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Reports - Drainage - 07/16/2025
FINAL DRAINAGE REPORT Touchmark Fort Collins Prepared for: Touchmark 4710 Cinquefoil Lane Fort Collins, CO 80528 Prepared by: Kimley-Horn and Associates, Inc. 3325 South Timberline Road - Suite 130 Fort Collins, Colorado 80525 (970) 822-7911 Project #: 292068000 Prepared: July 16, 2025 kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970 822 7911 July 16, 2025 Derek Lutz City of Fort Collins Water Utilities Development Review 700 Wood St. Fort Collins, CO 80521 RE: Touchmark Fort Collins Final Drainage Report Dear Andrew: Kimley-Horn and Associates, Inc. is pleased to submit this Final Drainage Report for your review as part of the Final Development Plan (FDP) submittal for the above referenced project. The purpose of this report is to demonstrate that the proposed drainage design for Touchmark Fort Collins conforms to the drainage patterns set forth by the master drainage report on file with the City of Fort Collins. This report and attached drainage plans have been prepared in accordance with the Fort Collins Stormwater Criteria Manual and the latest Mile High Flood District Urban Storm Drainage Criteria Manual. Please contact us with any questions or concerns. Thank You, KIMLEY-HORN AND ASSOCIATES, INC. Mary Carlson, P.E. Final Drainage Report Touchmark Fort Collins kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970 822 7911 TABLE OF CONTENTS I. GENERAL LOCATION AND EXISTING SITE INFORMATION ................................ 1 II. MASTER DRAINAGE BASIN DESCRIPTION ...................................................... 1 III. FLOODPLAIN INFORMATION ............................................................................. 1 IV. EXISTING SITE DRAINAGE ................................................................................. 2 V. PROJECT DESCRIPTION .................................................................................... 2 VI. PROPOSED DRAINAGE BASINS ........................................................................ 2 VII. PROPOSED DRAINAGE FACILITIES .................................................................. 3 VIII. DRAINAGE DESIGN CRITERIA ........................................................................ 4 IX. VARIANCE REQUESTS ....................................................................................... 5 X. EROSION CONTROL ........................................................................................... 5 XI. CONCULSION ...................................................................................................... 5 XII. REFERENCES ...................................................................................................... 6 LIST OF APPENDICES Appendix A – Referenced Criteria Appendix B – Exhibits & Hydrologic Calculations Appendix C – Hydraulic Calculations Final Drainage Report Touchmark Fort Collins 1 | P a g e I. General Location and Existing Site Information Touchmark Fort Collins (the “Project”) an 18.82 acre project is located in the northeast quarter of Section 4, Township 6 North, Range 68 West, of the Sixth Principal Meridian, City of Fort Collins, Larimer County, State of Colorado. The property is currently undeveloped and is generally bounded by Cinquefoil Lane to the West, Le Fever Drive to the South, an undeveloped farmstead to the North and the Fossil Creek Reservoir Inlet Ditch to the East. A Vicinity Map is included in Appendix A. Surrounding properties include an undeveloped, historic farmstead to the North, Banner Health Medical Campus to the West, the future Savoy multifamily residential development to the South and the Wyatt multifamily residential development to the East. The Project is located within the McClellands Creek Basin, see copy of the City of Fort Collins Drainage Basins image included in Appendix A. There is an existing regional detention pond along the eastern boundary of the property. The site generally slopes from west to east with slopes ranging from 0 to 1 percent. A Natural Resource Conservation Service (NRCS) Web Soil Survey for the project area was obtained to determine the soil characteristics of the site. The results of this study show that the majority of the site consists of hydrologic soil group (HSG) Type C with soils including Larimer- Stoneham complex (within the existing pond area) and Nunn clay loam. Therefore, HSG Type C soils were assumed for the entirety of the site for hydrologic calculations. A copy of the Custom Soil Resource Report is provided in Appendix A. A Final Geotechnical Engineering Report dated October 31, 2024, was prepared by Terracon. Per the report, there are no known significant geologic features at this site. Groundwater was encountered at depths ranging from 22 to 28 feet below the existing ground surface in all of the test holes. Groundwater levels will not likely affect planned development at this site. II. MASTER DRAINAGE BASIN DESCRIPTION Per the “East Harmony Portion of the McClellands Creek Master Drainage Plan Update” final report prepared by ICON Engineering, Inc. dated August 1999, the Project site lies within the eastern portion of the City of Fort Collins McClellands Creek major drainage basin. Excerpts from the report are included in Appendix A. This basin outfalls to the Fossil Creek Reservoir. Per the “Banner Health Medical Campus Final Drainage and Erosion Control Report” prepared by Northern Engineering dated September 30, 2013 (Banner Report), a regional detention pond (“Pond 3”) lies along the eastern side of the property. The site lies within basin O-3 which is comprised of Tract K and contributes 5.5-acre feet to ODP Pond. Excerpts from the report are included in Appendix A. III. FLOODPLAIN INFORMATION The Touchmark Fort Collins site is located on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) number 08069C0994F dated December 19, 2006, and lies within Zone X. Zone X is defined as areas of minimal flood hazard and determined to be outside the 0.2% annual chance floodplain. A copy of the FEMA FIRMette is included in Appendix A. Additionally, the Project is not located within any City of Fort Collins floodplains. A copy of the City of Fort Collins Flood Map is included in Appendix A. Final Drainage Report Touchmark Fort Collins 2 | P a g e IV. EXISTING SITE DRAINAGE Historically, the site drains from west to east, towards the existing regional detention pond. The Project site is located within the Harmony Corridor (HC) Zone District. The Fossil Creek Reservoir Inlet Ditch borders the eastern portion of the property. No other major irrigation facilities are known to influence the local drainage. Sub-basin EX-A: The historic site was evaluated as one sub-basin, Sub-basin EX-A. Sub-basin EX-A drains to the east with slopes ranging from 0.5% to 5% into the existing regional detention pond. The Historic Drainage Exhibit is included in Appendix