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Home My WebLink AboutFRONT RANGE STORAGE - PDP230011 - SUBMITTAL DOCUMENTS - ROUND 2 - RESPONSE TO STAFF REVIEW COMMENTSPRELIMINARY DRAINAGE REPORT FOR Front Range RV and Boat Storage Prepared For: Freedom Homes, LLC 4920 Saddlewood Circle. Johnstown, Colorado 80534 Eric Kelley (970) 405-3961 July 27th 2023 Project No. 39817.00 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 3D Fort Collins, CO 80525 Front Range Storage Preliminary Drainage Report ii TABLE OF CONTENTS GENERAL DESCRIPTION AND LOCATION ............................................................................................ 1 LOCATION ..................................................................................................................................... 1 DESCRIPTION OF PROPERTY .......................................................................................................... 1 MASTER DRAINAGE BASIN DESCRIPTION ....................................................................................... 1 FLOODPLAIN SUBMITTAL REQUIREMENTS ..................................................................................... 2 DRAINAGE BASINS AND SUB-BASINS ................................................................................................. 2 MAJOR BASINS AND SUB-BASINS ................................................................................................... 2 EXISTING SUB-BASIN DESCRIPTION ................................................................................................ 2 EXISTING OFFSITE DRAINAGE BASINS ............................................................................................ 2 PROPOSED SUB-BASINS DESCRIPTIONS ......................................................................................... 3 OFFSITE SUB-BASINS DESCRIPTIONS .............................................................................................. 4 PROJECT DESCRIPTION ...................................................................................................................... 4 PROJECT DESCRIPTION .................................................................................................................. 4 PROPOSED DRAINAGE FACILITIES ...................................................................................................... 4 GENERAL CONCEPT ....................................................................................................................... 4 WATER QUALITY/ DETENTION FACILITIES ...................................................................................... 5 LOW IMPACT DEVELOPMENT ........................................................................................................ 5 DRAINAGE DESIGN CRITERIA ............................................................................................................. 6 REGULATIONS ............................................................................................................................... 6 FOUR STEP PROCESS TO PROTECT RECEIVING WATERS ................................................................. 6 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ............................................................. 7 HYDROLOGIC CRITERIA .................................................................................................................. 7 HYDRAULIC CRITERIA ..................................................................................................................... 7 FLOODPLAIN REGULATIONS COMPLIANCE ..................................................................................... 8 MODIFICATIONS OF CRITERIA ........................................................................................................ 8 EROSION CONTROL ....................................................................................................................... 8 CONCULSIONS ................................................................................................................................... 8 COMPLIANCE WITH STANDARDS ................................................................................................... 8 DRAINAGE CONCEPT ..................................................................................................................... 8 Front Range Storage Preliminary Drainage Report iii APPENDIX Appendix A – Figures Appendix B – Hydrologic Calculations Appendix C – Hydraulic Calculations Appendix D – Water Quality Calculations Appendix E – Reference Appendix F – Maps Appendix G – LID Exhibit Front Range Storage Preliminary Drainage Report iv Engineer’s Certification Block I hereby attest that this report for the final drainage design for the Front Range RV Boat and Storage was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Joseph Martin Frank, PE Registered Professional Engineer State of Colorado No. 53399 For and on behalf of JR Engineering Front Range Storage Preliminary Drainage Report 1 GENERAL DESCRIPTION AND LOCATION LOCATION The site is located in the North half of the Northwest Quarter and the East Half of Section 3, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. More specifically, the site is a 105-acre property that is zoned I-industrial. The concept plan proposes approximately 10 acres of outdoor covered and non-covered recreational vehicle and boat storage. The remaining 95 acres will remain for agricultural use. The site is situated on NE Frontage Rd on the West side and is bordered by the Larimer and Weld County Canal on the south side. To the East, the site abuts four presently vacant parcels of land, while to the North, it borders the Colorado Division of Wildlife. DESCRIPTION OF PROPERTY The Front Range Storage area spans approximately 105 acres, with approximately 10 acres designated for development into RV and boat storage, along with offsite detention. The remaining 95 acres will continue to be used as irrigated land. The site currently features an existing gravel road access located just off the NE Frontage road. Most of the site remains undeveloped and is presently being utilized for agriculture and a U-haul rental service. Two buildings are the only existing structures on site, situated just east of the Frontage road. Although flow paths are not precisely defined, the general drainage pattern of the site follows a gradual slope ranging from 1% to 4% in the northeast to the southwest direction. According to the Natural Resources Conservation Service (NRCS) soil survey shows that approximately half of the soils on the site are composed of type B soils, which have a mild infiltration and runoff rate. The remaining site is made up of Type C soils, which are characterized by a lower infiltration rate and corresponding higher runoff rates. For additional information, refer to the NRCS soil map within Appendix A of this report. Adjacent to the proposed site, a pre-existing 15” corrugated metal pipe facilitate the drainage of any surplus stormwater and irrigation water from the site into the Larimer and Weld Canal. The existing culvert is not capable of conveying large quantities of runoff. MASTER DRAINAGE BASIN DESCRIPTION The site is positioned within the Boxelder Creek Basin and shares borders with the Upper Cooper Slough and Lower Cooper Slough basins. The Boxelder Creek watershed and associated floodplain is unique in that it consists to a large degree of mostly undeveloped land. Based on the 100-year rainfall event, a detention pond will be built southeast of the RV and boat storage facility. Currently, the site drains through a 15” CMP and outfalls into the Larimer and Weld Canal. The south CMP will need to be updated based on the detention pond dimensions. The detention pond is designed to incorporate a trickle channel and will feature an outfall leading to the Larimer and Weld Canal. The detention pond situated to the southeast of our site cannot be used to redirect water flow to the existing Boxelder Creek. This is due to the minimal elevation grade of approximately 0.2% from the proposed detention pond location to Boxelder Creek, making it insufficient to facilitate water transfer through piping into the creek. Consequently, the water from the detention pond will need to be directly piped into the Larimer and Weld Canal instead. Front Range Storage Preliminary Drainage Report 2 FLOODPLAIN SUBMITTAL REQUIREMENTS The site is on FEMA FIRM panels 08069C0982F and 08069C1001F. The flood map for this location has a status of "Effective". This means that the entire area of the panel is outside the Special Flood Hazard Area (SFHA). SFHA is defined as the area that will be inundated during the 100-yr flood. The site lies within FEMA Zone X, areas that are determined to be outside the 0.2% annual chance floodplain. The site is not located within a FEMA regulated floodplain, as shown in Appendix A in the FEMA attachments. The site is also not located in the City of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The site is located in the Boxelder Creek Basin. The Upper and Lower Cooper Slough Basins exist to the west of the site. Covering approximately 265 square miles, the Boxelder Creek extends from north of the Colorado/Wyoming border and stretch southward into the eastern part of Fort Collins. These basins are predominantly characterized by farmland, with occasional pockets of mixed-use residential development and limited commercial development. EXISTING SUB-BASIN DESCRIPTION The existing site modeled within SWMM basin EO1 is approximately 11.8 acres and 6.2% impervious. The site currently has an existing gravel staging area with an existing building. EXISTING OFFSITE DRAINAGE BASINS Currently, the site collects offsite runoff from one location: Runoff from the Colorado Division of Wildlife property just north of the 1435 NE Frontage Road drains onto the site via sheet draining. That runoff drain directly into the Larimer and Weld Canal. Runoff from the eastern offsite basin drains south and into the Larimer and Weld Canal. Runoff from the southeastern portion of the site drains into the Larimer and Weld Canal. A ridgeline divides portions of the northeast and southeast offsite basins. This ridgeline divides the water such that everything west of the ridgeline drains into the Larimer and Weld Canal while everything east of the ridgeline drains into the Boxelder Creek. In the 100-year event, it is anticipated that the runoff from the Colorado Division of Wildlife will overflow the 1435 NE Frontage Road and sheet drain onto the site. The estimated runoff from the offsite drainage basin has been modeled in SWMM. Front Range Storage Preliminary Drainage Report 3 PROPOSED SUB-BASINS DESCRIPTIONS