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HomeMy WebLinkAboutCorrespondence - Engineering - 01/25/2024 PRELIMINARY 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 January 25, 2024 Project No. 39817.00 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 31) Fort Collins, CO 80525 Front Range Storage Preliminary Drainage Report TABLE OF CONTENTS TABLE OF CONTENTS.........................................................................................................................ii APPENDIX..................................................................................................................................... iii Engineer's Certification Block........................................................................................................... iv 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 OFF-SITE 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.....................................................................................7 MODIFICATIONS OF CRITERIA........................................................................................................8 EROSION CONTROL.......................................................................................................................8 CONCLUSIONS...................................................................................................................................8 COMPLIANCE WITH STANDARDS...................................................................................................8 DRAINAGE CONCEPT.....................................................................................................................9 ii Front Range Storage Preliminary Drainage Report 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 iii Front Range Storage Preliminary Drainage Report 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 iv Front Range Storage Preliminary Drainage Report 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 12 acres of outdoor, non-covered recreational vehicle and boat storage. The remaining 95 acres will remain for agricultural use. The site is situated on the NE Frontage Rd on the West side and is bordered by the Larimer and Weld County Canal ("LWCC") on the south side. To the East, the site abuts four presently vacant parcels of land, while to the North, it borders the land owned by the Colorado Division of Wildlife. DESCRIPTION OF PROPERTY The Front Range Storage area spans approximately 105 acres, with approximately 12 acres designated for development into RV and boat storage, along with off-site detention. The remaining 95 acres will continue to be used as irrigated agricultural 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), 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 facilitates 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 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 detention pond is designed to incorporate a trickle channel and will feature an outfall leading to Boxelder Creek just east of the site. The Larimer and Weld County Canal policy as of 2024 is to not accept stormwater runoff from any new developments. 1 Front Range Storage Preliminary Drainage Report FLOODPLAIN SUBMITTAL REQUIREMENTS The Front Range RV Boat and Storage site is on FEMA FIRM panels 08069CO982F and 08069C1001F. The Front Range RV Boat and Storage site lies within FEMA Zone X, areas that are determined to be outside the 0.2%annual chance floodplain. The Front Range RV Boat and Storage 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. The site does drain into the Boxelder Creek Floodplain Zone AE. DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The Front Range RV Boat and Storage 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 Basin E01, 12.51 acres and 8.2% impervious this basin, is composed of the proposed RV Boat and storage site. Basin EX2, 36.9 acres and 2% impervious this basin, is composed the portion of the site east of the proposed RV Boat and Storage site. Basin EX3, 19.8 acres and 2% impervious this basin, is composed the portion of the site east of the proposed RV Boat and Storage site. EXISTING OFF-SITE DRAINAGE BASINS Currently, the site collects off-site runoff from the north from the Colorado Division of Wildlife property just north of the 1435 NE Frontage Road that drains onto the site via sheet flow. That runoff drains directly into the Larimer and Weld Canal. Runoff from the eastern off-site basin drains south and into the Larimer and Weld Canal. A ridgeline divides portions of the northeast and southeast off-site 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 North and along the NE Frontage Road and sheet drain onto the site. This runoff has been previously modeled as part of the Boxelder Creek LOMR as built SWMM model.An exhibit showing the corresponding model has been provided in Appendix D of this report. JR Engineering is not changing the upstream hydrology and is modeling the offsite runoff adjacent to the Frontage based 2 Front Range Storage Preliminary Drainage Report on the average from between SWMM link elements 299 and 99, as shown in the Existing SWMM exhibit provided in Appendix F of this report. PROPOSED SUB-BASINS DESCRIPTIONS Basin C1, 0.36 