B. V. PROJECT DESCRIPTION Touchmark is proposing to develop the site as commercial long-term care. Improvements include one main building with memory care, assisted living and independent living units, attached villas, detached cottages, as well as associated walks, access drives, parking and landscaping to support the development. VI. PROPOSED DRAINAGE BASINS The proposed sub-basin descriptions are described below and depicted on the Proposed Drainage Exhibit included in Appendix B. Offsite to onsite runoff does not exist at this project site. The rational calculations within Appendix B include areas, imperviousness, and other applicable information. Sub-basin A: Sub-basin A is located along the west and north portions of the site. Impervious areas consist of roof areas from the main building, villas and cottages, asphalt pavement, concrete curb, gutter and sidewalks, and landscaping. Drainage is anticipated to flow north where it will be collected and routed to Rain Garden A at design point A. The drainage will then be conveyed to the existing regional detention pond. Sub-basin B: Sub-basin B is located along the east-northeast portion of the site. Impervious areas consist of roof areas from the main building and cottages, asphalt pavement, concrete curb, gutter and sidewalks, and landscaping. Drainage is anticipated to flow east-northeast where it will be collected and routed to Rain Garden B at design point B. The drainage will then be conveyed to the existing regional detention pond. Sub-basin C: Sub-basin C is located along the east-southeast portion of the site. Impervious areas consist of roof areas from the main building and cottages, asphalt pavement, concrete curb, gutter and sidewalks, and landscaping. Drainage is anticipated to flow east-southeast where it will be collected and routed to Rain Garden C at design point C. The drainage will then be conveyed to the existing regional detention pond. Sub-basin D: Sub-basin D is located along the southeast portion of the site. Impervious areas consist of roof areas from the main building and cottages, asphalt pavement, concrete curb, gutter and sidewalks, and landscaping. Drainage is anticipated to flow southeast where it will be collected and routed to Rain Garden D at design point D. The drainage will then be conveyed to the existing regional detention pond. Final Drainage Report Touchmark Fort Collins 3 | P a g e Sub-basin X: Sub-basin X primarily consists of the existing regional detention pond and onsite area to the north and east that is discharged to the existing regional detention pond without being treated by the proposed rain gardens. Impervious areas consist of the rear half of the cottage roof areas, concrete sidewalks and crusher fine paths. Drainage is anticipated to sheet flow to the existing regional detention pond. Sub-basin Y: Sub-basin Y primarily consists of landscaped area on the western portion of the site that is discharged into the Cinquefoil Lane right-of-way (ROW) without being treated by the proposed rain gardens. Impervious areas consist of asphalt pavement and concrete curb, gutter and sidewalk from the entrances that were not reasonably able to be captured by the proposed rain gardens. Drainage is anticipated to flow towards the existing inlet within Cinquefoil Lane and ultimately discharge into the existing regional detention pond. Inlet calculations are provided in Appendix C. Sub-basin Z: Sub-basin Z primarily consists of landscaped area on the southern portion of the site that is discharged into the Le Fever Drive ROW without being treated by the proposed rain gardens. Impervious areas consist of asphalt pavement and concrete curb, gutter and sidewalk from the entrances that were not reasonably able to be captured by the proposed rain gardens. Drainage is anticipated to flow towards the existing inlet within Le Fever Drive and ultimately discharge into the existing regional detention pond. Inlet calculations are provided in Appendix C. VII. PROPOSED DRAINAGE FACILITIES Site grading is designed to convey stormwater to proposed inlets and storm drain lines via grass swales and curb and gutter. The proposed storm sewer system will convey runoff to Low Impact Development (LID) rain gardens located in the northeast corner, east of the loop road and the southeast corner of the site. The rain gardens will discharge into the existing regional detention pond. Minor and major flows will be conveyed to the rain gardens via the proposed storm sewer system. Street conveyance will be minimized wherever possible and will be designed to maintain access for emergency vehicles. Drainage easements encompassing the entire footprint of the rain gardens will be dedicated to the City of Fort Collins. The proposed rain gardens are placed in locations such that they are accessible for inspections. The modified FAA method was used to calculate the total detention volume from the developed site to the existing regional detention pond. The developed detention volume was calculated to be approximately 2.60 acre-feet, which is less than the 5.5 acre-feet allocated for the site per the Banner Report. A small portion on the north end of the existing detention pond is proposed to be regraded since the existing detention pond has excess volume. This will accommodate Rain Garden A and the walls behind the adjacent cottages. The reduction in volume was calculated using a volume surface in AutoCAD Civil 3D that compares the existing surface to the proposed surface. The resulting volume is 185 cubic yards or 0.11 acre- feet less than the existing pond. No negative impacts are anticipated from the regrading. The Water Quality Capture Volume (WQCV) for the developed site was calculated using equation 7-1 in the FCSCM. Using a 40-hour drain time for the area draining to the rain garden, Final Drainage Report Touchmark Fort Collins 4 | P a g e the volume was determined to be 15,931 cubic feet. According to the Banner Report, the existing regional detention pond has a WQCV of 1.10 acre-feet or 47,916 cubic feet. The existing regional detention pond WQCV capacity exceeds the required WQCV for the developed Project site. The area required to be treated with LID is calculated as 75% of the added or modified impervious area. The rain gardens are proposed to treat approximately 87% of the added or modified impervious area from the developed site. A summary of the detention, WQCV, and LID is shown in Table 1 below and calculations are included with the Rational Calculations in Appendix B. Table 1: Calculation Summary Detention Allocated Detention Volume 2.60 AC-FT Provided Detention Volume (existing) 5.50 AC-FT WQCV Required WQCV 15,931 CF Provided WQCV (existing) 47,916 CF LID Required Impervious Area to LID 6.62 AC Provided Impervious Area to LID 7.69 AC Total Required Volume 8,469 CF Total Provided Volume 9,229 CF The UD-BMP spreadsheet from MHFD was used to size the rain gardens. Each