I ( L J 1 L '-�1� 1 J AREA TREATED BY RAIN GARDEN A L -1 — 1, AREA TREATED BY RAIN GARDEN B HL �JII 1L TJ -JII `'IJ L NOTES — B2 1 sa ac. �_ _Lt J—r 1. FOR LID RAIN GARDEN CALCULATIONS PLEASE REFER TO THE � � FINAL DRAINAGE REPORT DATED APRIL 25,2025. F F L A3 � 2. REFER TO UTILITY PLANS FOR WILLOX FARM FOR ADDITIONAL L L L�--] T J �L z.esac. I L._ _J GRADING AND UTILITY INFORMATION. L 1 _ _I_ III L J 3. REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON L �-' ` _ -I t- HARDSCAPES. L L L _ J L J B3 - I I — j— LID Site Summary - New Impervious Area 0.77 ac. I' L — _J_� I J _ —J L_ J F I' - Total Area of Current Development 692,785 ft2 r—F'A� L A2 `�L 1 L-=J L J _ _ Total Impervious Area 254,480 ft2 1.65 ac �'// `\ L — -1Total Impervious Area without LID Treatment: Basin Al 15,499 ft2 750 Requried Minimum Area to be Treated 190,860 ft2 RAIN GARDEN B ' / / L 1 �L 7 L ti Total Treated Area 238,981 ft2 REQUIRED VOLUME: 2,208 CU. FT. / , 1 MINIMUM FLAT AREA: 1,378 SF L I L L Al I L _I I L RAIN GARDEN A p y 93.91% ft2 I Percent Impervious Treated b LID PROVIDED VOLUME: 3,588 CU.FT. / 0.71 as REQUIRED VOLUME: 5,258 CU. FT. PROVIDED FLAT AREA:3,021 SF ' '" MINIMUM FLAT AREA:3,398 SF IMPERVIOUS AREA TREATED:68,133 SF PROVIDED VOLUME: 6,875 CU. FT. A 111 PROVIDED FLAT AREA:5,380 SF 2.31 ac. m IMPERVIOUS AREA TREATED: 170,847 SF DETENTION POND I OS6 0.19 ac. SOFT GOLD PARK DRAWING REFERENCE: WILLOX FARM DRAWN BY: J.OBANION SHEET NO: LID TREATMENT EXHIBITEPS 0 U SCALE: 1"=150' 301 N.Howes Street,Suite 100 PHONE:970.221.4158 LID-1 Fort Collins,Colorado 80521 www.epsgroupinc.com ISSUED: APRIL 2025 WILLOX FARM : E P S APPENDIX G R 0 U P APPENDIX F USDA Soils Report Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil_ Survey,Agriculture a joint effort of the United Report for N States Department of RCS Agriculture and other Larimer County Federal agencies, State Natural agencies including the Resources Agricultural Experiment Area, Colorado Conservation Stations, and local Service participants .c I �r { s 0 500 ft March 9, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202)720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Larimer County Area, Colorado...................................................................... 13 22—Caruso clay loam, 0 to 1 percent slope............................................... 13 105—Table Mountain loam, 0 to 1 percent slopes...................................... 14 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map 0 0 492450 49250o 492550 492600 492650 497M 492750 40°367 39"N 40°36 39"N I � .' A s Soil Map may not be valid at this scale. 40°36 24"N 40°36'24"N 492450 492500 492550 492600 492650 492700 492750 3 3 N Map Scale:1:2,200 fi printed on A portrait(8.5"x 11")sheet. in Meters o o N 0 30 60 120 180 Feet 0 100 200 400 600 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot �i Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil 0 Soil Map Unit Points g pp g y .- Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals Borrow Pit Clay Spot Transportation Please rely on the bar scale on each map sheet for map .