acres and 61.5% impervious this basin, is composed of the access to the site off the 1-25 North East Frontage Road. Basin C2 is 0.96 acres and 70.0% impervious. This basin is composed of the site entrance on the frontage road, and access improvements. The runoff from this basin drains to an onsite at design point C2 where it goes to the onsite detention pond. Basin C3 is 2.52 acres and 71.9% impervious. This basin is composed of uncovered parking, paved drive isles, and some vegetation. The runoff from this basin will be conveyed to a rain garden at design point 3. Basin C4 is 1.20 acres and 78.5% impervious. This basin is composed of uncovered parking, paved drive isles, and some vegetation. The runoff will go into a rain garden at design point 3 where it will then be conveyed to the detention pond. Basin C5 is 1.19 acres and 78.2% impervious. This basin is composed of uncovered parking and paved drive isles. The runoff will go into a rain garden at design point 5 where it will then be conveyed to the detention pond. Basin C6 is 1.31 acres and 77.3% impervious. This basin is composed of uncovered parking and paved drive isles. The runoff will go into a rain garden at design point 6 where it will then be conveyed to the detention pond. Basin C7 is 0.42 acres and 67.5% impervious. This basin is composed of uncovered parking and paved drive isles. The runoff will go into a rain garden at design point 7, where it will then be conveyed to the detention pond. Basin C8, 1.73 acres and 77.4% impervious this basin will be composed of uncovered parking and paved drive isles. The runoff will go into a rain garden at design point 8, where it will then be conveyed to the detention pond. Basin C9, 0.42 acres and 38.0% impervious this basin will be composed of the drainage swale on the southern portion of the site. 3 Front Range Storage Preliminary Drainage Report Basin C10, 2.18 acres and 4% impervious this basin will be composed the detention/water quality pond. OFFSITE SUB-BASINS DESCRIPTIONS Basin OS1, 0.42 acres and 100.0% impervious this basin, is composed of the 1-25 North East Frontage Road. Basin OS2 is 1.02 acres and 8.2% impervious. This basin is composed of walk and a grass lined channel that conveys offsite runoff that drains historically drains to the Larimer and Weld Canal. Basin OS3 is 37.23 acres and 2.1% impervious. This basin drains to a pond where it then outfalls into Box Elder Creek, by overtopping the weir from the outlet structure. Basin OS4 is 20.31 acres and 2% impervious. This basin drains to a swale, where it then outfalls into Box Elder Creek. PROJECT DESCRIPTION PROJECT DESCRIPTION Front Range RV & Boat Storage site is a recreational vehicle and boat storage facility at 1312 NE Frontage Road. The previously undeveloped portion of the 105-acre property, approximately 12 acres, is 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, a linear bio-retention swale will be used in the southern portion of the site to treat and provide water quality, while the remaining portion of the site will be treated in the proposed detention pond. Runoff from the site sheet drains down the drive isles on the south side of the site. From then on, the runoff is conveyed in a swale 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 the time of the final drainage report. 4 Front Range Storage Preliminary Drainage Report WATER QUALITY/ DETENTION FACILITIES The site includes a Rain Garden designed to capture and address 82% of the total water quality capture volume on the site. The Rain Garden will be maintained to ensure the ongoing protection of the receiving waters. An additional 12% of the water quality capture volume on the site will undergo water quality treatment in the water quality/detention pond. The detention pond will release at the 2- year historic event the 100 year event. Currently, the runoff from the 1-25 Frontage Road is untreated and flows into a swale, leading to the LWCC. Approximately 6% of the impervious area along the 1-25 Frontage Road remains untreated due to the existing grade of the road. However, the runoff from this road will be directed into a swale, functioning similarly to a bio-retention swale during water quality events due to its shallow slope and low flow. Refer to the water quality map in Appendix G for more details. It is important to note that the site does not treat 100% of the modified/added impervious areas. Specifically, around 0.20 acres of new impervious area resulting from the frontage road widening and adjacent sidewalk in basins OS1 & OS2 will not be conveyed through the proposed development for water quality treatment. Nonetheless, the proposed development plans to treat approximately 0.21 acres of existing frontage road impervious area runoff in basins C1 & C2, which would have originally followed its historic drainage path into the Larimer and Weld Canal. By addressing these areas, the total treated impervious area meets the modified/added impervious areas, as illustrated in the LID exhibit in Appendix G of this report. LOW IMPACT DEVELOPMENT A minimum of 75% - percent of the 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. 