rain garden was sized to treat the required volumes by adjusting the minimum filter media surface area for a 12-inch maximum WQCV depth. Copies of the UD-BMP spreadsheets are included in Appendix B. An exhibit showing the LID areas and summary table is included in Appendix B. VIII. DRAINAGE DESIGN CRITERIA The Project was designed to conform to the requirements outlined in the Fort Collins Stormwater Criteria Manual (FCSCM) and the latest Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual (USDCM). As previously discussed, the Project site was included in the regional pond design for the Banner Health Medical Campus. The developed site is designed to contribute less than the allocated 5.5 acre-feet. A Four Step Process was implemented for the drainage design and protection of receiving water bodies: Step 1 - Runoff Reduction Practices Runoff is routed through vegetated buffers via sheet flow wherever reasonably possible to increase time of concentration and promote infiltration. By Minimizing Directly Connected Impervious Areas (MDCIA), peak runoff volumes and pollutant loads are reduced. Step 2 – Implement Best Management Practices (BMPs) to treat the WQCV Rain gardens are proposed that will provide treatment for the WQCV with slow release and partial infiltration. Final Drainage Report Touchmark Fort Collins 5 | P a g e Step 3 – Stabilizing Streams Stream stabilization was considered but not implemented due to open channels being minimized for site accessibility. Step 4 – Implementing Site Specific and Other Source Control BMPs Site specific controls that will be implemented include locating material storage away from storm drainage facilities and installing construction fencing around the existing regional pond to protect areas that should not be compacted or disturbed. The Rational Method was used for all subbasins since the areas are less than 90 acres. Per the FCSCM, the storm frequencies used to analyze the drainage design were the 2-year and the 100-year storms. Rainfall intensities used for the rational calculations were obtained from Table 3.4-1 in the FCSCM. Rainfall depths for the 2-year, 1-hour and 100-year, 1-hour storm events are 0.82 and 2.86 inches, respectively. Hydraulic calculations are included in Appendix C. IX. VARIANCE REQUESTS No variances are requested at this time. X. EROSION CONTROL During construction, temporary erosion and sediment control practices will be used to limit soil erosion and migration of sediment off site. An Erosion Control Report is included with the FDP. XI. CONCLUSION The Touchmark Fort Collins site is designed to conform to the criteria in the FCSCM and the USDCM. The proposed rain gardens will provide LID and are designed to treat the water quality for the proposed imperviousness within the Project. Final Drainage Report Touchmark Fort Collins 6 | P a g e XII. REFERENCES City of Fort Collins Flood Maps, City of Fort Collins GIS, Accessed October 22, 2024, at <https://gisweb.fcgov.com/HTML5Viewer/Index.html?viewer=FCMaps&LayerTheme=floodpl ains> Custom Soil Resource Report, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. October 22, 2024. East Harmony Portion of McClellands Creek Master Drainage Plan Update Final Report, ICON Engineering, Inc., Englewood, Colorado, August 1999. Final Drainage and Erosion Control Report Banner Health Medical Campus, Northern Engineering, Fort Collins, Colorado, September 2013. Fort Collins Stormwater Criteria Manual, City of Fort Collins, December 2018. National Flood Hazard Layer Firmette, Federal Emergency Management Agency; Accessed October 28, 2024. Urban Storm Drainage Criteria Manual, Volumes 1-3, Mile High Flood District, Updated March 2024. Final Drainage Report Touchmark Fort Collins – Windsor, Colorado kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970 822 7911 Appendix A – Referenced Criteria 4,800 0.1 1: NAD_1983_HARN_StatePlane_Colorado_North_FIPS_0501_Feet Miles00.10.06 Notes Vicinity Map This map was created by Larimer County GIS using data from multiple sources for informal purposes only. This map may not reflect recent updates prior to the date of printing. Larimer County makes no warranty or guarantee concerning the completeness, accuracy, or reliability of this content. Legend Date Prepared: 10/22/2024 11:39:29 AM Subdivisions Tax Parcels Railroads Major Road System Road System Lakes and Ponds Major Rivers and Streams Rivers and Streams County Boundary Rocky Mountain National Park Incorporated Areas PLSS Township and Range PLSS Sections PLSS Quarter Sections City or Town County State Federal Other 30969E146467N.sid Red: Band_1 Green: Band_2 Blue: Band_3 30969E144091N.sid Red: Band_1 Green: Band_2 Blue: Band_3 30969E141979N.sid Red: Band_1 Green: Band_2 Blue: Band_3 30969E139339N.sid Red: Band_1 Green: Band_2 Blue: Band_3 29781E136171N.sid FO SSIL CR EEK BA SIN Horsetooth Reservoir MA IL CREEK BA SIN Mc CLELLAND S CR EEK B ASIN FO X MEADOW S BA SIN FO OTHILLS B ASINSPRING C REEK B ASIN CAN AL IMPO RTATIO N BASIN OLD TOWN BASIN WEST VIN E BA SIN UPPER COOPERSLOUGH BASIN DRY CR EEK B ASIN POU DRE RIVERBASIN BOXELD ER CREEK BASIN LO WER COOPERSLOUGH BASIN INTERSTATE 25 S SHIELDS ST S COLLEGE AVE S TAFT HILL RD E VINE DR S TIMBERLINE RD E PROSPECT RD LAPORTE AVE S LEMAY AVE E MULBERRY ST W DRAKE RD S COUNTY ROAD 5 E TRILBY RD N SHIELDS ST S OVERLAND TRL ZIEGLER RD E COUNTY ROAD 30 E HORSETOOTH RD CARPENTER RD E LINCOLN AVE RIVERSIDE AVE W HARMONY RD COUNTRY CLUB RD MAIN ST N LEMAY AVE S COUNTY ROAD 19 MOUNTAIN VISTA DR W VINE DR N COUNTY ROAD 5 KECHTER RD S SUMMIT VIEW DR S COUNTY ROAD 9 S US HIGHWAY 287 9TH ST Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CN ES/Airbus DS, USDA, USGS, AeroGRID,IGN, and the GIS User CommunityK APPROX LOCATION OF PROJECT SITE United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service October 22, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 62—Larimer-Stoneham complex, 3 to 10 percent slopes...........................13 73—Nunn clay loam, 0 to 1 percent slopes.................................................15 74—Nunn clay loam, 1 to 3 percent slopes.................................................16 References............................................................................................................18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44 8 5 4 1 0 44 8 5 4 6 0 44 8 5 5 1 0 44 8 5 5 6 0 44 8 5 6 1 0 44 8 5 6 6 0 44 8 5 7 1 0 44 8 5 4 1 0 44 8 5 4 6 0 44 8 5 5 1 0 44 8 5 5 6 0 44 8 5 6 1 0 44 8 5 6 6 0 44 8 5 7 1 0 499320 499370 499420 499470 499520 499570 499620 499670 499720 499770 499820 499320 499370 499420 499470 499520 499570 499620 499670 499720 499770 499820 40° 31' 20'' N 10 5 ° 0 ' 2 9 ' ' W 40° 31' 20'' N 10 5 ° 0 ' 7 ' ' W 40° 31' 9'' N 10 5 ° 0 ' 2 9 ' ' W 40° 31' 9'' N 10 5 ° 0 ' 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,350 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 19, Aug 29, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 62 Larimer-Stoneham complex, 3 to 10 percent slopes 8.7 39.2% 73 Nunn clay loam, 0 to 1 percent slopes 2.7 12.3% 74 Nunn clay loam, 1 to 3 percent slopes 10.8 48.4% Totals for Area of Interest 22.2 100.0% 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 Custom Soil Resource Report 11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 62—Larimer-Stoneham complex, 3 to 10 percent slopes Map Unit Setting National map unit symbol: jpx7 Elevation: 4,800 to 5,800 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Farmland of local importance Map Unit Composition Larimer and similar soils:35 percent Stoneham and similar soils:25 percent Minor components:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Larimer Setting Landform:Terraces, fans, benches Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 7 inches: fine sandy loam H2 - 7 to 22 inches: loam H3 - 22 to 30 inches: gravelly sandy clay loam H4 - 30 to 60 inches: very cobbly sand Properties and qualities Slope:5 to 10 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R067BY008CO - Loamy Slopes Hydric soil rating: No Custom Soil Resource Report 13 Description of Stoneham Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 4 inches: loam H2 - 4 to 10 inches: clay loam H3 - 10 to 14 inches: clay loam H4 - 14 to 60 inches: gravelly sandy loam Properties and qualities Slope:3 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 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) Available water supply, 0 to 60 inches: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R067BY008CO - Loamy Slopes Hydric soil rating: No Minor Components Cushman Percent of map unit:20 percent Ecological site:R067BY008CO - Loamy Slopes Hydric soil rating: No Fort collins Percent of map unit:8 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Larim Percent of map unit:7 percent Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No Satanta Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 14 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2tlng Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bk1 - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:7 percent Maximum salinity:Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Custom Soil Resource Report 15 Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit:10 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Wages Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Custom Soil Resource Report 16 Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:7 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit:10 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Satanta Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 17 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 18 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 19 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/28/2024 at 9:35 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°0'38"W 40°31'28"N 105°0'1"W 40°31'1"N Basemap Imagery Source: USGS National Map 2023 4,514 752.3 CoFC Flood Maps This map is a user generated static output from the City of Fort Collins FCMaps Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. City of Fort Collins - GIS 572.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Feet572.00286.00 Notes Legend 3,430 Street Names FEMA Floodplain FEMA High Risk - Floodway FEMA High Risk - 100 Year FEMA Moderate Risk - 100 / 500 Year City Floodplains City High Risk - Floodway City High Risk - 100 Year City Moderate Risk - 100 Year City Limits Approximate Site Boundary This unofficial copy was downloaded on Dec-02-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Dec-02-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Final Drainage Report Touchmark Fort Collins – Windsor, Colorado kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970 822 7911 Appendix B – Exhibits & Hydrologic Calculations WVWV WV HYD WV GAS GAS WVWV GAS S H2OVENT WV WV HYD S WV WV S G SS SS SS W WG G G G G G G G G G G G G G G G CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M E E E E E E E E E E E E E E E E E E E E G G W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W E E E E G COMM COMM COMMEECOMME E SS SS SS SS SS SS SS SS SS SS WCS IRRCONTROL IRR SS WV WV WV WV S S WV WV WV WV WV WV S S ELEC ELEC ELEC F.O.VAULT F.O.VAULT F.O.VAULT HYD WV ELEC WV WV WV F.O.VAULT ELEC ELEC TELE WV WV WV WV WV ELEC ELEC ELEC FES H2OVENT S WVWV WV W SS G G G G G G G G FES D D D D D D D D > > S S S S S E E E E E E E E G G G G G G G G W W TF TF TF ELEC ELEC 49 0 5 49 0 5 49 0 6 49 0 7 490 8 49 0 8 49034904 490 5 4906 4906 490 6 49 0 6 4906 49 0 0 49 0 5 48 9 6 48 9 7 48 9 8 48 9 9 49 0 1 49 0 2 49 0 3 49 0 4 49 0 0 4905 4899 49 0 1 49 0 2 490 3 49 0 4 490 6 48 9 0 48 9 5 49 0 0 4890 4895 4900 488 0 488 5 4890 4890 48 9 0 48 9 0 48 8 6 48 8 6 48 8 7 48 8 7 48 8 8 48 8 8 488 5 488 5 48 8 5 489 0 48 9 0 48 9 0 489 5 4900 488 5 488 6 48 8 7 49 0 5 49 0 1 49 0 2 49 0 3 490 4 49 0 6 4907 4887 4887 4888 4888 4892 489 2 48 9 2 48 9 2 48 9 2 48 9 2 489 1 48 9 1 48 9 2489 3 49 0 2 48 8 0 48 8 5 48 7 9 48 8 1 48 8 2 48 8 3 48 8 4 4904 4904 4905490649074908 490 8 49 0 5 49 0 5 49 0 4 4888 4890 48 8 6 488 74888488948914892489 3 489 4 EX. A 1 TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P E C I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A T I O N A N D A D A P T A T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . R Know what's below. Call before you dig. DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NO . RE V I S I O N BY DA T E © 2 0 2 4 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 33 2 5 S O U T H T I M B E R L I N E R O A D , S U I T E 1 3 0 FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 ( 9 7 0 ) 8 2 2 - 7 9 1 1 FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION K: \ N C O _ C i v i l \ 2 9 2 0 6 8 0 0 0 _ T o u c h m a r k \ C A D D \ P l a n S h e e t s \ 2 9 2 0 6 8 0 0 0 _ V - D R N G . d w g PROJECT NO. SHEET TO U C H M A R K F O R T C O L L I N S APR. 2, 2025 MC LW AR 292068000 PROPERTY LINE LEGEND: HI S T O R I C D R A I N A G E E X H I B I T NORTH RATIONAL CALCULATIONS SUMMARY DESIGN POINT TRIBUTARY BASINS TRIBUTARY AREA (AC) IMPERVIOUSNESS PEAK FLOWS (CFS) %Q2 Q100 1 EX. A 18.82 2%7.20 31.37 TOTAL 18.82 2%7.20 31.37 GAS GAS GAS IRRCONTROL IRR F.O.VAULT F.O.VAULT F.O. VAULT F.O. VAULT TELE FES FES D D D D D D D D > > W W TF TF TF ELEC ELEC C C C C C C C CC C C C B B B B B B B B B B B B B B B B B B B B B BBB B B C C C BB B B B B B C B B B B B BBBB B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SSSSS T T T T T T T T >>>> FDC T T 49 0 5 49 0 5 49 0 6 49 0 7 490 8 49 0 8 49034904 490 5 4906 4906 490 6 49 0 6 4906 49 0 0 49 0 5 48 9 6 48 9 7 48 9 8 48 9 9 49 0 1 49 0 2 49 0 3 49 0 4 49 0 0 4905 4899 49 0 1 49 0 2 490 3 49 0 4 490 6 48 9 0 48 9 5 49 0 0 4890 4895 4900 488 0 488 5 4890 489 0 48 9 0 48 9 0 48 8 6 48 8 6 48 8 7 48 8 7 48 8 8 