Basin C1, 0.70 acres and 64.0% impervious this basin, is composed of an existing gravel access, two existing buildings, a proposed drive isle with parking, and some proposed canopy parking spots. A type C inlet will be conveyed to design point 1, where it will drain southeast into proposed isolator rows. From the isolator rows, the stormwater will drain into the proposed detention pond. Basin C2, 2.74 acres and 74.9% impervious this basin is composed of canopy and uncovered parking, paved drive isles, and some vegetation. The runoff from this basin will be conveyed to a Type C inlet at design point 2. Basin C3, 2.24 acres and 75.0% impervious this basin is composed of canopy and uncovered parking, paved drive isles, and some vegetation. The runoff from this basin will be conveyed to a type C inlet at design point 3. Basin C4, 2.22 acres and 67.4% impervious this basin is composed of canopy and uncovered parking, paved drive isles, and some vegetation. The runoff from this basin will be conveyed to a type C inlet at design point 4. Basin C5, 0.33 acres and 68.8% impervious this basin is composed of uncovered parking and paved drive isles. The runoff from this basin will be conveyed to a type C inlet at design point 5. Basin C6, 0.68 acres and 77.4% impervious this basin is composed of uncovered parking and paved drive isles. The runoff from this basin will be conveyed to a type C inlet at design point 6. Basin C7, 1.06 acres and 67.9% impervious this basin is composed of uncovered parking and paved drive isles. The runoff from this basin will be conveyed to type C inlet at design point 7. Basin C8, 1.79 acres and 3.4% impervious this basin will be composed of the detention pond for the site. The runoff from this basin will be conveyed to an outlet structure at design point 8. Basin O1 11.8 acres and 61.3% impervious is the composite basin for the site and was used to model the site’s runoff in SWMM and to calculate the detention requirements for the site. Front Range Storage Preliminary Drainage Report 4 OFFSITE SUB-BASINS DESCRIPTIONS The as-built SWMM model from the 2018 Boxelder LOMR was truncated for the site and used to model the existing off site drainage. The 2018 as-built SWMM model takes into account improvements that have been built upstream of the site (the East Side Detention Facility). Basin EX2, 50.1 acres and 11% percent impervious. This basin includes area owned by the Colorado Division of Wildlife. The basin is directly north of the site and is bounded to the north by East County Road 50. Basin EX3, 21.9 acres and 2% percent impervious. This basin includes a ridgeline located east of the RV and Boat Storage site. The runoff from this basin drains toward the site. Basin SB102, 285.3 and 5% impervious. This basin is comprised of farmland and is bounded to the north by East County Road 52 and to the south by East County Road 50. PROJECT DESCRIPTION PROJECT DESCRIPTION Front Range RV & Boat Storage is a recreational vehicle and boat storage facility at 1312 NE Frontage Rd. The previously undeveloped portion of the 105 acre property, approximately 11.8 acres, for outdoor covered and uncovered recreational vehicle and boat storage. The remaining 95 acres will remain for agricultural use. The property will hold detention and water quality for the Front Range RV & Boat Storage development. PROPOSED DRAINAGE FACILITIES GENERAL CONCEPT The proposed development to the Front Range RV & Boat Storage site will result in the developed condition being treated for water quality and detained. Low-impact development best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically, ADS isolator rows are proposed in the southeast corner of the site to treat and provide water quality for the entire development. Runoff from the site is captured in inlets located in the drive isles on the south side of the site. From the inlets the runoff is conveyed in storm sewers to the detention pond. Surface overflow paths will be provided, such that the 100- year storm flows remain at least one foot below the finished floor elevation at time of the final drainage report. Front Range Storage Preliminary Drainage Report 5 WATER QUALITY/ DETENTION FACILITIES The majority of the water quality is treated within the onsite ADS isolator rows directly adjacent to the detention pond. LOW IMPACT DEVELOPMENT A minimum of 75 percent of new impervious surface area is treated by a Low-Impact Development (LID) best management practice (BMP) in accordance with City criteria. An illustrative LID/ Surface Map is provided in Appendix G, and the sizing of the LID methods is provided in Appendix D. Front Range Storage Preliminary Drainage Report 6 DRAINAGE DESIGN CRITERIA REGULATIONS This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of Fort Collins Stormwater Criteria Manual (dated 2018)(FCSCM) and the Urban Drainage Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. FOUR STEP PROCESS TO PROTECT RECEIVING WATERS City of Fort Collins requires the Four Step Process to protect receiving waters. The four-step process incorporates reducing runoff volume, treating water quality capture volume, stabilizing streams, and implementing long-term source controls. Volume reduction is an important part of the Four Step Process and is fundamental to effective stormwater management. Per City criteria, a minimum of 75 percent of new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates an underground ADS isolator rows, a rain garden and a water quality pond designed to capture and treat at least 75% of the site’s water quality capture volume. The isolator rows need to be properly cleaned and maintained to allow for long-term protection of the receiving waters. The proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing infiltration and rainfall interception by encouraging infiltration and careful selection of vegetative cover. The LID exhibit is shown within Appendix G of this report. Step 1 – Employ Runoff Reduction Practices The majority of the developed runoff through the site will be routed through the onsite detention pond at pond. The detention pond will restrict the flow rate of storm water leaving the site and reduce the impact on downstream drainage areas. Additionally, the design will allow for greater that 75% of the project is added impervious area to be routed through an approved LID water quality treatment train. The onsite water quality BMPs includes a raingarden, water quality pond, and underground ADS StormTech isolator rows for water quality. Step 2 – Implement BMPS that Provide a Water Quality Capture Volume The site incorporates an underground ADS isolator rows, a rain garden and a water quality pond designed to capture and treat at least 75% of the site’s water quality capture volume. The isolator rows need to be properly cleaned and maintained to allow for long-term protection of the receiving waters. Step three –Stabilize Drainage ways The storm water improvements for the Front Range RV Boat and Storage improve the existing condition by eliminating reducing and detaining flows Front Range Storage Preliminary Drainage Report 7 Step four – Implement site specific and other source control BMPs Water quality will ultimately treated in the underground ADS StormTech isolator rows for 75% of the site. The remaining portion of the site will bypass the ADS isolator rows and then be treated in the detention facility. An erosion control plan and Storm water Management Plan will be implemented to prevent erosion and control sediment on the project site and downstream drainage ways during and after construction. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The as-built SWMM model from the 2018 Boxelder LOMR was truncated and used to model the existing site and the proposed hydrology due to offsite tributary area upstream of the site. The 2018 as-built SWMM model takes into account improvements that have been built upstream of the site i.e. (the East Side Detention Facility). JR Engineering verified the 100-year water surface elevation of the Larimer and Weld Canal by running the L&W Canal HEC_RAS model from the 2018 LOMR by Ayres and Associates at an unsteady 100-year analysis and modeled the results with the same version of HEC-RAS 5.02 that was utilized to generate the results for the LOMR. The 100-year wselv of the canal is below the proposed pond invert. For more additional information regarding the canal and pond invert, refer to the annotated Figure 5.1 in Appendix E. To prevent seepage from the irrigation canal, the onsite detention facility is located more than 20 feet away from the L&W canal. Groundwater measurements were taken throughout the site over a period from the fall of 2022 to the spring of 2023. The invert of the pond is approximately 2’ above the groundwater, as shown in the attached experts from the geotechnical report in Appendix E of this report. JR Engineering designed the pond to detain the proposed 100-year event. JR Engineering calculated the required detention volume by subtracting the 100-year total proposed runoff from the 2-year historic runoff, as shown in Appendix C. Due to the large amount of offsite runoff going through the site; the pond was designed to pass the existing offsite runoff via a spillway. The detention pond mitigates the total release into the L&W canal and releases at a rate of 257.62 cfs compared to the historic release rate in the 100-year event of 259.38 cfs. Table 1, as shown below, shows the 100-year volume. Table 1: Pond Volumes Pond ID 100-YR_Vol. (Acre-Ft) 100-YR WSELV PEAK_POND RELEASE (CFS) POND INVERT P1 5.79 4981.47 257.62 4975.89 The pond meets Colorado Revised Statute (CRS) §37-92-602 (8). The pond drains in just over 100 hours of the 100 year storm. Front Range Storage Preliminary Drainage Report 7 The pond, detains the proposed 100-year event. Detention volume was calculated by subtracting 100-year proposed runoff from 2-year historic runoff to get 2.82 Acre-ft. Since substantial offsite runoff passes through, the pond allows existing runoff to pass through a spillway. The pond releases at a rate of 257.62 cfs, lower than the 100-year historic release rate of 259.38 cfs. The pond complies with Colorado Revised Statute §37-92-602 (8), draining in just over 100 hours of a 100-year storm. Meeting the requirement of continuously releases or infiltrates as quickly as practicable, but in all cases releases or infiltrates at least 99% of the runoff within 120 hours after the end of events greater than a 5-year storm. HYDROLOGIC CRITERIA Weighted percent imperviousness were calculated for each basin using the Fort Collins Stormwater Criteria Manual Table 3.2-2 for each basin. EPA SWMM version 5.2 was used to model