+. Rails measurements. J Closed Depression ti Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) O Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator A Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. O Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. V Rock Outcrop Soil Survey Area: Larimer County Area,Colorado + Saline Spot Survey Area Data: Version 16,Sep 2,2021 Sandy Spot Soil map units are labeled(as space allows)for map scales 4W Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Aug 11,2018—Aug Slide or Slip 12,2018 Sodic Spot 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 22 Caruso clay loam,0 to 1 14.2 78.9% percent slope 105 Table Mountain loam,0 to 1 3.8 21.1% percent slopes Totals for Area of Interest 17.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Larimer County Area, Colorado 22—Caruso clay loam, 0 to 1 percent slope Map Unit Setting National map unit symbol: jpvt Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Caruso and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Caruso Setting Landform: Flood-plain steps, stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 35 inches: clay loam H2-35 to 44 inches: fine sandy loam H3-44 to 60 inches: gravelly sand Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat poorly drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 24 to 48 inches Frequency of flooding: NoneOccasional Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 5w Hydrologic Soil Group: D Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Loveland Percent of map unit: 9 percent 13 Custom Soil Resource Report Landform:Terraces Ecological site: R067BY036CO- Overflow Hydric soil rating: Yes Fluvaquents Percent of map unit: 6 percent Landform:Terraces Hydric soil rating: Yes 105—Table Mountain loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpty Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Table mountain and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Table Mountain Setting Landform: Stream terraces, flood plains Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium Typical profile H1 - 0 to 36 inches: loam H2- 36 to 60 inches: clay loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: High (about 9.8 inches) 14 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: R049XY036CO - Overflow Hydric soil rating: No Minor Components Caruso Percent of map unit: 7 percent Hydric soil rating: No Fluvaquentic haplustolls Percent of map unit:4 percent Landform:Terraces Hydric soil rating: Yes Paoli Percent of map unit:4 percent Hydric soil rating: No 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p 2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 17 WILLOX FARM : E P S APPENDIX G R 0 U P MAP POCKET DR1 - Drainage Exhibit Fort Collins I Greeley 1 (970)221-41 58 1 epsgroupinc.com F � —\/_\�-1-\_/,\\-—L i(4 c/�--1 J —�\_i mi—--�,--f//—_\/�'IL--�—�/(-\�I-✓r-/�--/_`—_ /--(//\_-/�\-\I\--l/�I_-I 