48 8 8 488 5 488 5 48 8 5 489 0 48 9 0 48 9 0 489 5 4900 488 5 488 6 48 8 7 49 0 5 49 0 1 49 0 2 49 0 3 490 4 49 0 6 4907 4887 4887 4888 4888 4892 489 2 48 9 2 48 9 2 48 9 2 48 9 2 489 1 48 9 1 48 9 248 9 3 49 0 2 48 8 0 48 8 5 48 7 9 48 8 1 48 8 2 48 8 3 48 8 4 4904 4904 4905490649074908 490 8 49 0 5 49 0 5 49 0 4 4888 4890 48 8 6 488 74888488948914892489 3 489 4 UD UD UD 49 0 0 9899123 3 4 6 49 0 5 6789 9 99 49 0 5 6 8 7 49 0 5 4 3 4 2 98 96 3 3 22 33 96 97 4905 3 4 6 789 490 5 3 46 7 89 234 49 0 0 4905 991234 1 2 4905 3 4 6 777 8 9 7 8 9 6 7 8 49 1 0 7 8 9 4905 4910 67 8 9 96 97 98 98 4900 99 1 22 2 4905 6 6 6 7 8 9 7 6 7 8 490 5 4 2 2 3 3 3 4 490 5 490 5 4 4 490 01 99 98 48 9 5 93 49 0 0 98 48 9 5 96 B1 D2 A2 C2Y Z X FES FES 1 FES INLET INLET INLET INLET INLET INLET OUTLET STRUCTURE INLET INLET INLET INLET OUTLET STRUCTURE FES FES RAIN GARDEN D RAIN GARDEN C RAIN GARDEN B RAIN GARDEN A OUTLET STRUCTURE LE FEVER DRIVE HARMONY ROAD 5 LLC REC. NO. 20240014424 CF WYATT MULTIFAMILY DST REC. NO. 20210032178 BA N N E R H E A L T H RE C . N O . 2 0 1 3 0 0 7 3 0 5 1 BS P V I B E L L C RE C . N O . 2 0 2 0 0 0 7 3 9 2 5 FO S S I L C R E E K R E S E R V O I R I N L E T D I T C H IMAGO ENTERPRISE INC REC. NO. 2024005414 MORNINGSIDE VILLAGE MASTER ASSOCIATION MORNINGSIDE VILLAGE MASTER ASSOCIATION CI N Q U E F O I L L A N E BLDG 1 BLDG 2 BLDG 6 BLDG 7 BLDG 101 BLDG 10 BLDG 11 BLDG 12 BLDG 13 BLDG 14 BLDG 15 BLDG 16 BLDG 17 BLDG 20 BLDG 21BLDG 22BLDG 23 BLDG 26 BLDG 25 BLDG 28 BLDG 27 BLDG 30 BLDG 29 BLDG 32 BLDG 31 BLDG 24 BLDG 3 BLDG 5BLDG 4 BLDG 8 BLDG 9 BLDG 18 BLDG 19 A3 B1 C3 D4 X Y Z A1 A3 B2 B3 C1 C3 D1 D3 D4 A2 A1 B2 B3 C2 C1 D3 D2 D1 TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P E C I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A T I O N A N D A D A P T A T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . R Know what's below. Call before you dig. DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NO . RE V I S I O N BY DA T E © 2 0 2 4 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 33 2 5 S O U T H T I M B E R L I N E R O A D , S U I T E 1 3 0 FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 ( 9 7 0 ) 8 2 2 - 7 9 1 1 FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION K: \ N C O _ C i v i l \ 2 9 2 0 6 8 0 0 0 _ T o u c h m a r k \ C A D D \ P l a n S h e e t s \ 2 9 2 0 6 8 0 0 0 _ C - D R N G . d w g PROJECT NO. SHEET TO U C H M A R K F O R T C O L L I N S JULY 16, 2025 MC LW AR 292068000 PROPERTY LINE LEGEND: C10.0 PR O P O S E D D R A I N A G E E X H I B I T 51 OF 51 NORTH RATIONAL CALCULATIONS SUMMARY DESIGN POINT TRIBUTARY BASINS TRIBUTARY AREA (AC) IMPERVIOUSNESS PEAK FLOWS (CFS) %Q2 Q100 On-Site Basins Flowing On-Site A1 A1 0.44 90%1.15 4.22 A2 A2 4.44 76%8.06 29.90 A3 A3 0.94 53%1.60 6.03 B1 B1 0.39 90%1.02 3.76 B2 B2 0.87 48%1.34 5.11 B3 B3 0.47 52%0.77 2.92 C1 C1 0.29 90%0.76 2.81 C2 C2 0.71 48%1.05 3.99 C3 C3 0.56 63%1.01 3.76 D1 D1 0.54 90%1.44 4.83 D2 D2 0.23 90%0.60 1.89 D3 D3 0.50 67%0.88 4.95 D4 D4 0.42 38%0.49 3.03 TOTAL 10.79 69%20.18 77.21 Combined On-Site Basins Flowing On-Site A A 5.81 73%11.67 43.35 B B 1.73 58%3.14 11.79 C C 1.56 61%4.00 15.00 D D 1.69 70%4.91 18.26 On-Site Basins Flowing Off-Site X X 7.03 13%5.70 23.41 Y Y 0.38 33%0.40 1.55 Z Z 0.62 13%0.41 1.70 TOTAL 8.03 14%6.52 26.66 UDUD S GAS GAS E E E E E G IRRCONTROL IRR ELEC ELEC FES FES D D D D D D D C C C C C C C CC C C C B B B B B B B B B B B B B B B B B B B B B BBB BB C C C BB B B B B B C B B B B B BBBB B B B BB B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SSSSSS T T T T T T T T >> FDC BLDG 2 BLDG 6 BLDG 7 BLDG 101 BLDG 10 BLDG 11 BLDG 12 BLDG 13 BLDG 14 BLDG 15 BLDG 16 BLDG 17 BLDG 20BLDG 21 BLDG 22BLDG 23 BLDG 26 BLDG 25 BLDG 28 BLDG 27 BLDG 30 BLDG 29 BLDG 32 BLDG 31 BLDG 24 BLDG 3 BLDG 5BLDG 4 BLDG 8 BLDG 9 BLDG 18 BLDG 19 BLDG 1 T T 49 0 0 9899123 3 4 6 49 0 5 6789 9 99 49 0 5 6 8 7 49 0 5 4 3 4 2 98 96 3 3 22 33 96 97 4905 3 4 6 789 490 5 3 46 7 89 234 49 0 04905991234 1 2 4905 3 4 6 777 8 9 7 8 9 678 49 1 0 7 8 9 4905 4910 6789 9697 98 98 4900 99 1 22 2 4905 6 6 6 7 8 9 7 6 7 8 490 5 4 2 2 3 3 3 4 490 5 490 5 4 4 490 0199 98 48 9 593 49 0 0 98 48 9 5 96 49 0 5 49 0 5 49 0 6 49 0 7 490 8 49 0 8 49034904 490 5 4906 4906 490 6 49 0 6 4906 49 0 0 49 0 5 48 9 6 48 9 7 48 9 8 48 9 9 49 0 1 49 0 2 49 0 3 49 0 4 49 0 0 490 5 4899 49 0 1 49 0 2 490 3 49 0 4 490 6 48 9 0 48 9 5 49 0 0 4890 4895 4900 488 0 488 5 4890 4890 48 9 0 48 9 0 48 8 6 48 8 6 48 8 7 48 8 7 48 8 8 48 8 8 488 5 48 8 5 48 8 5 489 0 48 9 0 48 9 0 489 5 4900 488 5 488 6 48 8 7 49 0 5 49 0 1 49 0 2 49 0 3 490 4 49 0 6 4907 4887 4887 4888 4888 4892 489 2 48 9 2 48 9 2 48 9 2 48 9 2 48 9 1 48 9 1 48 9 2 489 3 48 8 0 48 8 5 48 7 948 8 1 48 8 2 48 8 3 48 8 4 4904 4904 4905490649074908 490 8 49 0 5 49 0 5 49 0 4 4888 4890 48 8 6 488 74888488948914892489 3 489 4 CI N Q U E F O I L L A N E LE FEVER DRIVE RAIN GARDEN A TREATMENT AREA: 6.00 AC REQUIRED VOLUME: 4,880 CF PROVIDED VOLUME: 4,885 CF RAIN GARDEN B TREATMENT AREA: 1.78 AC REQUIRED VOLUME: 1,154 CF PROVIDED VOLUME: 1,569 CF RAIN GARDEN C TREATMENT AREA: 1.55 AC REQUIRED VOLUME: 1,085 CF PROVIDED VOLUME: 1,291 CF RAIN GARDEN D TREATMENT AREA: 1.42 AC REQUIRED VOLUME: 1,350 CF PROVIDED VOLUME: 1,484 CF © 2024 KIMLEY-HORN AND ASSOCIATES, INC. 3325 S. TIMBERLINE RD, SUITE 130, FORT COLLINS, CO, 80525 PHONE: (970) 822-7911 K:\NCO_CIVIL\292068000_TOUCHMARK\CADD\EXHIBITS\TOUCHMARK_LID EXHIBIT.DWG PROJECT NUMBER:DATE: LID EXHIBIT TOUCHMARK FORT COLLINS 292068000A 2, 2025 NORTH LEGEND PROPERTY LINE RIGHT-OF-WAY LINE EASEMENT LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR CENTERLINE RAIN GARDEN TREATMENT AREA RAIN GARDEN AREA UNTREATED AREA PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROJECT LID SUMMARY TOTAL SITE IMPERVIOUS AREA 8.83 AC MINIMUM AREA TO BE TREATED BY LID MEASURES TOTAL IMPERVIOUS AREA TO LID 7.69 AC 87.0% MINIMUM REQUIRED IMPERVIOUS AREA TO LID 6.62 AC 75.0% TIME 2 YR 10 YR 100 YR 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 20 1.61 2.74 5.60 25 1.43 2.44 4.98 30 1.30 2.21 4.52 40 1.07 1.83 3.74 50 0.92 1.58 3.23 60 0.82 1.40 2.86 120 0.49 0.86 1.84 Note: Time Intensity Frequency Tabulation Intensity values from the City of Fort Collins Intensity-Duration-Frequency Tables; Chapter 5, Section 3.4 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. RAINFALL INTENSITY K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx PROJECT NAME: Touchmark Fort Collins 1/31/2025 PROJECT NUMBER: 292068000 CALCULATED BY: MEC CHECKED BY: AGR SOIL: GROUP C Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers LAND USE:AREA AREA AREA AREA 2-YEAR COEFF. 0.20 0.95 0.95 0.50 100-YEAR COEFF. 