the runoff for the site since the corresponding tributary area of the site is over 20 acres. The City of Fort Collins area has rainfall depths associated with the table below as shown in Chapter 5 of the Fort Collins Stormwater Criteria Manual. The corresponding site and tributary area were modeled in SWMM for the 2-year storm and the 100-year storm and are shown within table 4.1-4 below. HYDRAULIC CRITERIA At time of the Final Plan (FP) StormCAD will be utilized to determine the hydraulic capacity of the storm sewer system on site. Additionally, hydraulic calculations for items such as; street capacity, inlet capacity, swales, channels and the emergency spillway will be provide within the Final Drainage Report. Front Range Storage Preliminary Drainage Report 8 FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, the site lies within FEMA Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The site is not located within a FEMA regulated floodplain, as shown in Appendix A in the FEMA attachments. The site is also not located in the Cities of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. MODIFICATIONS OF CRITERIA The site does not treat 100% of modified/ added impervious areas. A small amount, less than an acre of the site’s modified impervious area, drains into the I-25 frontage road drainage swale as shown in the LID exhibit in Appendix G. EROSION CONTROL A statement of compliance with Erosion Control Criteria and all Erosion Control Materials will be provided with the Final Drainage Report. CONCULSIONS COMPLIANCE WITH STANDARDS The hydrologic and water quality calculations were performed using the required methods as outlined in the City of Fort Collins Storm water Criteria Manual. The proposed drainage improvements meet or exceed the City’s requirements except for the detention requirement and recommendations set forth within the Boxelder drainage master plan. DRAINAGE CONCEPT The proposed concept for the development of the RV Boat storage site involves surface flows and piping of developed condition to the ADS isolator rows. The runoff for the site will be treated at detention facility P1 onsite. All the offsite flows will be conveyed through the site and directly released at a rate lower than what has historically passed through the site. The existing conditions drainage patterns are maintained in the proposed. The proposed improvements will have no adverse impacts on the flow rate, character, or quality of runoff leaving the site. The proposed improvements will have no adverse impacts on adjacent properties or to the adjacent L&W canal. Front Range Storage Preliminary Drainage Report 9 REFERENCES Fort Collins Storm water Criteria Manual; City of Fort Collins, Colorado, December 2018. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Flood Control District, June 2001. Hydrologic Analysis of the Box Elder Creek/ Cooper Slough Watershed Icon Engineering, Apr. 2014. Boxelder and Cooper Slough Letter of Map Revision (LOMR) for the Boxelder 6 Project."AYRES & ASSOCIATES, 5 Nov. 2018. Front Range Storage Preliminary Drainage Report 10 APPENDIX A – FIGURES A Westrian Company Hydrologic Soil Group—Larimer County Area, Colorado (Mountain Vista Property) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/17/2023 Page 1 of 4 44 9 4 3 0 0 44 9 4 4 0 0 44 9 4 5 0 0 44 9 4 6 0 0 44 9 4 7 0 0 44 9 4 8 0 0 44 9 4 9 0 0 44 9 5 0 0 0 44 9 5 1 0 0 44 9 4 3 0 0 44 9 4 4 0 0 44 9 4 5 0 0 44 9 4 6 0 0 44 9 4 7 0 0 44 9 4 8 0 0 44 9 4 9 0 0 44 9 5 0 0 0 44 9 5 1 0 0 499700 499800 499900 500000 500100 500200 500300 500400 500500 500600 500700 500800 500900 501000 499700 499800 499900 500000 500100 500200 500300 500400 500500 500600 500700 500800 500900 501000 40° 36' 26'' N 10 5 ° 0 ' 1 5 ' ' W 40° 36' 26'' N 10 4 ° 5 9 ' 1 7 ' ' W 40° 35' 57'' N 10 5 ° 0 ' 1 5 ' ' W 40° 35' 57'' N 10 4 ° 5 9 ' 1 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,250 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 Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 17, Sep 7, 2022 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. Hydrologic Soil Group—Larimer County Area, Colorado (Mountain Vista Property) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/17/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes B 14.8 14.5% 53 Kim loam, 1 to 3 percent slopes B 26.5 25.9% 54 Kim loam, 3 to 5 percent slopes B 16.6 16.2% 73 Nunn clay loam, 0 to 1 percent slopes C 23.8 23.2% 74 Nunn clay loam, 1 to 3 percent slopes C 10.1 9.9% 94 Satanta loam, 0 to 1 percent slopes C 0.2 0.2% 95 Satanta loam, 1 to 3 percent slopes C 10.2 10.0% 105 Table Mountain loam, 0 to 1 percent slopes B 0.1 0.1% Totals for Area of Interest 102.4 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Mountain Vista Property Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/17/2023 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Mountain Vista Property Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/17/2023 Page 4 of 4 18,056 3,009.3 FCMaps 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 2,286.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Feet2,286.001,143.00 Notes Legend 13,719 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 World Hillshade 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 DepthZone 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 mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone 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 7/21/2023 at 10:33 AM 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°0'6"W 40°36'26"N 104°59'29"W 40°35'58"N Basemap Imagery Source: USGS National Map 2023 9,028 1,504.7 FCMaps 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 1,143.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Feet1,143.00571.50 Notes Legend 6,859 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 Front Range Storage Preliminary Drainage Report 11 APPENDIX B – HYDROLOGIC CALCULATIONS Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.: Calculated By:ARJ Checked By:0 Date:7/27/23 Tributary Area Width L=A/W Slope % Imperv N-Imperv N-Perv Store Imperv.Dstore perv.Zero % imperv. Storage (max) Storage (min)Decay Rate Sub-basin EO1 11.8 658.98 780.00 0.63%7.2%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 EX2 50.1 2929.34 745.00 0.80%6.2%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 EX3 21.9 1059.96 900.00 1.00%2.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 SB102 285.3 13436 924.95 0.60%5.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 Tributary Area Width L=A/W Slope % Imperv N-Imperv N-Perv Store Imperv.Dstore perv.Zero % imperv. Storage (max) Storage (min)Decay Rate Sub-basin O1 11.8 856.68 600.00 0.55%61.3%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 EX2 50.1 2929.34 745.00 0.80%11.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 EX3 21.9 1059.96 900.00 1.00%2.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 SB102 285.3 13436 924.95 0.60%5.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 SWMM INPUTS 39817.00 Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Existing SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Proposed SWMM INPUTS X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Subdivision:RV & Boat Storage Project Name: Mountain Vista Property Location:Fort Collins Project No.: Calculated By: JSC Checked By: 0 Date: 7/17/23 EO1 12.92 40%1.38 4.3%90%0.04 0.3%2%11.49 1.8%90%0.00 0.0%6.4% EX2 32.30 40%0.00 0.0%90%0.93 2.6%2%27.21 1.7%90%4.16 11.6%15.9% TOTAL 45.22 40%1.38 1.2%90%0.97 1.9%2%38.71 1.7%90%4.16 8.3%13.1% Basins Total Weighted % Imp. Asphalt/Concrete % Imp.Area (ac)Weighted % Imp. COMPOSITE % IMPERVIOUS CALCULATIONS Weighted % Imp.Basin ID Total Area (ac)% Imp.Area (ac) Landscape or Previous Surface % Imp.Area (ac)Weighted % Imp. Gravel Rooftop Weighted % Imp.% Imp.Area (ac) 39817.00 X:\3980000.all\3981700\Excel\Drainage\3981700 EX. Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 7/27/2023 Subdivision:RV & Boat Storage Project Name: Mountain Vista Property Location:Fort Collins Project No.: Calculated By: JSC Checked By: 0 Date: 7/17/23 EO1 12.92 0.50 1.38 0.05 0.07 0.95 0.04 0.00 0.00 0.20 11.49 0.18 0.22 0.95 0.00 0.00 0.00 0.18 0.23 EX2 32.30 0.50 0.00 0.00 0.00 0.95 0.93 0.03 0.03 0.20 27.21 0.17 0.21 0.95 4.16 0.12 0.15 0.32 0.40 Basin ID Basins Total Weighted 100 YEAR C COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Basins Total Weighted 2 YEAR CArea (ac)2 - YEAR C 100 - YEAR C Runoff Coefficient Area (ac)2 - YEAR C 100 - YEAR C 39817.00 Total Area (ac)Runoff Coefficient Area (ac)Area (ac) Gravel Rooftop Landscape or Previous Surface Runoff Coefficient Asphalt/Concrete 2 - YEAR C 100 - YEAR C2 - YEAR C 100 - YEAR C Runoff Coefficient X:\3980000.all\3981700\Excel\Drainage\3981700 EX. Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 7/27/2023 Subdivision:RV & Boat Storage Project Name: Mountain Vista Property Location:Fort Collins Project No.: Calculated By: JSC Checked By: 0 Date: 7/17/23 FINAL BASIN D.A.Hydrologic Impervious C2 C100 L S o t i L t S t K VEL.t t COMP. t c TOTAL Urbanized t c t c ID (ac)Soils Group (%)(ft)(%)(min)(ft)(%)(ft/s)(min)(min)LENGTH (ft)(min)(min) EO1 12.92 B/C 6%0.18 0.23 250 0.6%31.0 780 0.6%15.0 1.2 10.9 42.0 1030.0 41.5 41.0 EX2 32.3 B/C 16%0.32 0.40 100 1.0%14.1 800 1.8%15.0 2.0 6.6 20.7 900.0 32.2 21.0 Notes: (URBANIZED BASINS)DATA INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN tc CHECK 39817.00 X:\3980000.all\3981700\Excel\Drainage\3981700 EX. Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 7/28/2023 Project Name: Mountain Vista Property Subdivision:RV & Boat Storage Project No.: Location:Fort Collins Calculated By: JSC Design Storm:Checked By: 0 Date: TRAVEL TIME STREET De s i g n P o i n t Ba s i n I D Ar e a ( A c ) Ru n o f f C o e f f . tc ( m i n ) C* A ( A c ) I ( i n / h r ) Q ( c f s ) tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) Qst r e e t ( c f s ) C* A ( a c ) Sl o p e ( % ) Qpi p e ( c f s ) C* A ( a c ) Sl o p e ( % ) Pi p e S i z e ( i n c h e s ) Le n g t h ( f t ) Ve l o c i t y ( f p s ) tt ( m i n ) REMARKS 1 EO1 12.92 0.18 41.0 2.34 1.05 2.5 1 EX2 32.30 0.32 21.0 10.28 1.56 16.0 1.1 21.0 12.62 1.56 19.7 Notes: Street and Pipe C*A values are determined by Q/I using the catchment's intensity value. DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39817.00 7/17/23 X:\3980000.all\3981700\Excel\Drainage\3981700 EX. Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 7/28/2023 Project Name: Mountain Vista Property Subdivision:RV & Boat Storage Project No.: Location:Fort Collins Calculated By: JSC Design Storm:Checked By: 0 Date: TRAVEL TIME STREET De s i g n P o i n t Ba s i n I D Ar e a ( a c ) Ru n o f f C o e f f . tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) Qst r e e t ( c f s ) C* A ( a c ) Sl o p e ( % ) Qpi p e ( c f s ) C* A ( a c ) Sl o p e ( % ) Pi p e S i z e ( i n c h e s ) Le n g t h ( f t ) Ve l o c i t y ( f p s ) tt ( m i n ) REMARKS 1 EO1 12.92 0.23 41.0 2.92 3.68 10.7 1 EX2 32.30 0.40 21.0 12.85 5.46 70.2 1.1 21.0 15.77 5.46 86.1 Notes: Street and Pipe C*A values are determined by Q/I using the catchment's intensity value. STORM DRAINAGE SYSTEM DESIGN STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE) 39817.00 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF 7/17/23 STREET X:\3980000.all\3981700\Excel\Drainage\3981700 EX. Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 7/28/2023 Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.: Calculated By:ARJ Checked By:0 Date:7/27/23 C1 0.70 80%0.41 46.9%90%0.13 16.7%2%0.16 0.5%64.0% C2 2.74 80%2.56 74.7%90%0.00 0.0%2%0.18 0.1%74.9% C3 2.24 80%2.10 74.9%90%0.00 0.0%2%0.14 0.1%75.0% C4 2.22 80%1.86 67.0%90%0.00 0.0%2%0.36 0.3%67.4% C5 0.33 80%0.28 68.5%90%0.00 0.0%2%0.05 0.3%68.8% C6 0.68 80%0.66 77.3%90%0.00 0.0%2%0.02 0.1%77.4% C7 1.06 80%0.90 67.6%90%0.00 0.0%2%0.16 0.3%67.9% C8 1.79 100%0.03 1.4%90%0.00 0.0%2%1.76 2.0%3.4% Onsite Basins 11.76 61.3% OS1 21.90 100%0.00 0.0%90%0.00 0.0%2%21.90 2.0%2.0% COMPOSITE % IMPERVIOUS CALCULATIONS % Imp. Area (ac) 39817.00 Weighted % Imp. Basins Total Weighted % Imp.Basin ID Total Area (ac)% Imp.Area (ac) Lawns % Imp. Area (ac)Weighted % Imp. Recycled Asphalt/Concrete Roofs Weighted % Imp. X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.: Calculated By:ARJ Checked By:0 Date:7/27/23 C1 0.70 0.95 0.41 0.56 0.70 0.95 0.13 0.18 0.22 0.15 0.16 0.03 0.04 0.77 0.96 C2 2.74 0.95 2.56 0.89 1.00 0.95 0.00 0.00 0.00 0.15 0.18 0.01 0.01 0.90 1.00 C3 2.24 0.95 2.10 0.89 1.00 0.95 0.00 0.00 0.00 0.15 0.14 0.01 0.01 0.90 1.00 C4 2.22 0.95 1.86 0.80 0.99 0.95 0.00 0.00 0.00 0.15 0.36 0.02 0.03 0.82 1.00 C5 0.33 0.95 0.28 0.81 1.00 0.95 0.00 0.00 0.00 0.15 0.05 0.02 0.03 0.84 1.00 C6 0.68 0.95 0.66 0.92 1.00 0.95 0.00 0.00 0.00 0.15 0.02 0.01 0.01 0.92 1.00 C7 1.06 0.95 0.90 0.80 1.00 0.95 0.00 0.00 0.00 0.15 0.16 0.02 0.03 0.83 1.00 Weighted 9.97 0.86 1.00 C8 1.79 0.95 0.03 0.01 0.02 0.95 0.00 0.00 0.00 0.15 1.76 0.15 0.18 0.16 0.20 OS1 21.90 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 21.90 0.15 0.19 0.15 0.19 COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Basin ID Area (ac)2 - YEAR C 100 - YEAR C 39817.00 Total Area (ac)Runoff Coefficient Area (ac)2 - YEAR C 100 - YEAR C Runoff Coefficient Basins Total Weighted 100 YEAR CRunoff Coefficient Area (ac)2 - YEAR C 100 - YEAR C Recycled Asphalt/Concrete Roofs Lawns Basins Total Weighted 2 YEAR C X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.: Calculated By:ARJ Checked By:0 Date:7/27/23 FINAL BASIN D.A.Hydrologic Impervious C2 C100 L S o t i L t S t K VEL.t t COMP.t c TOTAL Urbanized t c t c ID (ac)Soils Group (%)(ft)(%)(min)(ft)(%)(ft/s)(min)(min)LENGTH (ft)(min)(min) C1 0.70 C 64%0.77 0.96 10 1.5%1.7 10 1.0%20.0 2.0 0.1 1.7 20.0 15.2 5.0 C2 2.74 C 75%0.90 1.00 50 2.0%2.1 481 0.6%20.0 1.5 5.4 7.5 531.0 18.8 7.0 C3 2.24 C 75%0.90 1.00 50 2.0%2.0 481 0.6%20.0 1.5 5.4 7.4 531.0 18.8 7.0 C4 2.22 C 67%0.82 1.00 50 2.0%2.8 481 0.6%20.0 1.5 5.4 8.2 531.0 20.4 8.0 C5 0.33 C 69%0.84 1.00 50 0.6%4.0 44 0.6%20.0 1.5 0.5 4.5 94.0 14.8 5.0 C6 0.68 C 77%0.92 1.00 45 2.0%1.7 81 0.5%20.0 1.5 0.9 2.6 126.0 13.8 5.0 C7 1.06 C 68%0.83 1.00 30 1.5%2.4 109 0.5%20.0 1.5 1.2 3.6 139.0 15.8 5.0 C8 1.79 C 3%0.16 0.20 50 2.0%9.5 228 0.5%20.0 1.4 2.7 12.2 278.0 31.1 12.0 OS1 21.90 C 2%0.15 0.19 100 1.0%17.2 300 0.5%15.0 1.1 4.7 21.9 400.0 33.3 22.0 Notes: (URBANIZED BASINS)DATA INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN tc CHECK 39817.00 X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Project Name:Front Range RV Boat and Storage Subdivision:RV & Boat Storage Project No.: Location:Fort Collins Calculated By:ARJ Design Storm:Checked By:0 Date: TRAVEL TIME STREET De s i g n P o i n t Ba s i n I D Ar e a ( A c ) Ru n o f f C o e f f . tc ( m i n ) C* A ( A c ) I ( i n / h r ) Q ( c f s ) tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) Qst r e e t ( c f s ) C* A ( a c ) Sl o p e ( % ) Qpi p e ( c f s ) C* A ( a c ) Sl o p e ( % ) Pi p e S i z e ( i n c h e s ) Le n g t h ( f t ) Ve l o c i t y ( f p s ) tt ( m i n ) REMARKS Type C inlet Basin C1 1 C1 0.70 0.77 5.0 0.54 2.85 1.5 Type C inlet Basin C2 2 C2 2.74 0.90 7.0 2.46 2.52 6.2 Type C inlet Basin C5 5 C5 0.33 0.84 5.0 0.28 2.85 0.8 Piped runoff basin C1,C2, and C5 5.1 7.0 3.28 2.52 8.3 8.3 0.5 150 1.4 1.8 Type C inlet Basin C3 3 C3 2.24 0.90 7.0 2.01 2.52 5.1 Type C inlet Basin C6 6 C6 0.68 1.00 5.0 0.68 2.85 1.9 Piped runoff basin C1,C2, C5, C3 and C6 6.1 9.0 5.97 2.30 13.7 13.7 0.5 215 1.4 2.5 Type C inlet Basin C4 4 C4 2.22 0.82 8.0 1.82 2.40 4.4 Type C inlet Basin C7 7 C7 1.06 0.83 5.0 0.88 2.85 2.5 Piped runoff basin C1,C2, C5, C3, C6, C4 AND C7 7.1 11.0 8.67 2.13 18.5 Basin OS1 9 OS1 21.90 0.15 22.0 3.29 1.53 5.0 Basin C8 8 C8 1.79 0.16 12.0 0.29 2.05 0.6 Notes: Street and Pipe C*A values are determined by Q/i using the catchment's intensity value. DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39817.00 7/27/23 X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Project Name:Front Range RV Boat and Storage Subdivision:RV & Boat Storage Project No.: Location:Fort Collins Calculated By:ARJ Design Storm:Checked By:0 Date: TRAVEL TIME STREET De s i g n P o i n t Ba s i n I D Ar e a ( a c ) Ru n o f f C o e f f . tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) tc ( m i n ) C* A ( a c ) I ( i n / h r ) Q ( c f s ) Qst r e e t ( c f s ) C* A ( a c ) Sl o p e ( % ) Qpi p e ( c f s ) C* A ( a c ) Sl o p e ( % ) Pi p e S i z e ( i n c h e s ) Le n g t h ( f t ) Ve l o c i t y ( f p s ) tt ( m i n ) REMARKS Type C inlet Basin C1 1 C1 0.70 0.96 5.0 0.67 9.95 6.7 Type C inlet Basin C2 2 C2 2.74 1.00 7.0 2.74 8.80 24.1 Type C inlet Basin C5 5 C5 0.33 1.00 5.0 0.33 9.95 3.3 Piped runoff basin C1,C2, and C5 5.1 7.0 3.74 8.80 32.9 32.9 0.5 150 1.4 1.8 Type C inlet Basin C3 3 C3 2.24 1.00 7.0 2.24 8.80 19.7 Type C inlet Basin C6 6 C6 0.68 1.00 5.0 0.68 9.95 6.8 Piped runoff basin C1,C2, C5, C3 and C6 6.1 9.0 6.66 8.03 53.5 53.5 0.5 215 1.4 2.5 Type C inlet Basin C4 4 C4 2.22 1.00 8.0 2.22 8.38 18.6 Type C inlet Basin C7 7 C7 1.06 1.00 5.0 1.06 9.95 10.5 Piped runoff basin C1,C2, C5, C3, C6, C4 AND C7 7.1 11.0 9.94 7.42 73.8 Basin OS1 9 OS1 21.90 0.19 22.0 4.11 5.32 21.9 Basin C8 8 C8 1.79 0.20 12.0 0.36 7.16 2.6 Notes: Street and Pipe C*A values are determined by Q/i using the catchment's intensity value. STORM DRAINAGE SYSTEM DESIGN STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE) 39817.00 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF 7/27/23 STREET X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 1 7/28/2023 Subdivision:RV & Boat Storage Project Name:Mountain Vista Property Location:Fort Collins Project No.:39817.00 Calculated By:JSC/ARJ Checked By:0 Date:7/19/23 7.1 DESIGN POINT DESIGN POINT DESIGN POINT Notes Q100 (cfs):73.8 Flows are the greater of proposed vs. future Conduit Pipe D c , Pipe Diameter (in):42 W , Box Width (ft):N/A H , Box Height (ft):N/A Y t , Tailwater Depth (ft):1.00 If unknown, use Y t /D c (or H )=0.4 Y t /Dc or Y t /H 0.29 Q/D2.5 or Q/(WH3/2)3.22 Supercritical?No Y n , Normal Depth (ft) [Supercritical]:1.00 D a ,H a (in) [Supercritical]:N/A D a =(D c +Y n )/2 Riprap d 50 (in) [Supercritical]:N/A Riprap d 50 (in) [Subcritical]:13.98 Required Riprap Size:H Fig. 9-38 or Fig. 9-36 d 50 (in):15 Expansion Factor, 1/(2 tan):6.00 Read from Fig. 9-35 or 9-36 0.08 Erosive Soils?No Area of Flow,A t (ft2):10.54 A t =Q/V Length of Protection, L p (ft):42.2 L=(1/(2 tan ))(At/Yt - D) Min Length (ft)10.5 Min L=3D or 3H Max Length (ft)35.0 Max L=10D or 10H Min Bottom Width,T (ft):10.5 T=2*(Lp*tan)+W Design Length (ft)35.0 Design Width (ft)10.5 Riprap Depth (in)30 Depth=2(d50) Type II Bedding Depth (in)*8 *Not used if Soil Riprap Cutoff Wall No Cutoff Wall Depth (ft)Depth of Riprap and Base Cutoff Wall Width (ft) Note: No Type II Base to be used if Soil Riprap is specified within the plans * For use when the flow in the culvert is supercritical (and less than full). STORM DRAIN SYSTEM PIPE OUTFALL RIPRAP SIZING CALCULATIONS X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 2 7/26/2023 X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 2 of 2 7/26/2023 Front Range Storage Preliminary Drainage Report 12 APPENDIX C – HYDRAULIC CALCULATIONS Project: Basin ID: Depth Increment =ft Watershed Information Top of Micropool --0.00 ------0 0.000 Selected BMP Type =EDB --0.11 ------168 0.004 9 0.000 Watershed Area =2.4 acres --1.11 ------13,523 0.310 6,855 0.157 Watershed Length =400 ft --2.11 ------38,778 0.890 33,005 0.758 Watershed Length to Centroid =240 ft --3.11 ------60,619 1.392 82,703 1.899 Watershed Slope =0.009 ft/ft --4.11 ------68,450 1.571 147,238 3.380 Watershed Imperviousness =75.00%percent --5.11 ------72,346 1.661 217,636 4.996 Percentage Hydrologic Soil Group A =0.0%percent --6.11 ------76,477 1.756 292,047 6.704 Percentage Hydrologic Soil Group B =0.0%percent -------- Percentage Hydrologic Soil Groups C/D =100.0%percent -------- Target WQCV Drain Time =40.0 hours -------- Location for 1-hr Rainfall Depths = User Input -------- -------- -------- Optional User Overrides -------- Water Quality Capture Volume (WQCV) =0.060 acre-feet acre-feet -------- Excess Urban Runoff Volume (EURV) =0.176 acre-feet acre-feet -------- 2-yr Runoff Volume (P1 = 0.82 in.) =0.110 acre-feet 0.82 inches -------- 5-yr Runoff Volume (P1 = 1.09 in.) =0.156 acre-feet inches -------- 10-yr Runoff Volume (P1 = 1.4 in.) =0.215 acre-feet 1.40 inches -------- 25-yr Runoff Volume (P1 = 1.69 in.) =0.277 acre-feet inches -------- 50-yr Runoff Volume (P1 = 1.99 in.) =0.337 acre-feet inches -------- 100-yr Runoff Volume (P1 = 2.86 in.) =0.517 acre-feet 2.86 inches -------- 500-yr Runoff Volume (P1 = 3.14 in.) =0.574 acre-feet inches -------- Approximate 2-yr Detention Volume =0.109 acre-feet -------- Approximate 5-yr Detention Volume =0.159 acre-feet -------- Approximate 10-yr Detention Volume =0.201 acre-feet -------- Approximate 25-yr Detention Volume =0.225 acre-feet -------- Approximate 50-yr Detention Volume =0.242 acre-feet -------- Approximate 100-yr Detention Volume =0.331 acre-feet -------- -------- Define Zones and Basin Geometry -------- Zone 1 Volume (WQCV) =0.060 acre-feet -------- Zone 2 Volume (User Defined - Zone 1) =0.000 acre-feet -------- Zone 3 Volume (100-year - Zones 1 & 2) =0.272 acre-feet -------- Total Detention Basin Volume =0.331 acre-feet -------- Initial Surcharge Volume (ISV) =user ft 3 -------- Initial Surcharge Depth (ISD) =user ft -------- Total Available Detention Depth (Htotal) =user ft -------- Depth of Trickle Channel (HTC) =user ft -------- Slope of Trickle Channel (STC) =user ft/ft -------- Slopes of Main Basin Sides (Smain) =user H:V -------- Basin Length-to-Width Ratio (RL/W) =user -------- -------- Initial Surcharge Area (AISV) =user ft 2 -------- Surcharge Volume Length (LISV) =user ft -------- Surcharge Volume Width (WISV) =user ft -------- Depth of Basin Floor (HFLOOR) =user ft -------- Length of Basin Floor (LFLOOR) =user ft -------- Width of Basin Floor (WFLOOR) =user ft -------- Area of Basin Floor (AFLOOR) =user ft 2 -------- Volume of Basin Floor (VFLOOR) =user ft 3 -------- Depth of Main Basin (HMAIN) =user ft -------- Length of Main Basin (LMAIN) =user ft -------- Width of Main Basin (WMAIN) =user ft -------- Area of Main Basin (AMAIN) =user ft 2 -------- Volume of Main Basin (VMAIN) =user ft 3 -------- Calculated Total Basin Volume (Vtotal) =user acre-feet -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Front Range RV Boat and Storage Note and Impervious area were adjusted to Calc. WQCV to equal 0.06 Acre-ft MHFD-Detention, Version 4.06 (July 2022) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. ExampleZone Configuration (Retention Pond) 3981700 MHFD-Detention_v4-06 (9).xlsm, Basin 7/28/2023, 2:48 PM 1 User Defined Stage-Area Booleans for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Watershed Lc:L Watershed Slope 0 Calc_S_TC Booleans for CUHP 1 CUHP Inputs Complete H_FLOOR 1 CUHP Results Calculated L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 0.73 Zone 1 (WQCV)0.73 Zone 1 (WQCV) 0.73 Zone 2 (User)0.73 Zone 1 (WQCV) 1.52 Zone 3 (100-year)1.52 Zone 3 (100-year) DETENTION BASIN STAGE-STORAGE TABLE BUILDER MHFD-Detention, Version 4.06 (July 2022) 0.000 1.680 3.360 5.040 6.720 0.000 0.440 0.880 1.320 1.760 0.00 2.00 4.00 6.00 8.00 Vo l u m e ( a c - f t ) Ar e a ( a c r e s ) Stage (ft.) Area (acres)Volume (ac-ft) 0 19200 38400 57600 76800 0 5 10 15 20 0.00 2.00 4.00 6.00 8.00 Ar e a ( s q . f t . ) Le n g t h , W i d t h ( f t . ) Stage (ft) Length (ft)Width (ft)Area (sq.ft.) 3981700 MHFD-Detention_v4-06 (9).xlsm, Basin 7/28/2023, 2:48 PM Project: Basin ID: Estimated Estimated Stage (ft)Volume (ac-ft)Outlet Type Zone 1 (WQCV)0.73 0.060 Orifice Plate Zone 2 (User)0.73 0.000 Zone 3 (100-year)1.52 0.272 Total (all zones)0.331 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth =N/A ft (distance below the filtration media surface)Underdrain Orifice Area =N/A ft2 Underdrain Orifice Diameter =N/A inches Underdrain Orifice Centroid =N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Centroid of Lowest Orifice =0.00 ft (relative to basin bottom at Stage = 0 ft)WQ Orifice Area per Row =3.056E-03 ft2 Depth at top of Zone using Orifice Plate =0.73 ft (relative to basin bottom at Stage = 0 ft)Elliptical Half-Width =N/A feet Orifice Plate: Orifice Vertical Spacing =2.90 inches Elliptical Slot Centroid =N/A feet Orifice Plate: Orifice Area per Row =0.44 sq. inches (diameter = 3/4 inch)Elliptical Slot Area =N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required)Row 2 (optional)Row 3 (optional)Row 4 (optional)Row 5 (optional)Row 6 (optional)Row 7 (optional)Row 8 (optional) Stage of Orifice Centroid (ft)0.00 0.24 0.49 Orifice Area (sq. inches)0.44 0.44 0.44 Row 9 (optional)Row 10 (optional)Row 11 (optional)Row 12 (optional)Row 13 (optional)Row 14 (optional)Row 15 (optional)Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice =0.75 1.10 ft (relative to basin bottom at Stage = 0 ft)Vertical Orifice Area =0.05 0.05 Depth at top of Zone using Vertical Orifice =1.00 1.35 ft (relative to basin bottom at Stage = 0 ft)Vertical Orifice Centroid =0.13 0.13 Vertical Orifice Diameter =3.00 3.00 inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe)Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho =3.25 ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =3.25 Overflow Weir Front Edge Length =5.00 feet Overflow Weir Slope Length =5.00 Overflow Weir Grate Slope =0.00 H:V Grate Open Area / 100-yr Orifice Area =9.85 Horiz. Length of Weir Sides =5.00 feet Overflow Grate Open Area w/o Debris =17.40 Overflow Grate Type =Type C Grate Overflow Grate Open Area w/ Debris =17.40 Debris Clogging % =0%% User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe =0.00 ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =1.77 Circular Orifice Diameter =18.00 inches Outlet Orifice Centroid =0.75 Half-Central Angle of Restrictor Plate on Pipe =N/A N/A User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage=5.11 ft (relative to basin bottom at Stage = 0 ft)Spillway Design Flow Depth=0.05 feet Spillway Crest Length =239.00 feet Stage at Top of Freeboard =5.16 feet Spillway End Slopes =4.00 H:V Basin Area at Top of Freeboard =1.67 acres Freeboard above Max Water Surface =feet Basin Volume at Top of Freeboard =5.08 acre-ft Max Ponding Depth of Target Storage Volume =1.73 feet Discharge at Top of Freeboard =17.87 cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year One-Hour Rainfall Depth (in) =N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 CUHP Runoff Volume (acre-ft) =0.060 0.176 0.110 0.156 0.215 0.277 0.337 0.517 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.110 0.156 0.215 0.277 0.337 0.517 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.0 0.2 0.7 1.4 2.0 3.7 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.01 0.08 0.28 0.60 0.83 1.56 Peak Inflow Q (cfs) =N/A N/A 1.8 2.6 3.5 4.6 5.6 8.7 Peak Outflow Q (cfs) =0.0 0.2 0.1 0.1 0.2 0.3 0.3 0.4 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.7 0.3 0.2 0.2 0.1 Structure Controlling Flow =Plate Vertical Orifice 2 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 2 Vertical Orifice 2 Vertical Orifice 2 Vertical Orifice 2 Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =38 52 50 52 54 55 55 56 Time to Drain 99% of Inflow Volume (hours) =40 57 54 57 60 61 62 65 Maximum Ponding Depth (ft) =0.73 1.17 0.91 1.05 1.21 1.34 1.45 1.73 Area at Maximum Ponding Depth (acres) =0.19 0.35 0.25 0.29 0.36 0.44 0.50 0.66 Maximum Volume Stored (acre-ft) =0.062 0.177 0.099 0.139 0.188 0.240 0.291 0.455 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.06 (July 2022) Front Range RV Boat and Storage Note and Impervious area were adjusted to Calc. WQCV to equal 0.06 Acre-ft The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) 3981700 MHFD-Detention_v4-06 (9).xlsm, Outlet Structure 7/28/2023, 3:53 PM Calculated Parameters for Vertical Orifice ft2 feet Calculated Parameters for Overflow Weir feet feet ft2 ft2 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate ft2 feet radians 500 Year 3.14 0.574 0.574 4.3 1.78 9.6 0.5 0.1 Vertical Orifice 2 N/A N/A 56 66 1.80 0.71 0.510 3981700 MHFD-Detention_v4-06 (9).xlsm, Outlet Structure 7/28/2023, 3:53 PM COUNTA for Basin Tab =1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain =0 0.11(diameter = 3/8 inch)2 2 2 Count_WQPlate =1 0.14(diameter = 7/16 inch) Count_VertOrifice1 =1 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 =1 0.24(diameter = 9/16 inch)2 1 5yr, <72hr 0 Count_Weir1 =1 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 =0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 =1 0.42(diameter = 3/4 inch)WQCV 74 Count_OutletPipe2 =0 0.50(diameter = 13/16 inch)2 Year 92 COUNTA_2 (Standard FSD Setup)=1 0.58(diameter = 7/8 inch)EURV 118 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 106 MaxPondDepth_Error?FALSE 0.76 (diameter = 1 inch)10 Year 122 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 135 0.05 WQ Plate Flow at 100yr depth =0.05 0.97(diameter = 1-1/8 inches)50 Year 146 CLOG #1=100%1.08(diameter = 1-3/16 inches)100 Year 174 1 Z1_Boolean n*Cdw #1 =0.60 1.20(diameter = 1-1/4 inches)500 Year 181 0 Z2_Boolean n*Cdo #1 =0.74 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 0 Z3_Boolean Overflow Weir #1 Angle =0.000 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2=100%1.59(diameter = 1-7/16 inches)Draintime Running n*Cdw #2 =0.00 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) n*Cdo #2 =0.00 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 1 1 3 Overflow Weir #2 Angle =0.000 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 1 2 Boolean Underdrain Q at 100yr depth =0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 1 3 0 Max Depth VertOrifice1 Q at 100yr depth =0.22 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth =0.17 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 1 3 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) =1 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) =1 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)=0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)=1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping Vertical Orifice 2 S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 230,000 20 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.06 (July 2022) 0 2 4 6 8 10 12 0.1 1 10 FL O W [ c f s ] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 2 4 6 8 10 12 14 16 18 20 0 50,000 100,000 150,000 200,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OU T F L O W [ c f s ] AR E A [ f t ^ 2 ] , V O L U M E [ f t ^ 3 ] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] 3981700 MHFD-Detention_v4-06 (9).xlsm, Outlet Structure 7/28/2023, 3:53 PM Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs]EURV [cfs]2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.13 0:15:00 0.00 0.00 0.09 0.28 0.47 0.32 0.47 0.70 0.81 0:20:00 0.00 0.00 0.71 1.03 1.38 0.91 1.14 1.70 1.92 0:25:00 0.00 0.00 1.57 2.27 3.17 2.03 2.51 3.82 4.32 0:30:00 0.00 0.00 1.82 2.56 3.48 4.33 5.32 7.89 8.77 0:35:00 0.00 0.00 1.64 2.28 3.08 4.60 5.60 8.69 9.62 0:40:00 0.00 0.00 1.44 1.95 2.64 4.31 5.23 8.03 8.88 0:45:00 0.00 0.00 1.18 1.64 2.24 3.74 4.53 7.17 7.93 0:50:00 0.00 0.00 0.98 1.39 1.86 3.28 3.96 6.22 6.88 0:55:00 0.00 0.00 0.85 1.20 1.62 2.69 3.25 5.26 5.82 1:00:00 0.00 0.00 0.75 1.06 1.45 2.30 2.79 4.63 5.13 1:05:00 0.00 0.00 0.67 0.93 1.28 2.00 2.43 4.16 4.60 1:10:00 0.00 0.00 0.54 0.81 1.13 1.65 2.01 3.32 3.68 1:15:00 0.00 0.00 0.44 0.68 1.00 1.35 1.64 2.63 2.91 1:20:00 0.00 0.00 0.38 0.58 0.87 1.05 1.28 1.93 2.14 1:25:00 0.00 0.00 0.34 0.53 0.75 0.86 1.05 1.46 1.62 1:30:00 0.00 0.00 0.32 0.50 0.67 0.71 0.86 1.17 1.30 1:35:00 0.00 0.00 0.32 0.47 0.61 0.61 0.74 0.99 1.10 1:40:00 0.00 0.00 0.31 0.42 0.57 0.55 0.66 0.86 0.96 1:45:00 0.00 0.00 0.30 0.39 0.54 0.51 0.61 0.78 0.87 1:50:00 0.00 0.00 0.30 0.36 0.52 0.48 0.57 0.72 0.80 1:55:00 0.00 0.00 0.26 0.34 0.49 0.46 0.55 0.68 0.76 2:00:00 0.00 0.00 0.23 0.31 0.44 0.44 0.53 0.66 0.74 2:05:00 0.00 0.00 0.16 0.23 0.32 0.32 0.38 0.48 0.53 