5 Front Range Storage Preliminary Drainage Report 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 The 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 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 Rain Garden needs 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 site. The detention pond will restrict the flow rate of stormwater 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 include a Rain Garden and a water-quality pond. Step 2— Implement BMPS that Provides Water Quality Capture Volume The site incorporates a Rain Garden designed to capture and treat 82% of the site's water quality capture volume. The Rain Garden will need to be properly cleaned and maintained to allow for long-term protection of the receiving waters. 12% of the site's water quality capture volume will be treated in the water quality/detention pond. In the existing condition, the runoff from the I- 25 Frontage Road is untreated and drains into a swale to the LWCC. 6% of the site's impervious area along the 1-25 Frontage Road will be untreated due to the existing grade of the Frontage Road. However, the runoff from the frontage road will drain into a swale, which will act similarly to a bio-retention swale in a water quality event due to the shallow slope and low amount of flow. For additional information, see the water quality map in Appendix G of this Report. 6 Front Range Storage Preliminary Drainage Report Step three—Stabilize Drainage ways The stormwater improvements for the Front Range RV Boat and Storage improve the existing condition by eliminating, reducing, and detaining flows. Step four— Implement site-specific and other source control BMPs Water quality will ultimately treated in the Rain Garden for 82% of the site. The remaining treated portion of the site will then be treated in the water quality / detention facility, which will serve to treat a portion of the site for water quality. An erosion control plan and Stormwater 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 used to determine the existing runoff going through 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 contained within the canal. For more additional information regarding the canal and pond invert, refer to the annotated Figure 5.1 in Appendix E. Groundwater measurements were taken throughout the site over a period from the fall of 2022 to the spring of 2023 to determine the ground water level. 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 detaining the 100-year event and releasing at the 2-year event by modeling the release rate with the FFA method, as shown in Appendix C. For the preliminary design of the outlet structure, JR Engineering used the MHFD-Detention Workbook to size the orifices for the water quality portion of the site treated in the detention pond. The outlet structure was preliminary sized and a rating curve was developed, as shown in Appendix C. Table 1, as shown below, shows the 100-year volume. Table 1:Required Pond Volume Pond 100-YR_Vol. W Q Total Volume PEAK POND ID (Acre-Ft) Capture -Pond (Acre-Ft) RELEASE (CFS) POND (Acre-Ft) INVERT P1 2.173 0.049 2.222 4.5 4977.43 7 Front Range Storage Preliminary Drainage Report Table 2: Pond Stage Discharge Stage Area Area Volume Volume Total Stage-Storage outflow Description [ft] [ft2] [acres] [ft'] [ac-ft] [cfs] Invert-4977.47 0.00 37 0.001 0 0.000 0.00 0.50 4,211 0.097 1,062 0.024 0.02 WQ Volume-4978.13 0.66 9,441 0.217 2,154 0.049 0.02 1.00 20,556 0.472 7,253 0.167 0.23 1.50 44,063 1.012 23,408 0.537 1.53 2.00 62,966 1.445 50,165 1.152 2.87 2.50 76,326 1.752 84,988 1.951 3.66 Outlet Structure Overflow Weir-4980.15 2.68 78,712 1.807 98,942 2.271 3.97 2.75 79,641 1.828 104,484 2.399 5.45 3.00 82,955 1.904 124,808 2.865 12.96 3.25 85,628 1.966 145,881 3.349 13.64 3.30 86,163 1.978 150,176 3.448 13.77 3.40 87,232 2.003 158,846 3.647 14.03 3.50 88,302 2.027 167,623 3.848 14.29 The pond detains the proposed 100-year event and releases at or below the 2-year historic release rate. The Detention volume was calculated using the FFA method. The spillway for the pond will be designed at time of final. HYDROLOGIC CRITERIA Weighted percent imperviousness was calculated for each basin using the Fort Collins Stormwater Criteria Manual Table 3.2-2 for each basin. The FFA method was used to determine the detention volume since the site is less than 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. 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 provided within the Final Drainage Report. FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, the Front Range RV and Boat Storage 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 Cities of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. 