0.25 1.00 1.00 0.63 IMPERVIOUS % 2% 90% 100% 40% Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers TOTAL DESIGN DESIGN AREA AREA AREA AREA AREA BASIN POINT (AC) (AC) (AC) (AC) (AC) C(2) C(100) Imp % EX. A 1 18.82 0.00 0.00 0.00 18.82 0.20 0.25 2% 18.82 0.00 0.00 0.00 18.82 0.20 0.25 2% 100%0%0%0%BASIN SUBTOTAL On-Site Basins Flowing On-site RUNOFF COEFFICIENTS - EX. IMPERVIOUS CALCULATION K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx Touchmark Fort Collins DATE: 1/31/2025 292068000 MEC AGR FINAL Tc DESIGN AREA C2 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP. TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. EX. A 18.82 0.20 475 0.8% 40.4 275 2.0% 0.195 2.0 2.3 42.6 750 1.2% 2% 14.2 14.2 CHECKED BY: On-Site Basins 2-Year Time of Concentration Tc CHECK (URBANIZED BASINS) PROJECT NAME: PROJECT NUMBER: DATA INITIAL TIME (Ti) TRAVEL TIME (Tt) SUB-BASIN CALCULATED BY: K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx Touchmark Fort Collins DATE: 1/31/2025 292068000 MEC AGR FINAL Tc DESIGN AREA C100 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP. TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. EX. A 18.82 0.25 475 0.8% 38.1 275 2.0% 0.195 2.0 2.3 40.4 750 1.2% 2% 14.2 14.2 CHECKED BY: 100-Year Time of Concentration PROJECT NAME: PROJECT NUMBER: CALCULATED BY: On-Site Basins SUB-BASIN INITIAL TRAVEL TIME Tc CHECK DATA TIME (Ti) (Tt) (URBANIZED BASINS) K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx DATE: 1/31/2025 Touchmark Fort Collins 292068000 MEC P1 (1-Hour Rainfall) =0.82 AGR REMARKS DE S I G N PO I N T AR E A (A C ) RU N O F F CO E F F tc (m i n ) C* A ( a c ) I (i n / h r ) Q (c f s ) 1 18.82 0.20 14.17 3.76 1.91 7.20 Existing Drainage Flows On-Site Basins EX. A STORM DRAINAGE DESIGN - RATIONAL METHOD 2 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: DE S G I N BA S I N K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx DATE: 1/31/2025 Touchmark Fort Collins 292068000 MEC P1 (1-Hour Rainfall) =2.86 AGR REMARKS DE S I G N PO I N T AR E A (A C ) RU N O F F CO E F F tc (m i n ) C* A ( a c ) I (i n / h r ) Q (c f s ) 1 18.82 0.25 14.17 4.71 6.67 31.37 Existing Drainage Flows CHECKED BY: CALCULATED BY: STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT PROJECT NAME: PROJECT NUMBER: DE S I G N BA S I N On-Site Basins EX. A K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\EX CIA Calcs.xlsx TIME 2 YR 10 YR 100 YR 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 20 1.61 2.74 5.60 25 1.43 2.44 4.98 30 1.30 2.21 4.52 40 1.07 1.83 3.74 50 0.92 1.58 3.23 60 0.82 1.40 2.86 120 0.49 0.86 1.84 Note: Time Intensity Frequency Tabulation Intensity values from the City of Fort Collins Intensity-Duration-Frequency Tables; Chapter 5, Section 3.4 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. RAINFALL INTENSITY K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx PROJECT NAME: Touchmark Fort Collins 7/16/2025 PROJECT NUMBER: 292068000 CALCULATED BY: MEC CHECKED BY:AGR SOIL: GROUP C Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers LAND USE:AREA AREA AREA AREA 2-YEAR COEFF. 0.20 0.95 0.95 0.50 100-YEAR COEFF. 0.25 1.00 1.00 0.63 IMPERVIOUS %2%90%100%40% Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers TOTAL DESIGN DESIGN AREA AREA AREA AREA AREA BASIN POINT (AC)(AC)(AC)(AC)(AC)C(2)C(100)Imp % A1 A1 0.00 0.44 0.00 0.00 0.44 0.95 1.00 90% A2 A2 0.99 0.88 2.57 0.00 4.44 0.78 0.83 76% A3 A3 0.43 0.25 0.27 0.00 0.94 0.61 0.66 53% B1 B1 0.00 0.39 0.00 0.00 0.39 0.95 1.00 90% B2 B2 0.46 0.00 0.41 0.00 0.87 0.55 0.60 48% B3 B3 0.22 0.09 0.16 0.00 0.47 0.59 0.64 52% C1 C1 0.00 0.29 0.00 0.00 0.29 0.95 1.00 90% C2 C2 0.38 0.00 0.33 0.00 0.71 0.55 0.60 48% C3 C3 0.20 0.14 0.22 0.00 0.56 0.68 0.73 63% D1 D1 0.00 0.54 0.00 0.00 0.54 0.95 1.00 90% D2 D2 0.00 0.23 0.00 0.00 0.23 0.95 1.00 90% D3 D3 0.17 0.00 0.33 0.00 0.50 0.69 0.74 67% D4 D4 0.25 0.08 0.08 0.00 0.42 0.49 0.54 38% 3.10 3.31 4.38 0.00 10.79 0.73 0.78 69% 29%31%41%0% A A 1.41 1.56 2.84 0.00 5.81 0.77 0.82 73% B B 0.69 0.47 0.57 0.00 1.73 0.65 0.70 58% C C 0.58 0.43 0.55 0.00 1.56 0.67 0.72 61% D D 0.42 0.85 0.41 0.00 1.69 0.76 0.81 70% X X 6.07 0.42 0.38 0.15 7.03 0.29 0.34 13% Y Y 0.26 0.00 0.12 0.00 0.38 0.44 0.49 33% Z Z 0.55 0.00 0.07 0.00 0.62 0.29 0.34 13% 6.89 0.42 0.57 0.15 8.03 0.30 0.44 14% 86%5%7%2% TOTAL DISTURBED AREA 9.99 3.73 4.95 0.15 18.82 0.55 0.60 46% Notes: 1. Imperviousness, I, values per UDFCD Criteria Manual Volume 1, Table 6-3 On-Site Basins Flowing On-site RUNOFF COEFFICIENTS - IMPERVIOUS CALCULATION On-Site Basins Flowing Off-site BASIN SUBTOTAL 2. Runoff Coefficient values are from the City of Fort Collins Runoff Coefficient Tables 3.2-2 and 3.2-3; Chapter 5, Section 3.2 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. Frequency adjustment factor has been applied to composite C values per Table 3.2-3. BASIN SUBTOTAL Combined On-Site Basins Flowing On-site K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx Touchmark Fort Collins DATE:7/16/2025 292068000 MEC AGR FINAL Tc DESIGN AREA C2 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP. TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. A1 0.44 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 A2 4.44 0.78 115 2.0% 5.0 630 0.5% 0.195 2.7 3.9 8.9 745 0.7% 76% 14.1 8.9 A3 0.94 0.61 25 2.0% 3.6 240 1.3% 0.195 4.3 0.9 4.6 265 1.3% 53% 11.5 5.0 B1 0.39 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 B2 0.87 0.55 60 10.4% 3.6 210 1.0% 0.195 3.9 0.9 4.5 270 3.1% 48% 11.5 5.0 B3 0.47 0.59 30 6.0% 2.9 190 1.0% 0.195 3.9 0.8 3.7 220 1.7% 52% 11.2 5.0 C1 0.29 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 C2 0.71 0.55 80 8.0% 4.6 260 1.2% 0.195 4.2 1.0 5.6 340 2.8% 48% 11.9 5.6 C3 0.56 0.68 65 2.0% 5.0 280 1.2% 0.195 4.2 1.1 6.1 345 1.4% 63% 11.9 6.1 D1 0.54 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 D2 0.23 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 D3 0.50 0.69 125 3.0% 5.9 150 0.5% 0.195 2.7 0.9 6.8 275 1.6% 67% 11.5 6.8 D4 0.42 0.49 65 2.0% 7.3 150 0.5% 0.195 2.7 0.9 8.2 215 1.0% 38% 11.2 8.2 A 5.81 0.77 115 2.0% 5.3 630 0.5% 0.195 2.7 3.9 9.1 745 0.7% 73% 14.1 9.1 B 1.73 0.65 159 2.5% 7.8 85 0.9% 0.195 3.6 0.4 8.2 244 1.9% 58% 11.4 8.2 C 1.56 0.67 65 2.0% 5.1 280 1.2% 0.195 4.2 1.1 6.2 345 1.4% 61% 11.9 6.2 D 1.69 0.76 65 2.0% 4.1 150 0.5% 0.195 2.7 0.9 5.0 215 1.0% 70% 11.2 5.0 X 7.03 0.29 65 25.0%4.2 0.195 0.0 0.0 4.2 65 25.0%13%10.4 5.0 Y 0.38 0.44 75 3.6%7.0 270 1.0%0.195 3.9 1.2 8.2 345 1.6%33%11.9 8.2 Z 0.62 0.29 70 2.9%8.9 100 90.0%0.195 36.6 0.0 9.0 170 54.1%0%10.9 9.0 On-Site Basins Flowing Off-Site CHECKED BY: On-Site Basins 2-Year Time of Concentration Combined On-Site Basins Tc CHECK (URBANIZED BASINS) PROJECT NAME: PROJECT NUMBER: DATA INITIAL TIME (Ti) TRAVEL TIME (Tt) SUB-BASIN CALCULATED BY: K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx Touchmark Fort Collins DATE:7/16/2025 292068000 MEC AGR FINAL Tc DESIGN AREA C100 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP. TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. A1 0.44 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 A2 4.44 0.83 115 2.0% 4.3 630 0.5% 0.195 2.7 3.9 8.1 745 0.7% 76% 14.1 8.1 A3 0.94 0.66 25 2.0% 3.3 240 1.3% 0.195 4.3 0.9 4.2 265 1.3% 53% 11.5 5.0 B1 0.39 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 B2 0.87 0.60 60 10.4% 3.3 210 1.0% 0.195 3.9 0.9 4.2 270 3.1% 48% 11.5 5.0 B3 0.47 0.64 30 6.0% 2.6 190 1.0% 0.195 3.9 0.8 3.4 220 1.7% 52% 11.2 5.0 C1 0.29 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 C2 0.71 0.60 80 8.0% 4.2 260 1.2% 0.195 4.2 1.0 5.2 340 2.8% 48% 11.9 5.2 C3 0.56 0.73 65 2.0% 4.4 280 1.2% 0.195 4.2 1.1 5.5 345 1.4% 63% 11.9 5.5 D1 0.54 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 D2 0.23 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 0.0 0 #DIV/0! 