1\-/\\\/\\\I�//I(//`��I/\/—-Iv�--J\�I—I-/v\\\—\_/—/\\\\J——4/�)/9I._</=F/I�--y/4-/9--9/3--/�---_/_- - /_/—/,-//-—//-\jf✓-//—1 I A/ ]/-\—\\ —r\)I\--\\�-9\—J\—`—\——/_---\\—\—O F OHU OHU 6—---C iI1�II i MIi i—i I T YI\O---F � I—— -- II IIII\ICIIIj y 1/III I�III O\ F \ F — — —OUNDARY_ OH H O OH H PACIFIC ACIFIC O C F __ _ ___ _—. � J =4991=4990- —FORT COLLINS EASEMENT \\\ \\\ \\ — \\J)\\\\ \\ \ - \\-, IN F EE_T` )\ — — �RAILROAD ROW WESTWILLOW LANE F loss - - - - — — — — NORTH 4994h4 - - - _ — - - - 93_  — '4993— 0.55ac. ——4994— — — _ 992 _4 — G - - — = — _= -4� — 60 0 60 120 180 99ti —1- _ _ — — _ _ 0 — ---------- --- -------T-O---- N - --- --- F ----w w ---------�----- — —� / ) / \ \ X 1 INCH 60 FEET ____Z __- ---------------------- ------------------------- - ---- --------------- > 1 -- ------------- ----------------- ---------- I t------- --- ------- -------F DRII ST WILLOX LANE EXISTING 10' r — / \ - - ` MOUNTAIN STATES UTILITY EASEMENT �J EXISTING 30' h3 NCWA EASEMENT NN oN pi� o_p pT � w�- , CD 709WWLL AMY X LANE, r ACKELSO/V CONN/E IN WILLOX LANE, 00 \/ 000 A.603 l v SOFT GOLD PARK WE J A EXISTING 6CITY OF B-111 \\ \\ % ozFORT COLLINS EASEMENT HICKORY STREET '�zJ KEYMAP N,S � _� ` LEGEND: 11 L PROPOSED STORM SEWER U� PROPOSED INLET � a Fa 0PROPOSED CONTOUR 93 0 ----- -- o w--------------- ---- - -------- - ------------------ ---------- \-------------- --------- III I iIIII IIIII II I a (I ,I\I I I _ / l\I\\\ I EXISTING CON TOUR ° — — — ,—. �4,9►5�3- w Oz_' oII m _ ------------------ EXISTING 20'SANITARY SEWER EASEMENT TO BE VACATED WITH PLAT ENCROACHES ON PROPERTY.SEE PLAT FOR NOTES PROPOSED SWALE ------------------- - - a PROPOSED CURB&GUTTER � oPROPERTY BOUNDARY W_oQo - O DESIGN POINT x 00 \ \ FLOW ARROW BAN o > DESIGNATION A DRAINAGE BASIN LABEL 0.22rBASIN 0 J AREA (AC) C3= DRAINAGE BASIN BOUNDARY QWw/ � o L PROPOSED SWALE SECTION A & � \ w9$$ NOTES: Uj 1- 7 LLJ 1 REFER OH DRAINAGE REPORT DATED APRIL 25,2025 BY EPS GROUP FOR 00 z ADDITIONAL o 10-12 PEREZ 0 Of 400 HICKORY STREET 149 N W 1�1 o Q DQ'oL0 mo\ Q I- - - ` PROPERTY oo � � �� / \ — � � BOUNDARY— — — — — — — — — — — PROPERTY m BOUNDARY L o mLLi omom LLJ Of PITT,JEAN 1522 WOOD LANE, N N\ \ 4986 EXISTING 20'PUBLIC DRAINAGE EASEMENT W a. a 1434 WOOD LANE, LL Ll N \ cli � R9(6 Cd ZC V PEREZ DAN E A. 4 HICKORYSTREET149 Z J L\ coE U) >Uj J CALL UTILITY NOTIFICATION CENTER OF COLORADO \ �I PROPERTY ^o BOUNDARY OD al $z Historic Drainage Summary Total Area Q2 Q10 Q100 SheetH x r I -�z Design Point Up stream Basin (acres) C2 C10 C100 (cfs) Ids) (cfs) EXISTING 10'UTILITY .14 -_ EMME�_ _� X \ Know what's below. 28 X Call before you dig.---------------------------------------------_ __-_______ _ _ h2 h2 3.902 0.20 0.20 0.25 1.55 2.65 6.75 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DR1 3 1.349 0 0 030 0 1.20 2.95 DIG,GRADE,OR EXCAVATE FOR THE MARKING OF 0. X X UNDERGROUND MEMBER UTILITIES.0.50 0.55 91 62 Of 64h4 h4 0 0. 0. 