2:10:00 0.00 0.00 0.12 0.16 0.23 0.23 0.27 0.34 0.38 2:15:00 0.00 0.00 0.08 0.11 0.16 0.16 0.19 0.24 0.27 2:20:00 0.00 0.00 0.06 0.08 0.11 0.11 0.13 0.17 0.19 2:25:00 0.00 0.00 0.04 0.05 0.07 0.07 0.09 0.11 0.13 2:30:00 0.00 0.00 0.02 0.03 0.05 0.05 0.06 0.08 0.09 2:35:00 0.00 0.00 0.01 0.02 0.03 0.03 0.04 0.05 0.05 2:40:00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.03 0.03 2:45:00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 2:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN 3981700 MHFD-Detention_v4-06 (9).xlsm, Outlet Structure 7/28/2023, 3:53 PM Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft][ft 2][acres][ft 3][ac-ft][cfs] For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). DETENTION BASIN OUTLET STRUCTURE DESIGN Stage - Storage Description MHFD-Detention, Version 4.06 (July 2022) 3981700 MHFD-Detention_v4-06 (9).xlsm, Outlet Structure 7/28/2023, 3:53 PM Project Name:Polestar Subdivision:Polestar Project No.: Location:Fort Collins Calculated By:ARJ Checked By:0 Date:7/26/23 Head (ft)Discharge (cfs) 0 0.00 0.5 0.02 0.9 0.07 1 0.12 1.5 0.36 2 0.52 2.5 0.63 3 0.73 3.5 8.87 4 15.34 4.5 16.48 5 17.54 5.5 18.54 6 19.50 6.11 19.70 Orifice plate, 18" Pipe and Overflow Structure O1_OUTLET Stage Discharge 39797.01 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Jul 27 2023 OVERFLOW CHANNEL Trapezoidal Bottom Width (ft)= 35.00 Side Slopes (z:1)= 4.00, 4.00 Total Depth (ft)= 3.00 Invert Elev (ft)= 4980.00 Slope (%)= 0.50 N-Value = 0.040 Calculations Compute by:Known Q Known Q (cfs)= 228.26 Highlighted Depth (ft)= 1.66 Q (cfs)= 228.26 Area (sqft)= 69.12 Velocity (ft/s)= 3.30 Wetted Perim (ft)= 48.69 Crit Depth, Yc (ft)= 1.06 Top Width (ft)= 48.28 EGL (ft)= 1.83 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Elev (ft)Depth (ft)Section 4979.00 -1.00 4980.00 0.00 4981.00 1.00 4982.00 2.00 4983.00 3.00 4984.00 4.00 Reach (ft) REQUIRED FRONT RANGE RV BOAT STORAGE - DETENTION POND VOLUME The onsite detention for the site i.e. the required runoff difference between the 100 year developed inflow rate and the 2-year historic runoff is 2.82 Acre-ft. O1 - 100 year developed inflow 0.94*106 Gallons of total runoff EO1 - 2-year existing inflow 0.02*106 Gallons of total runoff (0.94*106 - 0.02*106) gallons (𝟎𝒆𝒓𝟑 𝟑.𝟑𝟑𝟎𝟑𝒆𝒂𝒍𝒍𝒏𝒏𝒓)* (𝟎𝒂𝒄𝒓𝒆 𝟑𝟑,𝟑𝟑𝟎𝒆𝒓𝟑) = 2.82 Acre-ft. O1 -100 year Peak Runoff – 71.32 CFS EO1 - 2 year Peak Runoff – 2.07 CFS 100 yr Proposed EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1) ------------------------------------------------------------ INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 4 Number of nodes ........... 8 Number of links ........... 7 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ----------------------------------------------------------------------- - 1 1-2yr INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------- ------------------------------------ SB102 285.30 13436.00 5.00 0.6000 1 7102 EX3 31.40 1059.96 2.00 1.0000 1 914 EX2 50.10 2929.34 11.00 0.8000 1 799 EO1 11.80 658.98 6.20 0.6300 1 914 ************ Node Summary ************ Invert Max. Ponded External 100 yr Proposed Name Type Elev. Depth Area Inflow ----------------------------------------------------------------------- -------- 547 JUNCTION 4991.83 12.00 0.0 548 JUNCTION 4992.64 5.00 0.0 559 JUNCTION 5009.90 12.00 0.0 799 JUNCTION 4986.42 12.00 0.0 7102 JUNCTION 5006.05 12.00 0.0 913 OUTFALL 4972.72 5.00 0.0 914 OUTFALL 4972.49 12.00 0.0 608 DIVIDER 4993.01 12.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ----------------------------------------------------------------------- ---------------------- 99 799 914 CONDUIT 951.6 1.4640 0.0400 102 7102 608 CONDUIT 2957.0 0.4410 0.0400 299 547 799 CONDUIT 1291.7 0.4188 0.0350 302 559 7102 CONDUIT 2436.8 0.1580 0.0400 567 548 913 CONDUIT 2331.3 0.8545 0.0350 608D 608 547 CONDUIT 383.7 0.3075 0.0100 608L 608 548 CONDUIT 500.0 0.0740 0.0100 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow ----------------------------------------------------------------------- ---------------- 99 2:2:2:0.04:2:10:60:100:0.06:10 12.00 8112.00 2.79 1610.00 1 72273.16 102 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 49259.10 299 5:2:2:0.035:2:13:10:10:0.06:10 12.00 1148.00 3.04 213.00 1 6617.38 302 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 29484.37 100 yr Proposed 567 TRAPEZOIDAL 5.00 155.00 2.51 61.00 1 1122.63 608D DUMMY 0.00 0.00 0.00 0.00 1 0.00 608L DUMMY 0.00 0.00 0.00 0.00 1 0.00 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 01/28/2013 00:00:00 Ending Date .............. 01/30/2013 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:01:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 5.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 30.866 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 29.070 0.921 Surface Runoff ........... 1.623 0.051 Final Storage ............ 0.174 0.006 Continuity Error (%) ..... -0.005 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 1.623 0.529 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 1.805 0.588 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 100 yr Proposed Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.026 0.008 Continuity Error (%) ..... -12.754 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.00 sec Average Time Step : 5.00 sec Maximum Time Step : 5.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ----------------------------------------------------------------------- ------------------------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ----------------------------------------------------------------------- ------------------------------------------------------- SB102 0.98 0.00 0.00 0.93 0.04 0.00 0.05 0.36 40.42 0.047 EX3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.02 1.82 0.020 EX2 0.98 0.00 0.00 0.87 0.10 0.00 0.10 0.14 15.21 0.102 EO1 0.98 0.00 0.00 0.92 0.05 0.00 0.06 0.02 2.07 0.058 ****************** Node Depth Summary ****************** ----------------------------------------------------------------------- ---------- 100 yr Proposed Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet ----------------------------------------------------------------------- ---------- 547 JUNCTION 0.02 1.10 4992.93 0 06:47 1.10 548 JUNCTION 0.01 0.58 4993.22 0 06:47 0.58 559 JUNCTION 0.00 0.00 5009.90 0 00:00 0.00 799 JUNCTION 0.20 1.23 4987.65 0 06:55 1.23 7102 JUNCTION 0.23 2.17 5008.22 0 06:40 2.17 913 OUTFALL 0.02 0.51 4973.23 0 07:04 0.51 914 OUTFALL 0.03 1.22 4973.71 0 06:57 1.22 608 DIVIDER 0.04 1.75 4994.76 0 06:47 1.75 ******************* Node Inflow Summary ******************* ----------------------------------------------------------------------- -------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ----------------------------------------------------------------------- -------------------------- 547 JUNCTION 0.00 18.66 0 06:47 0 0.309 0.000 548 JUNCTION 0.00 4.84 0 06:47 0 0.0801 0.000 559 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 799 JUNCTION 15.21 19.94 0 06:55 0.136 0.462 0.000 7102 JUNCTION 40.42 40.42 0 06:40 0.358 0.358 0.000 913 OUTFALL 0.00 3.62 0 07:04 0 0.0925 0.000 100 yr Proposed 914 OUTFALL 3.89 20.40 0 06:57 0.0351 0.496 0.000 608 DIVIDER 0.00 23.50 0 06:47 0 0.389 0.000 ********************* Node Flooding Summary ********************* No nodes were flooded. *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 913 13.86 0.46 3.62 0.092 914 8.87 3.84 20.40 0.496 ----------------------------------------------------------- System 11.36 4.30 23.69 0.588 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------- ------ Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------- ------ 99 CHANNEL 19.64 0 06:57 3.74 0.00 0.10 102 CHANNEL 23.50 0 06:47 3.11 0.00 0.14 299 CHANNEL 16.67 0 06:55 2.43 0.00 0.09 302 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 567 CONDUIT 3.62 0 07:04 2.11 0.00 0.10 608D DUMMY 18.66 0 06:47 608L DUMMY 4.84 0 06:47 100 yr Proposed ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Aug 22 08:41:49 2023 Analysis ended on: Tue Aug 22 08:41:50 2023 Total elapsed time: 00:00:01 2 Year Proposed EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1) ------------------------------------------------------------ INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 4 Number of nodes ........... 9 Number of links ........... 9 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ----------------------------------------------------------------------- - 1 2-Year INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------- ------------------------------------ SB102 285.30 13436.00 5.00 0.6000 1 7102 EX3 21.90 1059.96 2.00 1.0000 1 P1 EX2 50.10 2929.34 11.00 0.8000 1 799 O1 11.80 856.68 61.30 0.5500 1 P1 ************ Node Summary ************ Invert Max. Ponded External 2 Year Proposed Name Type Elev. Depth Area Inflow ----------------------------------------------------------------------- -------- 547 JUNCTION 4991.83 12.00 0.0 548 JUNCTION 4992.64 5.00 0.0 559 JUNCTION 5009.90 12.00 0.0 799 JUNCTION 4986.42 12.00 0.0 7102 JUNCTION 5006.05 12.00 0.0 913 OUTFALL 4972.72 5.00 0.0 914 OUTFALL 4972.49 0.00 0.0 608 DIVIDER 4993.01 12.00 0.0 P1 STORAGE 4975.89 6.11 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ----------------------------------------------------------------------- ---------------------- M99 799 P1 CONDUIT 951.6 0.7661 0.0400 102 7102 608 CONDUIT 2957.0 0.4410 0.0400 299 547 799 CONDUIT 1291.7 0.4188 0.0350 302 559 7102 CONDUIT 2436.8 0.1580 0.0400 567 548 913 CONDUIT 2331.3 0.8545 0.0350 608D 608 547 CONDUIT 383.7 0.3075 0.0100 608L 608 548 CONDUIT 500.0 0.0740 0.0100 Weir P1 914 WEIR O1 P1 914 OUTLET ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow ----------------------------------------------------------------------- ---------------- M99 TRAPEZOIDAL 4.00 204.00 3.00 67.00 1 1379.99 102 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 49259.10 2 Year Proposed 299 5:2:2:0.035:2:13:10:10:0.06:10 12.00 1148.00 3.04 213.00 1 6617.38 302 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 29484.37 567 TRAPEZOIDAL 5.00 155.00 2.51 61.00 1 1122.63 608D DUMMY 0.00 0.00 0.00 0.00 1 0.00 608L DUMMY 0.00 0.00 0.00 0.00 1 0.00 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 01/28/2013 00:00:00 Ending Date .............. 02/02/2013 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:01:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 5.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 30.092 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 27.781 0.903 Surface Runoff ........... 2.086 0.068 Final Storage ............ 0.226 0.007 Continuity Error (%) ..... -0.005 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 2.086 0.680 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 2 Year Proposed External Inflow .......... 