90% 10.0 5.0 D3 0.50 0.74 125 3.0% 5.2 150 0.5% 0.195 2.7 0.9 6.1 275 1.6% 67% 11.5 6.1 D4 0.42 0.54 65 2.0% 6.7 150 0.5% 0.195 2.7 0.9 7.6 215 1.0% 38% 11.2 7.6 A 5.81 0.82 115 2.0% 4.5 630 0.5% 0.195 2.7 3.9 8.3 745 0.7% 73% 14.1 8.3 B 1.73 0.70 159 2.5% 6.9 85 0.0% 0.195 0.0 0.0 6.9 244 1.6% 58% 11.4 6.9 C 1.56 0.72 65 2.0% 4.5 280 0.5% 0.195 2.7 1.7 6.2 345 0.8% 61% 11.9 6.2 D 1.69 0.81 65 2.0% 3.5 150 0.0% 0.195 0.0 0.0 3.5 215 0.6% 70% 11.2 5.0 X 7.03 0.34 65 25.0%3.9 0.195 0.0 0.0 3.9 65 25.0%13%10.4 5.0 Y 0.38 0.49 75 3.6%6.5 270 1.0%0.195 3.9 1.2 7.7 345 1.6%33%11.9 7.7 Z 0.62 0.34 70 2.9%8.4 100 90.0%0.195 36.6 0.0 8.4 170 54.1%0%10.9 8.4 Combined On-Site Basins On-Site Basins Flowing Off-Site CHECKED BY: 100-Year Time of Concentration PROJECT NAME: PROJECT NUMBER: CALCULATED BY: On-Site Basins SUB-BASIN INITIAL TRAVEL TIME Tc CHECK DATA TIME (Ti) (Tt) (URBANIZED BASINS) K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx DATE: 7/16/2025 Touchmark Fort Collins 292068000 MEC P1 (1-Hour Rainfall) =0.82 AGR REMARKS DE S I G N PO I N T AR E A (A C ) RU N O F F CO E F F tc (m i n ) C* A ( a c ) I (i n / h r ) Q (c f s ) A1 0.44 0.95 5.00 0.41 2.78 1.15 A2 4.44 0.78 8.90 3.47 2.32 8.06 A3 0.94 0.61 5.00 0.57 2.78 1.60 B1 0.39 0.95 5.00 0.37 2.78 1.02 B2 0.87 0.55 5.00 0.48 2.78 1.34 B3 0.47 0.59 5.00 0.28 2.78 0.77 C1 0.29 0.95 5.00 0.27 2.78 0.76 C2 0.71 0.55 5.62 0.39 2.69 1.05 C3 0.56 0.68 6.10 0.38 2.63 1.01 D1 0.54 0.95 5.00 0.52 2.78 1.44 D2 0.23 0.95 5.00 0.22 2.78 0.60 D3 0.50 0.69 6.79 0.35 2.55 0.88 D4 0.42 0.49 8.18 0.21 2.39 0.49 A 5.81 0.77 6.22 4.46 2.61 11.67 Flows north to Rain Garden A via curb, gutter and storm sewer B 1.73 0.65 5.00 1.13 2.78 3.14 Flows east-northeast to Rain Garden B via curb, gutter and storm sewer C 1.56 0.67 0.00 1.05 3.83 4.00 Flows east-southeast to Rain Garden C via curb, gutter and storm sewer D 1.69 0.76 0.00 1.28 3.83 4.91 Flows southeast to Rain Garden D via curb, gutter and storm sewer X 7.03 0.29 5.00 2.05 2.78 5.70 Flows east to the existing regional detention pond Y 0.38 0.44 8.19 0.17 2.39 0.40 Flows towards an existing inlet within Cinquefoil Lane Z 0.62 0.29 8.96 0.18 2.31 0.41 Flows towards an existing inlet within Le Fever Drive A B C D D2 Combined On-Site Basins On-Site Basins D3 D4 C1 D1 A1 B1 Y Z A2 A3 B2 B3 C2 C3 On-Site Basins Flowing Off-Site X STORM DRAINAGE DESIGN - RATIONAL METHOD 2 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: DE S G I N BA S I N K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx DATE: 7/16/2025 Touchmark Fort Collins 292068000 MEC P1 (1-Hour Rainfall) =2.86 AGR REMARKS DE S I G N PO I N T AR E A (A C ) RU N O F F CO E F F tc (m i n ) C* A ( a c ) I (i n / h r ) Q (c f s ) A1 0.44 1.00 5.00 0.44 9.70 4.22 A2 4.44 0.83 8.90 3.70 8.09 29.90 A3 0.94 0.66 5.00 0.62 9.70 6.03 B1 0.39 1.00 5.00 0.39 9.70 3.76 B2 0.87 0.60 5.00 0.53 9.70 5.11 B3 0.47 0.64 5.00 0.30 9.70 2.92 C1 0.29 1.00 5.00 0.29 9.70 2.81 C2 0.71 0.60 5.62 0.42 9.39 3.99 C3 0.56 0.73 6.10 0.41 9.18 3.76 D1 0.54 1.00 5.00 0.54 9.70 5.28 D2 0.23 1.00 5.00 0.23 9.70 2.20 D3 0.50 0.74 6.79 0.37 8.88 3.29 D4 0.42 0.54 8.18 0.23 8.34 1.89 A 5.81 0.82 9.14 4.75 8.01 38.07 Flows north to Rain Garden A via curb, gutter and storm sewer B 1.73 0.70 8.16 1.22 8.35 10.15 Flows east-northeast to Rain Garden B via curb, gutter and storm sewer C 1.56 0.72 6.22 1.12 9.12 10.25 Flows east-southeast to Rain Garden C via curb, gutter and storm sewer D 1.69 0.81 5.00 1.37 9.70 13.28 Flows southeast to Rain Garden D via curb, gutter and storm sewer X 7.03 0.34 5.00 2.41 9.70 23.41 Flows east to the existing regional detention pond Y 0.38 0.49 8.19 0.19 8.34 1.55 Flows towards an existing inlet within Cinquefoil Lane Z 0.62 0.34 8.96 0.21 8.07 1.70 Flows towards an existing inlet within Le Fever Drive B C D A D3 A2 A3 B2 B3 C2 C3 Combined On-Site Basins CHECKED BY: CALCULATED BY: STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT PROJECT NAME: PROJECT NUMBER: On-Site Basins Flowing Off-Site X DE S I G N BA S I N On-Site Basins A1 B1 C1 D1 D4 D2 Y Z K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx PROJECT NAME: Touchmark Fort Collins DATE: 7/16/2025 PROJECT NUMBER: 292068000 CALCULATED BY: MEC CHECKED BY: AGR Total Site Area: 18.82 acres Imperviousness 46% 1 Total Impervious Area:8.83 acres 0.194 Total Impervious Area to LID 7.69 acres 15931 CF Required Impervious Area to LID 6.62 acres 47916 CF WQCV & LID Calculations Total WQCV Provided (Existing) a: (40 hours draintime) WQCV Total WQCV Req. PROJECT NAME: Touchmark Fort Collins DATE: 7/16/2025 PROJECT NUMBER: 292068000 CALCULATED BY: MEC CHECKED BY: AGR Design Point: 1 WQCV: 15931 ft3 Design Storm: 100-yr Det. Vol.: 97491 ft3 Developed "C": 0.60 113422 ft3 Area (A): 18.82 acres 2.60 ac-ft Max. Release (QOUT):7.2 cfs Provided Vol. 5.50 ac-ft Time Time 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (Minutes) (Seconds) (in/hr) (cfs)(ft3)(ft3)(ft3) 5 300 9.95 112.16 33647 2160 31487 10 600 7.72 87.02 52212 4320 47892 15 900 6.52 73.49 66144 6480 59664 20 1200 5.60 63.12 75748 8640 67108 25 1500 4.98 56.13 84202 10800 73402 30 1800 4.52 50.95 91709 12960 78749 35 2100 4.08 45.99 96578 15120 81458 40 2400 3.74 42.16 101177 17280 83897 45 2700 3.46 39.00 105303 19440 85863 50 3000 3.23 36.41 109225 21600 87625 55 3300 3.06 34.49 113824 23760 90064 60 3600 2.86 32.24 116056 25920 90136 65 3900 2.71 30.55 119133 28080 91053 70 4200 2.59 29.19 122617 30240 92377 75 4500 2.47 27.84 125288 32400 92888 80 4800 2.38 26.83 128771 34560 94211 85 5100 2.29 25.81 131645 36720 94925 90 5400 2.21 24.91 134520 38880 95640 95 5700 2.13 24.01 136853 41040 95813 100 6000 2.06 23.22 139322 43200 96122 105 6300 2.00 22.54 142027 45360 96667 110 6600 1.94 21.87 144326 47520 96806 115 6900 1.88 21.19 146220 49680 96540 120 7200 1.84 20.74 149331 51840 97491 FAA Detention Pond Volume Calculation Developed Total Volume to Regional Pond Total Vol. Inputs Results K:\NCO_Civil\292068000_Touchmark\Project Files\Eng\Drainage\PR CIA Calcs.xlsx Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =73.