2.05 L total Total 24.812 0.21 0.21 0.26 8.60 14.69 3709 DEVELOPED DRAINAGE SUMMARY a; Total 100-Yr NORTH V Design Basin 2-Yr Tc Q2 Q100 woo le,41 Area C2 C100 Tc Point ID (acres) (min) (min) (cfs) (cfs) 40 0 40 80 120 Feet A (IN FEET) a1 Al 0.71 0.55 0.69 5.00 5.00 1.12 4.87 1 inch= 40 ft. a2 A2 1.65 0.65 0.81 11.04 11.04 2.29 10.79 DR2l WEST WILLOX LANE a3 A3 2.89 0.62 0.78 9.59 9.59 4.05 19.31 0 a A4 1.71 0.35 0.44 11.39 11.39 1.28 5.66 0 , POND SUMMARY TABLE a5 A5 1.18 0.39 0.49 12.52 12.52 0.94 4.31 Avg. Percent Extended 100-Yr 100-Yr Peak N a6 A6 1.68 0.67 0.84 13.59 13.59 2.20 9.60 Tributary � DR3, Pond ID Imperviousness Detention Detention Detention Release Area (ac) (%) WQCV (ac-ft) Vol. (ac-ft) WSEL (ft) (cfs) a7 A7 0.86 0.28 0.35 9.33 9.33 0.56 2.50 0 0 a A8 0.56 0.73 0.91 6.10 6.10 1.09 5.06 in Detention Pond 15.89 42 0.01 1.92 4,986.12 6.60 b1 B1 2.36 0.28 0.35 13.49 13.49 1.31 5.71 °' \ / \ � \ I / / b2 B2 1.54 0.75 0.93 7.41 7.41 2.90 13.84 I / v b3 B3 0.75 0.45 0.56 8.51 8.51 0.79 3.62 J Offsite Basins \ I / os1 OS1 3.92 0.20 0.20 13.06 13.06 1.55 5.43 SOFT os2 OS2 0.53 0.54 0.54 12.27 12.27 0.59 2.05 GOLD PARK os3 OS3 0.07 0.78 0.78 5.00 5.00 0.16 0.56 X X X I I I os4 OS4 0.17 0.58 0.58 5.00 5.00 0.27 0.96 z 4992,1 X X X X X X X X X X X �\ , II I os5 OS5 0.33 0.20 0.20 6.87 6.87 0.17 0.60 HICKORY STREETKEYMAP N-499 - - - - - - - - - - - - - - os6 IDS 6 0.19 0.23 0.23 5.28 5.28 0.13 0.44 NTS - _ 0 _ _ - - / LEGEND: E �� w _- -= - - _OH - _ -=OH= - - -4 9U - - - OH off off off ^ oH� OH oH_ _ X OHS - c1 - - H X OH _ os7 OS7 1.34 0.20 0.20 11.39 11.39 0.58 2.03 = w N - - - - - =4�92- H2O4991- = - - - - - - = - - - - - - - -- - - - - - - - - - - - �_- - - - - - - - - - - - - - J - 4990- - - - - - - - _- - - o � W 1 =-4993- _ - - - - - - - - - - - - - _- - - - - - - - - - - 4991=- - - - - - - - � - - -4992 - - - - _ _ _ _ _ _ _ _ __- - - _ = PROPOSED STORM SEWER - -..�� = � �zz - - - _ � � PROPOSED INLET aoa� n o _ - - - - - - (� 'U d'i ++ C n N A� PROPOSED CONTOUR 93 o -2 N o OSZ -4 93- - - - - PROPOSED 4' _ _ 9 - - - -4953- - - �co �n - - - _ - - - - - - - - - - -4993 - - - - - - - - - -4992- - - - -. - - - - - - - - - - w m`o � w w - - - - - SIDEWALK CULVERT EXISTING CONTOUR o . _ 0.53 ac. - - - - - - -4992- - - o - - - - - - - - - __ - - - - - -_ =-WILLOX LNs -- -_ - -- - - - -4992- - - OS3 - OS4 - - - _ PROPOSED SWALE ------------------- F- @ - -- __ - T - -499} - �- - - A8 - - - - - - - - - - - - - -499F - -_ _ - - - - - - c� - - '� - - - 0.17 ac. - - - PROPOSED CURB&GUTTER ■-�X S S = S �a�� - - - - - - 4907 - v_ � - \ _ PROPERTY BOUNDARY / 1 U 92 - ' �, J 1 DESIGN POINT \/ \ / I 1 / ��92 \ / / / I - -� _ _ Q WILLOX STORM DRAIN - - - - - -\\ � � \ SEE SHEET ST5 I / I _ _ I / I .- / PROPOSED 2' / \\ - JI \\ I I FLOW ARROW ��� r--0 CONCRETE PAN BASIN al/ DRAINAGE BASIN LABEL DESIGNAl10N 4ABASIN CO3 Z97 A7 / \ REA (AC) z o \ I I I 0.86ac. \ I I N - � - - - - - - \- - \ \ DRAINAGE BASIN BOUNDARY ' / ` W , a \ ' \ I - - - - - -- - - - I - - \S / os7 \ \ > I I I \ o PROPERTY 1 I \ 1 1 0 9 BOUNDARY 1.34 ac. \ / 7 I ` \\ PROPOSED SWALE SECTION A ' \�\ - w NOTES: / � � // 1 KAFKA, AMY l I \ I � I � q \ I 1 �,, / / \ I I \ I _ ` ACKELSON CONNIE A. - / I \J \ 