0.000 0.000 External Outflow ......... 2.355 0.767 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.062 0.020 Final Stored Volume ...... 0.020 0.007 Continuity Error (%) ..... -10.577 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.00 sec Average Time Step : 5.00 sec Maximum Time Step : 5.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ----------------------------------------------------------------------- ------------------------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ----------------------------------------------------------------------- ------------------------------------------------------- SB102 0.98 0.00 0.00 0.93 0.04 0.00 0.05 0.36 40.42 0.047 EX3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.28 0.021 EX2 0.98 0.00 0.00 0.87 0.10 0.00 0.10 0.14 15.21 0.102 O1 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.17 13.29 0.554 ****************** Node Depth Summary ****************** 2 Year Proposed ----------------------------------------------------------------------- ---------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet ----------------------------------------------------------------------- ---------- 547 JUNCTION 0.01 1.10 4992.93 0 06:47 1.10 548 JUNCTION 0.01 0.58 4993.22 0 06:47 0.58 559 JUNCTION 0.00 0.00 5009.90 0 00:00 0.00 799 JUNCTION 0.01 1.03 4987.45 0 06:55 1.03 7102 JUNCTION 0.24 2.17 5008.22 0 06:40 2.17 913 OUTFALL 0.01 0.51 4973.23 0 07:04 0.51 914 OUTFALL 0.00 0.00 4972.49 0 00:00 0.00 608 DIVIDER 0.02 1.75 4994.76 0 06:47 1.75 P1 STORAGE 0.97 3.04 4978.93 0 08:55 3.04 ******************* Node Inflow Summary ******************* ----------------------------------------------------------------------- -------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ----------------------------------------------------------------------- -------------------------- 547 JUNCTION 0.00 18.66 0 06:47 0 0.309 0.000 548 JUNCTION 0.00 4.84 0 06:47 0 0.0801 0.000 559 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 2 Year Proposed 799 JUNCTION 15.21 19.94 0 06:55 0.136 0.462 0.000 7102 JUNCTION 40.42 40.42 0 06:40 0.358 0.358 0.000 913 OUTFALL 0.00 3.62 0 07:04 0 0.0925 0.000 914 OUTFALL 0.00 1.43 0 08:55 0 0.675 0.000 608 DIVIDER 0.00 23.50 0 06:47 0 0.389 0.000 P1 STORAGE 14.57 23.70 0 06:59 0.186 0.675 0.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ----------------------------------------------------------------------- --------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS ----------------------------------------------------------------------- --------------------------- P1 13.670 5 0 0 78.676 27 0 08:55 1.43 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 913 5.94 0.46 3.62 0.092 914 78.50 0.25 1.43 0.675 ----------------------------------------------------------- System 42.22 0.71 4.19 0.767 2 Year Proposed ******************** Link Flow Summary ******************** ----------------------------------------------------------------------- ------ Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------- ------ M99 CONDUIT 19.09 0 07:01 1.61 0.01 0.08 102 CHANNEL 23.50 0 06:47 3.11 0.00 0.14 299 CHANNEL 16.67 0 06:55 2.43 0.00 0.09 302 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 567 CONDUIT 3.62 0 07:04 2.11 0.00 0.10 608D DUMMY 18.66 0 06:47 608L DUMMY 4.84 0 06:47 Weir WEIR 0.00 0 00:00 0.00 O1 DUMMY 1.43 0 08:55 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Aug 22 08:44:57 2023 Analysis ended on: Tue Aug 22 08:44:58 2023 Total elapsed time: 00:00:01 2 Year Proposed 100 Year Existing Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1) ------------------------------------------------------------ INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 4 Number of nodes ........... 8 Number of links ........... 7 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ----------------------------------------------------------------------- - 1 1-100yr INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------- ------------------------------------ SB102 285.30 13436.00 5.00 0.6000 1 7102 EX3 31.40 1059.96 2.00 1.0000 1 914 EX2 50.10 2929.34 11.00 0.8000 1 799 EO1 11.80 658.98 6.20 0.6300 1 914 ************ Node Summary ************ Invert Max. Ponded External 100 Year Existing Results Name Type Elev. Depth Area Inflow ----------------------------------------------------------------------- -------- 547 JUNCTION 4991.83 12.00 0.0 548 JUNCTION 4992.64 5.00 0.0 559 JUNCTION 5009.90 12.00 0.0 799 JUNCTION 4986.42 12.00 0.0 7102 JUNCTION 5006.05 12.00 0.0 913 OUTFALL 4972.72 5.00 0.0 914 OUTFALL 4972.49 12.00 0.0 608 DIVIDER 4993.01 12.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ----------------------------------------------------------------------- ---------------------- 99 799 914 CONDUIT 951.6 1.4640 0.0400 102 7102 608 CONDUIT 2957.0 0.4410 0.0400 299 547 799 CONDUIT 1291.7 0.4188 0.0350 302 559 7102 CONDUIT 2436.8 0.1580 0.0400 567 548 913 CONDUIT 2331.3 0.8545 0.0350 608D 608 547 CONDUIT 383.7 0.3075 0.0100 608L 608 548 CONDUIT 500.0 0.0740 0.0100 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 01/28/2013 00:00:00 Ending Date .............. 01/30/2013 06:00:00 100 Year Existing Results Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:01:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 5.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 115.762 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 66.632 2.112 Surface Runoff ........... 48.965 1.552 Final Storage ............ 0.174 0.006 Continuity Error (%) ..... -0.008 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 48.965 15.956 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 51.555 16.800 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.026 0.008 Continuity Error (%) ..... -5.343 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.00 sec Average Time Step : 5.00 sec Maximum Time Step : 5.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary 100 Year Existing Results *************************** ----------------------------------------------------------------------- ------------------------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ----------------------------------------------------------------------- ------------------------------------------------------- SB102 3.67 0.00 0.00 2.15 0.18 1.34 1.52 11.75 308.89 0.413 EX3 3.67 0.00 0.00 2.27 0.07 1.33 1.40 1.19 26.40 0.381 EX2 3.67 0.00 0.00 1.83 0.39 1.44 1.83 2.49 95.74 0.499 EO1 3.67 0.00 0.00 2.02 0.22 1.42 1.64 0.53 15.58 0.447 ****************** Node Depth Summary ****************** ----------------------------------------------------------------------- ---------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet ----------------------------------------------------------------------- ---------- 547 JUNCTION 0.16 3.23 4995.06 0 07:26 3.23 548 JUNCTION 0.07 1.48 4994.12 0 07:26 1.48 559 JUNCTION 0.00 0.00 5009.90 0 00:00 0.00 799 JUNCTION 0.34 3.22 4989.64 0 07:32 3.22 7102 JUNCTION 0.36 3.28 5009.33 0 06:40 3.28 913 OUTFALL 0.08 1.48 4974.20 0 07:35 1.48 914 OUTFALL 0.16 2.82 4975.31 0 07:32 2.82 608 DIVIDER 0.18 3.12 4996.13 0 07:26 3.12 100 Year Existing Results ******************* Node Inflow Summary ******************* ----------------------------------------------------------------------- -------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ----------------------------------------------------------------------- -------------------------- 547 JUNCTION 0.00 186.01 0 07:26 0 9.94 0.000 548 JUNCTION 0.00 48.20 0 07:26 0 2.58 0.000 559 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 799 JUNCTION 95.74 228.73 0 07:25 2.49 12.5 -0.000 7102 JUNCTION 308.89 308.89 0 06:40 11.7 11.7 0.000 913 OUTFALL 0.00 47.97 0 07:35 0 2.61 0.000 914 OUTFALL 39.92 259.38 0 07:30 1.72 14.2 0.000 608 DIVIDER 0.00 234.21 0 07:26 0 12.5 0.000 ********************* Node Flooding Summary ********************* No nodes were flooded. *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 913 17.46 10.27 47.97 2.607 914 12.21 79.90 259.38 14.192 ----------------------------------------------------------- System 14.84 90.17 307.08 16.799 100 Year Existing Results ******************** Link Flow Summary ******************** ----------------------------------------------------------------------- ------ Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------- ------ 99 CHANNEL 228.36 0 07:32 4.97 0.00 0.23 102 CHANNEL 234.21 0 07:26 5.08 0.00 0.26 299 CHANNEL 185.67 0 07:32 3.91 0.03 0.27 302 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 567 CONDUIT 47.97 0 07:35 3.32 0.04 0.30 608D DUMMY 186.01 0 07:26 608L DUMMY 48.20 0 07:26 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Aug 21 16:58:27 2023 Analysis ended on: Mon Aug 21 16:58:28 2023 Total elapsed time: 00:00:01 100 Proposed Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1) ------------------------------------------------------------ INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 4 Number of nodes ........... 9 Number of links ........... 9 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ 1 1-100yr INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ------------------------------------------------------------------------------------- ---------------------- SB102 285.30 13436.00 5.00 0.6000 1 7102 EX3 21.90 1059.96 2.00 1.0000 1 P1 EX2 50.10 2929.34 11.00 0.8000 1 799 O1 11.80 856.68 61.30 0.5500 1 P1 ************ Node Summary ************ 100 Proposed Results Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- 547 JUNCTION 4991.83 12.00 0.0 548 JUNCTION 4992.64 5.00 0.0 559 JUNCTION 5009.90 12.00 0.0 799 JUNCTION 4986.42 12.00 0.0 7102 JUNCTION 5006.05 12.00 0.0 913 OUTFALL 4972.72 5.00 0.0 914 OUTFALL 4972.49 0.00 0.0 608 DIVIDER 4993.01 12.00 0.0 P1 STORAGE 4975.89 6.11 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ------------------------------------------------------------------------------------- -------- M99 799 P1 CONDUIT 951.6 0.7661 0.0400 102 7102 608 CONDUIT 2957.0 0.4410 0.0400 299 547 799 CONDUIT 1291.7 0.4188 0.0350 302 559 7102 CONDUIT 2436.8 0.1580 0.0400 567 548 913 CONDUIT 2331.3 0.8545 0.0350 608D 608 547 CONDUIT 383.7 0.3075 0.0100 608L 608 548 CONDUIT 500.0 0.0740 0.0100 Weir P1 914 WEIR O1 P1 914 OUTLET ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow 100 Proposed Results ------------------------------------------------------------------------------------- -- M99 TRAPEZOIDAL 4.00 204.00 3.00 67.00 1 1379.99 102 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 49259.10 299 5:2:2:0.035:2:13:10:10:0.06:10 12.00 1148.00 3.04 213.00 1 6617.38 302 2:2:2:0.04:2:10:100:100:0.06:10 12.00 10112.00 2.77 2010.00 1 29484.37 567 TRAPEZOIDAL 5.00 155.00 2.51 61.00 1 1122.63 608D DUMMY 0.00 0.00 0.00 0.00 1 0.00 608L DUMMY 0.00 0.00 0.00 0.00 1 0.00 ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.00 sec Average Time Step : 5.00 sec Maximum Time Step : 5.