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.730 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 253,084 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =4,880 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =3695 sq ft D) Actual Flat Surface Area AActual =4385 sq ft E) Area at Design Depth (Top Surface Area)ATop =5385 sq ft F) Rain Garden Total Volume VT=4,885 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =2.7 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =4,880 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1 1/2 in Design Procedure Form: Rain Garden (RG) MEC KH July 16, 2025 Touchmark Fort Collins RG A UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07_RG A.xlsm, RG 7/16/2025, 11:21 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =58.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.580 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 75,359 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,154 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =874 sq ft D) Actual Flat Surface Area AActual =1289 sq ft E) Area at Design Depth (Top Surface Area)ATop =1849 sq ft F) Rain Garden Total Volume VT=1,569 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =2.4 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,154 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/4 in Design Procedure Form: Rain Garden (RG) MEC KH July 16, 2025 Touchmark Fort Collins RG B UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07_RG B.xlsm, RG 7/16/2025, 11:12 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =61.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.610 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 67,954 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,085 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =829 sq ft D) Actual Flat Surface Area AActual =926 sq ft E) Area at Design Depth (Top Surface Area)ATop =1656 sq ft F) Rain Garden Total Volume VT=1,291 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =2.4 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,085 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/4 in Design Procedure Form: Rain Garden (RG) MEC KH July 16, 2025 Touchmark Fort Collins RG C UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07 RG C.xlsm, RG 7/16/2025, 11:06 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =70.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.700 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 73,616 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,350 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =1031 sq ft D) Actual Flat Surface Area AActual =1199 sq ft E) Area at Design Depth (Top Surface Area)ATop =1769 sq ft F) Rain Garden Total Volume VT=1,484 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =2.7 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,350 cu ft iii) Orifice Diameter, 3/8" Minimum DO =13/16 in Design Procedure Form: Rain Garden (RG) MEC KH July 16, 2025 Touchmark Fort Collins RG D UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07_RG D.xlsm, RG 7/16/2025, 11:17 AM Final Drainage Report Touchmark Fort Collins – Windsor, Colorado kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970 822 7911 Appendix C – Hydraulic Calculations MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Inlet a1 (A1-A2)Inlet A2 (A3)Inlet B1 (B1-B2) Site Type (Urban or Rural)URBAN URBAN URBAN Inlet Application (Street or Area)STREET STREET STREET Hydraulic Condition In Sump In Sump In Sump Inlet Type CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)9.2 1.6 2.4 Major QKnown (cfs)34.1 6.0 8.9 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to downstream (right) in order for bypass flows to be linked. Receive Bypass Flow from:No Bypass Flow Received User-Defined No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 4.5 0.0 Major Bypass Flow Received, Qb (cfs)0.0 3.6 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)9.2 6.1 2.4 Major Total Design Peak Flow, Q (cfs)34.1 9.6 8.9 Minor Flow Bypassed Downstream, Qb (cfs)N/A N/A N/A Major Flow Bypassed Downstream, Qb (cfs)N/A N/A N/A INLET MANAGEMENT MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT Inlet B2 (B3)Inlet C1 (C1-C2)Inlet C2 (C3) URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination 0.8 1.2 1.0 2.9 6.8 3.8 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.2 1.0 2.9 6.8 3.8 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT Inlet D1 (D1-D3)Inlet D2 (D4)User-Defined URBAN URBAN STREET STREET In Sump In Sump CDOT/Denver 13 Combination CDOT/Denver 13 Combination 2.9 0.5 10.8 1.9 No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 2.9 0.5 10.8 1.9 N/A N/A N/A N/A Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet a1 (A1-A2) MHFD-Inlet_v5.03.xlsm, Inlet a1 (A1-A2) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =7.5 34.1 cfs WARNING: Inlet Capacity < Q Peak for Minor and Major Storms Q PEAK REQUIRED =9.2 34.1 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet a1 (A1-A2) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet A2 (A3) MHFD-Inlet_v5.03.xlsm, Inlet A2 (A3) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs WARNING: Inlet Capacity < Q Peak for Minor and Major Storms Q PEAK REQUIRED =6.1 9.6 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet A2 (A3) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet B1 (B1-B2) MHFD-Inlet_v5.03.xlsm, Inlet B1 (B1-B2) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.4 8.9 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet B1 (B1-B2) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet B2 (B3) MHFD-Inlet_v5.03.xlsm, Inlet B2 (B3) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.8 2.9 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet B2 (B3) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet C1 (C1-C2) MHFD-Inlet_v5.03.xlsm, Inlet C1 (C1-C2) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.2 6.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet C1 (C1-C2) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet C2 (C3) MHFD-Inlet_v5.03.xlsm, Inlet C2 (C3) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.0 3.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet C2 (C3) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet D1 (D1-D3) MHFD-Inlet_v5.03.xlsm, Inlet D1 (D1-D3) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs WARNING: Inlet Capacity < Q Peak for Major Storm Q PEAK REQUIRED =2.9 10.8 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet D1 (D1-D3) 7/16/2025, 12:16 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =7.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Inlet D2 (D4) MHFD-Inlet_v5.03.xlsm, Inlet D2 (D4) 7/16/2025, 12:16 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 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 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =7.50 7.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.52 1.02 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 9.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 1.9 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths MHFD-Inlet_v5.03.xlsm, Inlet D2 (D4) 7/16/2025, 12:16 PM