1. REFER TO THE"FINAL DRAINAGE REPORT DATED APRIL 25,2025"BY EPS GROUP Uj - - - -� - -( I �\ - - LV / / I I I I \ FOR ADDITIONAL INFORMATION. - \ / I \ �z 1 I I I 2. THE WILLOX FARM PROJECT WILL BE DETAINING THE DIFFERENCE BETWEEN THE \✓J - ` \ HISTORIC 2-YEAR EVENT AND THE DEVELOPED 100-YEAR EVENT. o I J 93- - i - \ I I I ` m I _ \ II\I i 3. LID MEASURES IS PROVIDED VIA RAIN GARDEN. \\ - 92 - - _ ' - - - J I I WILLOX EAST STORM DRAIN ` \ I II \\ - - - - I I I I II 4. ALL PROPOSED STORM SEWER ARE TO BE PRIVATELY OWNED AND MAINTAINED. r "\ Y / i \\ j SEE SHEET ST6 I I I r "'SAINT JOSEPH STREET I 1 I I I I SWALE SECTIONS N Q CT) I - g __ \ ..� �� I I /� _ II \� W LO N J; <o_ \ MIN. TW (FT) 00 �`- o_Q . . . - . . . - . . . - •. . `\ I \ 1 1 I III I \ I 1 I 1 I \\ o \ \ 'MII► 1 I S(n: m Ld 9 / \ -1 i I F I \ Or- V) Q� / / I \ PROPOSED 2 2' of 00 w D / - ,\ I \ 9 A6 SIDEWALK CHASES I BW (FT) / I /\ \\\\\ \ I \\ - - - - _ PROPOSED 2' r 9 \ I/\ \, \ I SIDEWALK CHASE �q SWALE SUMMARY TABLE SWALE MIN L 9 ID MIN D TW S1 (n:1) BW S2 (n:1) Q Q*1.33 r "s ` ( / I I _ - - �\� I I II\� _ � I � � - - - - � _ - _ 9 Al -A1 0.63 26.41 13.0 2.0 27.0 8.1 10.77 W PROPOSED 4' \ - A2 A2 0.96 22.11 10.7 4.0 16.7 39.0 51.87 SIDEWALK CULVERTo I 1 �100 A3 - A3 0.78 4.90 144.0 4.0 6.0 7.8 10.37 PROPOSED 4' I 0 I ` \ 131 o \ I \ 1 CONCRETE o // 2.36 ac. 1 1 1 1� PAN w/CURB - - 1 N \ I 1 1 �� OS5OD I \ V - - - - va. v 0.33aa a I V V A.�. 11 1 a°� \ VA, , , 1 , - � LL N 0 / \\ I I I � ` \� \� I W I - - - - - - - 1.17ac. WI - - _ _ _ - - ` / \� \\ \\\ \ -- I I I I I rr I \ \ \\' _ � ?1 1 1 1 co I _ PROPERTY J \ \ I ' \ \ _ 1 \ `/ I 1 , ��� BOUNDARYry Q N AA \\ W - \ \\� � 11 �1' 1 � •- 1 - _ 1 1 , � I W v I I I I v I I I , v\vvv 1 N1 1 m l 1 �1 z NI , W I I \ \�\� ` I - - - - -- �\ I � I� I 1 1 � \- � ' 1 m 1 1 1 ,_ j I I \ \ I I - - - / I �� � - - - � I ` 1 ,� \ 1 -� I � 1- - � III W E I II E N -� \ - - ' ' I I I I I CALL UTILITY NOTIFICATION CENTER OF / \ \ \ III - _ I - - - I PROPOSED 2' 1.74 ac. \ CONCRETE PAN I I I ICI // COLORADO - - - - - - - - - - - - - - , I I- I I I r i I A3 W / r - - Z v� �/ v�vv vv ► vv I I I �� �,v I I j t 1 1 «� / \\\ Sheet z x v v \ Know what's below. Zo o � / 1\ _ - _ �_ I � - - - - - -� I � I � Call before oudi . �I . . . . . . . . . . . . �.I�. M l . ,1 . �. �. . L �.■■I� y g DR2 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU MATCH LINE - SEE SHEET D R3 DIG,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. 63 of 64 -1 NORTH ° wool 0I MATCH LINE - SEE SHEET DR2 40 0 40 80 120 Feet I �1 /\I \( _- - -\vvv-vvv vvvv-v\-�\V-� -- -I -- \/I /Vv�- IIIIIII I I 9�\- ------N\V A v�I-�-_\\\\►--\-\_\-\----.---_. .-.-----''-_v\--_\�- --I III\. IIII:I I I v�IIII I I\�II I I -_ III- ---- --' ------- +-'!►--- I III I I .