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------- ----------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------- ----------------------------------------- SB102 3.67 0.00 0.00 2.15 0.18 1.34 1.52 11.75 308.89 0.413 EX3 3.67 0.00 0.00 2.09 0.07 1.50 1.57 0.94 24.53 0.429 100 Proposed Results EX2 3.67 0.00 0.00 1.83 0.39 1.44 1.83 2.49 95.74 0.499 O1 3.67 0.00 0.00 0.67 2.19 0.75 2.94 0.94 71.32 0.802 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- 547 JUNCTION 0.07 3.23 4995.06 0 07:26 3.23 548 JUNCTION 0.03 1.48 4994.12 0 07:26 1.48 559 JUNCTION 0.00 0.00 5009.90 0 00:00 0.00 799 JUNCTION 0.07 3.22 4989.64 0 07:32 3.22 7102 JUNCTION 0.29 3.28 5009.33 0 06:40 3.28 913 OUTFALL 0.03 1.48 4974.20 0 07:35 1.48 914 OUTFALL 0.00 0.00 4972.49 0 00:00 0.00 608 DIVIDER 0.08 3.12 4996.13 0 07:26 3.12 P1 STORAGE 1.17 5.58 4981.47 0 07:26 5.58 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- ------------ Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------- ------------ 547 JUNCTION 0.00 186.01 0 07:26 0 9.94 0.000 548 JUNCTION 0.00 48.20 0 07:26 0 2.58 0.000 100 Proposed Results 559 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 799 JUNCTION 95.74 228.73 0 07:25 2.49 12.5 0.000 7102 JUNCTION 308.89 308.89 0 06:40 11.7 11.7 0.000 913 OUTFALL 0.00 47.97 0 07:35 0 2.61 0.000 914 OUTFALL 0.00 257.62 0 07:26 0 14.4 0.000 608 DIVIDER 0.00 234.21 0 07:26 0 12.5 0.000 P1 STORAGE 92.40 257.76 0 07:25 1.88 14.4 0.010 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------- ------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft ｳ Full Loss Loss 1000 ft ｳ Full days hr:min CFS ------------------------------------------------------------------------------------- ------------- P1 22.552 8 0 0 252.114 86 0 07:26 257.62 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total 100 Proposed Results Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 913 7.48 10.27 47.97 2.607 914 81.95 5.17 257.62 14.382 ----------------------------------------------------------- System 44.72 15.44 304.91 16.990 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- M99 CONDUIT 228.62 0 07:29 3.82 0.17 0.37 102 CHANNEL 234.21 0 07:26 5.08 0.00 0.26 299 CHANNEL 185.67 0 07:32 3.91 0.03 0.27 302 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 567 CONDUIT 47.97 0 07:35 3.32 0.04 0.30 608D DUMMY 186.01 0 07:26 608L DUMMY 48.20 0 07:26 Weir WEIR 238.92 0 07:26 0.00 O1 DUMMY 18.69 0 07:26 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Aug 21 17:11:23 2023 Analysis ended on: Mon Aug 21 17:11:24 2023 Total elapsed time: 00:00:01 Front Range Storage Preliminary Drainage Report 13 APPENDIX D – WATER QUALITY CALCULATIONS Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.:39817.00 Calculated By:ARJ Checked By:0 Date:7/27/23 Basin Area (ac)% Imp. C1 0.70 64.0% C2 2.74 74.9% C3 2.24 75.0% C4 2.22 67.4% C5 0.33 68.8% C6 0.68 77.4% C7 1.06 67.9% Total 9.97 71.7% WQCV Drain Time (hr):12 Coefficient, a (Figure 3.2):0.8 WQCV (in):0.23 WQCV (ac-ft):0.23 WQCV @ 75% (ac-ft)0.18 WQ Pond Tributary Areas 75% - Water Quality ADS ISOLATOR ROWS X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 7 7/28/2023 Subdivision:RV & Boat Storage Project Name:Front Range RV Boat and Storage Location:Fort Collins Project No.:39817.00 Calculated By:ARJ Checked By:0 Date:7/27/23 Basin Area (ac)% Imp. C1 0.70 64.0% C2 2.74 74.9% C3 2.24 75.0% C4 2.22 67.4% C5 0.33 68.8% C6 0.68 77.4% C7 1.06 67.9% C8 1.79 3.4% Total 11.76 61.3% WQCV Drain Time (hr):40 Coefficient, a (Figure 3.2):1.0 WQCV (in):0.24 WQCV (ac-ft):0.28 WQCV @ 22% (ac-ft)0.06 WQ Pond Tributary Areas 25% of Water Quality in Pond 3% of site left of treated and drains next to the I-25 % frontage X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 2 of 7 7/28/2023 X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 3 of 7 7/28/2023 Front Range Storage Preliminary Drainage Report 14 APPENDIX E – REFERENCES Model Scenario: Duplicate Effective = ICON conversion of Effective MODSWMM model to EPA SWMM + Recent Development Updates Existing = DE + Recent Hydrology LOMRs SWMM Element ICON 2014 Model - Duplicate Effective SWMM (v 5.0.022 - from Report) Existing Conditions SWMM v5.1.012 As-Built v5.1.006 As-Built v5.1.011 (w/ pond problem) As-Built v5.1.012 (w/ pond problem) As-Built v5.1.012 (Raised Ponds) As-Built v5.1.012 (Final) Difference: Exist. Cond. (v5.1.012) - Dup. Eff. Model (ICON) Difference: v.011 - v.006 Difference: v.012 - v.011 Difference: v.012 Raised Ponds - v.006 Difference: v.012 Final - v.006 Model Notes:Eff. Model Conversion/ Update Corrected 'Warning 10' problem by rasing invert elevation of 16 ponds. Updated with corrected ponds (raised inverts) and updated Larimer-Weld Canal model run Should be very close to v5.1.006 Update to LW Canal model (unsteady HECRAS) caused flow changes. Report Table 5.7 shows these flow are now close again to the CLOMR flows. 913 539.5 540.4 47.97 48.0 48.0 48.0 48.0 0.8 0.00 0.00 0.00 0.00 914 3079.6 3090.4 274.21 274.2 274.2 274.2 274.2 10.8 0.00 0.00 0.00 0.00 Node Discharge - 100yr (cfs)Comparison As-Built These are the same model input file, run in 3 SWMM versions These are the same model input file, run in 3 SWMM versions - note differences beteween v..006 and v.011 TI M B E R L I N E R O A D COUNTY RD 52 MULBERRY ST MOUNTAIN VISTA DR IN T E R S T A T E 2 5 CO U N T Y R D 5 CO U N T Y R D 1 3 E. VINE DR B O X E L D E R B O X E L D E R CR E E K L A K E C A N A L D R Y C R E E K C R E E K NO R T H G R A Y RE S E R V O I R SO U T H G R A Y RE S E R V O I R GR A Y RE S E R V O I R # 3 COUNTY RD 50 0 32 83 134 195 2800 3230 3699 4950 6075 6152 6194 6215 6275 8210 9025 9713 10230 10600 11615 11635 11663 11672 11681 11723 11756 11945 11897 11892 11875 11832 11790 13050 13415 13643 14297 14550 15360 15974 16550 17225 17318 17341 17425 17985 19405 20080 20330 20670 20705 20801 20950 21990 23680 25281 * * *LOCATION OF CONSTRUCTED SIDE SPILL WEIR 0 2000'4000' SCALE: 1" = 2000' 1000' FIGURE 5.1 LARIMER & WELD CANAL 100-YR SPILLS LEGEND: CROSS SECTION LOCATION SECTION ID (STATION) APPROXIMATE SPILL LIMITS Dr a w i n g N a m e : F: \ 3 2 - 1 6 6 4 . 3 1 B O X E L D E R L O M R \ R E P O R T \ F I G U R E S \ F I G U R E 5 . 1 . D W G Th u r s d a y , M a r c h 1 5 , 2 0 1 8 11 : 2 3 A M B y : RI C K S , R O N A L D SPILL LIMITS ID 25281 Spill Location Existing Condition Flows (Pre-Project) As-built Flows (Post-Project)Difference cfs cfs cfs A 509 166 -344 B 452 105 -347 C 2555 2513 -42 D 2147 2 -2145 E 34 0 -34 F 1731 740 -991 G 65 37 -28 H 108 108 0 TH-12 TH-2 TH-1 TH-4 TH-13 TH-5 TH-3 TH-14 TH-6 TH-15 TH-7 I- 2 5 E Vine DR. I- 2 5 Can a l N C R 5 E CR 50 Site NE FRONTAGE RDLEGEND: INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORINGS PERFORMED FOR NEWT 3 PIPELINE PROJECT (FC10581) TH-1 TH-12 ERIC KELLEY C/O JR ENGINEERING LLC MOUNTAIN VISTA PROPERTY CTL I T PROJECT NO. FC10813-115 FIGURE 1 Locations of Exploratory Borings VICINITY MAP (FORT COLLINS, COLORADO) NOT TO SCALE 550'275' APPROXIMATE SCALE: 1" = 550' 0' 0 5 10 15 20 25 30 35 40 0 5 10 15 20 25 30 35 40 6/12 14/12 9/12 11/12 50/10 WC=11.2 DD=109 SW=0.0 SS=0.370 WC=4.7 DD=116 -200=23 WC=8.7 DD=114 SW=-0.1 TH-1 10/12 15/12 WC=19.9 DD=104 SW=0.9 SS=1.300 TH-2 7/12 9/12 9/12 17/12 37/12 WC=10.1 DD=114 -200=45 WC=10.8 DD=116 SW=0.0 TH-3 9/12 26/12 WC=23.2 DD=106 SW=0.4 TH-4 21/12 10/12 29/12 8/12 WC=5.6 DD=114 SW=0.0 SS=0.800 TH-5 7/12 4/12 50/5 WC=25.6 DD=96 -200=83 WC=17.2 DD=111 SW=-0.1 TH-6 7/12 2/12 4/12 WC=17.6 DD=107 SW=0.3 SS=0.040 TH-7 DE P T H - F E E T DE P T H - F E E T Summary Logs of Exploratory Borings FIGURE 2 ERIC KELLEY C/O JR ENGINEERING LLC MOUNTAIN VISTA PROPERTY CTL | T PROJECT NO. FC10813-115 0 5 10 15 20 25 30 35 40 0 5 10 15 20 25 30 35 40 8/12 42/12 40/12 26/12 WC=0.0DD=102SW=1.3SS=1.600 WC=5.1-200=7 WC=0.0DD=102SW=1.3SS=1.600 WC=5.1-200=7 TH-12 11/12 14/12 12/12 9/12 WC=10.3-200=16WC=10.3-200=16 TH-13 14/12 6/12 15/12 31/12 WC=0.0DD=113SW=0.0SS=0.490 WC=0.0DD=113SW=0.0SS=0.490 TH-14 11/12 5/12 7/12 7/12 WC=30.8DD=91WC=30.8DD=91 TH-15 DRIVE SAMPLE. THE SYMBOL 8/12 INDICATES 8 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. SAND, CLAYEY, SILTY, SLIGHTLY MOIST TO MOIST, LOOSE TO MEDIUM DENSE, BROWN, TAN, RUST (SC) 1. 4. LEGEND: CLAY, SANDY, MOIST, STIFF, BROWN (CL) DE P T H - F E E T THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT. NOTES: WATER LEVEL MEASURED MAY 1, 2023 GRAVEL, SANDY, SLIGHTLY MOIST TO WET,MEDIUM DENSE TO VERY DENSE, REDDISH BROWN (GP) INDICATES DEPTH WHERE HOLE CAVED PRIOR TO SECONDARY GROUNDWATER MEASUREMENTS. INDICATES MOISTURE CONTENT (%). INDICATES DRY DENSITY (PCF). INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%). INDICATES PASSING NO. 200 SIEVE (%). INDICATES LIQUID LIMIT. INDICATES PLASTICITY INDEX. INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF). INDICATES SOLUBLE SULFATE CONTENT (%). 3. DE P T H - F E E T WATER LEVEL MEASURED AT TIME OF DRILLING. Summary Logs of Exploratory Borings BORINGS 1-7 WERE DRILLED ON APRIL 21ST, 2023 USING 4-INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. FIGURE 3 WC DD SW -200 LL PI UC SS - - - - - - - - ERIC KELLEY C/O JR ENGINEERING LLC MOUNTAIN VISTA PROPERTY CTL | T PROJECT NO. FC10813-115 BORINGS 12-15 WERE PERFORMED ON NOVEMBER 8TH, 2022 AS A PART OF THE NEWT 3 PIPELINE PROJECT (FC10581) 2. Front Range Storage Preliminary Drainage Report 15 APPENDIX F – MAPS A Westrian Company MOUNTIAN VISTA RV, BOAT AND STORAGE EXISTING SWMM MAP A Westrian Company MOUNTIAN VISTA RV, BOAT AND STORAGE EXISTING SWMM MAP A W e s t r i a n C o m p a n y Know what's below. before you dig.Call R LEGEND A W e s t r i a n C o m p a n y Know what's below. before you dig.Call R BASIN SUMMARY TABLE Tributary Area Percent tc Q2 Q10 0 Sub-basin (acres)Impervious C2 C100 (min)(cfs)(cfs) C1 0.70 64%0.77 0.96 5.0 1.5 6.7 C2 2.74 75%0.90 1.00 7.0 21.6 24.1 C3 2.24 75%0.90 1.00 7.0 17.7 19.7 C4 2.22 67%0.82 1.00 8.0 15.3 18.6 C5 0.33 69%0.84 1.00 5.0 2.7 3.3 C6 0.68 77%0.92 1.00 5.0 6.2 6.8 C7 1.06 68%0.83 1.00 5.0 8.7 10.5 C8 1.79 3%0.16 0.20 12.0 2.1 2.6 OS1 21.90 2%0.15 0.19 22.0 17.5 21.8 DESIGN POINT SUMMARY TABLE DESIGN POINT SUMMARY TABLE Total (CFS) Total (CFS) 1 1.5 6.7 2 6.2 24.1 5 0.8 3.3 5.1 8.3 32.9 3 5.1 19.7 6 1.9 6.8 6.1 13.7 53.5 4 4.4 18.6 7 2.5 10.5 7.1 18.5 73.8 9 5.0 21.9 8 0.6 2.6 Front Range Storage Preliminary Drainage Report 16 APPENDIX G –LID EXHIBIT A W e s t r i a n C o m p a n y Know what's below. before you dig.Call R LID TREATMENT