�,�IIII i I II A/ II II I /. ®I (�IN I - FEET)A4 1 inch= 40 ft. PROP71z 1.74 ac. CONCRETE PAN =W-IL_LOX-LANE woo r � lL DR3 CD -�- -�- 100, 0�Nc3Nvo) NLETA6 > PEREZ DANIL E 90 SINLET AS MOLLERSTREET o 7P SOFT A GOLD PARK 2.89 ac. STORM DRAIN A � 0 SEE SHEET ST1 STREET- - - - - "SKEYMAP '000a�u� v d / LEGEND: E ° EPROPERTY BOUNDARY w.wo PROPOSED STORM SEWER wE L PROPOSED INLET - C-� czo�a ocac°aoN�n --0o0 PROPOSED CONTOUR 93 - - - 0w- 82 2 W4 F EXISTING CONTOUR - - - -4953- PITT, JEAN PROPOSED SWALE ------------------- PROPOSED CURB&GUTTER W / PROPERTY BOUNDARY WI- - - - - - DESIGN POINTUb Vj AA O FLOW ARROW 00LU cc BASIN DE SI G NAS 1�0.1N A D QX ♦Qv' vQ E�QM - - 0 Z DRAINAGE BASIN LABEL 0.22 BASIN_ - Cn z AREA (AC) 0 6' '49e� DRAINAGE BASIN BOUNDARYI C I PROPOSED SWALE SECTION, 0 Ld NOTES: Uj \ LLI 1 REFER TO THE FINAL DRAINAGE REPORT DATED APRIL 25,2025 BY EPS GROUP L- FOR ADDITIONAL INFORMATION.- - _ - - 00 U_�zzo�or) I �z 2. THE WILLOX FARM PROJECT WILL BE DETAINING THE DIFFERENCE BETWEEN THE � HISTORIC 2-YEAR EVENT AND THE DEVELOPED 100YEAR EVENT. o 0 A/`t \ D I ID I 9) . 00 4 ALL PROPOSED SEWER TO BE PRIVATELY OWNED AND MAINTAINED. LdSAINT GRACE STREET N0Q **AI SWALE SECTIONS STORM DRAIN B LLJ SEE SHEET ST3 PROPOSED 4' oo d MIN. TW (FT)SIDEWALK CULVERT m oz Zw mom o vim ' r OIL CO"a � � Ld 0M Of (FT) RG B UNDERDRAIN *(W PEREZ DANIEL A. Al WW SWALE SUMMARY TABLE 9 91 SWALE MIN ID MIN D TW S1 (n:1) BW S2 (n:1) Q Q*1.33 9. N RG A UNDERDRAIN Al -Al 0.63 26.41 13.0 2.0 27.0 8.1 10.77 A2 - A2 0.96 22.11 10.7 4.0 16.7 39.0 51.87RAIN GARDEN B 87 DEVELOPED DRAINAGE SUMMARY BIOMEDIA AREA 86 Total -Yr Tc 100-Yr Q2 A3 - A3 0.78 4.90 144.0 4.0 6.0 7.8 10.37 PROPOSED2' PROPOSED2' Design Basin Area C2 C100 2 TC X CONCRETE PAN 85 CONCRETE PAN Poi ID acres) (min) min (cfs) (cfs) W 85 4UD r A A PROPOSED DETENTION POND a1 Al 0.71 0.55 0.69 5.00 5.00 1.12 4.87 s 2.31 ac. 100-YR DETENTION VOLUME=1.91 AC-FT a2 A2 1.65 0.65 0.81 11.04 11.04 2.29 10.79100-YR WSEL=4989.11 _ x a3 A3 2.89 0.62 0.78 9.59 9.59 4.05 19.31g PROPOSED POND z OUTLET STRUCTURE RAIN GARDEN A a4 A4 1.71 0.35 0.44 11.39 11.39 1.28 5.66LL 0 BIOMEDIA AREA a5 A5 1.18 0.39 0.49 12.52 12.52 0.94 4.31 A6 1.68 0.67 0.84 13.59 13.59 2.20 9.60a6 a O N a7 A7 0.86 0.28 0.35 9.33 9.33 0.56 2.50 J_ Q 00 a8 A8 0.56 0.73 0.91 6.10 6.10 1.09 5.06 J 9 1.31 5.71b1 B1 2.36 0.28 0.35 13.49 13.4 / 87 b2 B2 1.54 0.75 0.93 7.41 7.41 2.90 13.8486 W b3 B3 0.75 0.45 0.56 8.51 8.51 0.79 3.62 OS6z S PROPERTY Offsite Basins IIII IIII BOUNDARY 0.19 ac. - - - - os1 os1 3.92 0.20 0.20 13.06 13.06 1.55 5.43STORM DRAIN C SOFT GOLD PARK x X OS2 0.53 0.54 0.54 12.27 12.27 0.59 2.05W SEE SHEET ST3 os2 „ E os3 OS3 0.07 0.78 0.78 5.00 5.00 0.16 0.56 OD os4 OS4 0.17 0.58 0.58 5.00 5.00 0.27 0.96 CID W os5 OS5 0.33 0.20 0.20 6.87 6.87 0.17 0.60 51, 0Oos . . . 5. 5. . . 4 CALL UTILITY NOTIFICATION CENTER OF 000 Nm os7 OS7 1.34 0.20 0.20 11.39 11.39 0.58 2.0 COLORADO rill POND SUMMARY TABLE Sheet I- Avg. Percent Extended 100-Yr 100-Yr Peak En TributaryImperviousness Know what's below.PondID Area (ac) (%) WQCV (ac-f ) Vol. (ac-f ) WSEL (f ) (cfs) Call before you dig. DR3 Detention Detention Detention Release CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG Detention Pond 15.89 42 0.01 1.92 4,986.12 6.60 ,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. 64 of 64