7 Front Range Storage Preliminary Drainage Report MODIFICATIONS OF CRITERIA The site does not treat 100% of modified/added impervious areas. Approximately 0.20 acres of new impervious area from the frontage road widening and adjacent sidewalk located within basins OS1 & OS2 is not being conveyed through the proposed development and treated for water quality. However, the proposed development will be treating approximately 0.21 acres of existing frontage road impervious area runoff located within basins C1 & C2 that would have otherwise been directed along its historic drainage path and into the Larimer and Weld Canal. By offsetting these areas, the total amount of impervious area being treated exceeds the modified/added impervious areas, as shown in the LID exhibit in Appendix G of this report. No new developments are being allowed to discharge developed runoff into the Larimer and Weld Canal. As a result, the only outfall option for the site is Boxelder Creek, which is located just east of the site. In order to retain the existing house as is, an open swale with a slope less than the minimum 0.50% is being proposed. The swale running along the south side of the storage facility has a longitudinal slope of 0.40%. The slope of the swale from the southeast corner of the facility all the way to the outfall in Boxelder Creek is 0.25%. These swales do have a concrete trickle pan at the bottom. The open swale will make routine maintenance easier and create a future outfall option for the remaining undeveloped portions of the site. JR Engineering is proposing that the detention pond storm outfall go underneath a 24"water transmission line owned by ELCO via an inverted siphon. This 24" waterline is a water transmission line, and therefore lowering it is not a feasible option. The sediment built up within the storm line will be cleaned by a Jet- Vac,and the owner of the site will be responsible for the maintenance of the storm outfall pipe.The outfall will primarily be driven by head from the onsite detention facility. EROSION CONTROL A statement of compliance with Erosion Control Criteria and all Erosion Control Materials will be provided with the Final Drainage Report. CONCLUSIONS 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 parameters presented in the Modification to Criteria section of this Report. 8 Front Range Storage Preliminary Drainage Report DRAINAGE CONCEPT The proposed concept for the development of the RV Boat storage site involves surface flows and running swales. The site runoff will be treated at the detention facility onsite. All the off-site flows will be conveyed 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. 9 Front Range Storage Preliminary Drainage Report REFERENCES Fort Collins Stormwater 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. 10 Front Range Storage Preliminary Drainage Report APPENDIXA - FIGURES 11 -- MOUNTAIN VISTA N W SIT Q -ti Q qN� - cgN-9� ' E VINE DR/ VICINITY MAP MOUNTAIN VISTA PROPERTY JOB NO. 39817.00 7/19/2023 SHEET 1 OF 1 1000 500 0 1000 2000 JW ORIGINAL SCALE: 1' = 1000' �• � A Westrian Company Cetn-ai 303-740--M•C*ado*rip 719-593 M Fat NM R-49-W•www' Hydrologic Soil Group—Larimer County Area,Colorado 3 (Mountain Vista Property) o S 499700 4999W 499900 500000 500100 500200 500300 500400 500500 500600 500700 500800 500900 501000 40°36 26"N In 40°36 26"N Ea T6 I Soil M-p may n t be val':Id at this seal=. I 111 401 35'57'N — 401 35'57"N 499700 499900 499900 500000 500100 500200 500300 500400 500500 5006M 500700 5008M 500900 501000 3 3: [n F o Map Scale:1:6,250 if printed on A landscape(11"x 8.5")sheet Meters N 0 50 100 200 300 Feet 0 300 600 1200 1800 Map projection:Web Mercator Comer coordinates:WGS84 Edge dcs:UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 7/17/2023 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area,Colorado (Mountain Vista Property) MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 0 CID 1:24,000. Soils © D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil F—] AID Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D *.. Rails Please rely on the bar scale on each map sheet for map 0 C measurements. � Interstate Highways 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts q distance and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more .-.. AID accurate calculations of distance or area are required. ++� B This product is generated from the USDA-NRCS certified data as ti B/D of the version date(s)listed below. C Soil Survey Area: Larimer County Area,Colorado Survey Area Data: Version 17,Sep 7,2022 r.i CID Soil map units are labeled(as space allows)for map scales ... D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Jul 2,2021—Aug 25, Soil Rating Points 2021 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background E3 AID imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 7/17/2023 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Mountain Vista Property Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam,0 B 14.8 14.5% to 3 percent slopes 53 Kim loam, 1 to 3 percent B 26.5' 25.9% slopes 54 Kim loam,3 to 5 percent B 16.6 16.2% slopes 73 Nunn clay loam,0 to 1 C 23.8 23.2% percent slopes 74 Nunn clay loam, 1 to 3 C 10.1 9.9% percent slopes 94 Satanta loam,0 to 1 C 0.2 0.2% percent slopes 95 Satanta loam, 1 to 3 C 10.2 10.0% percent slopes 105 Table Mountain loam,0 B 0.1 0.1% to 1 percent slopes Totals for Area of Interest 102.4 100.0% USDA Natural Resources Web Soil Survey 7/17/2023 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Mountain Vista Property 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 USDA Natural Resources Web Soil Survey 7/17/2023 Conservation Service National Cooperative Soil Survey Page 4 of 4 even Niaronal .F6:r"fCo1hns FCMaps II ti� ,,mrrlr - k 1 � , r Legend i f FEMA Floodplain FEMA High Risk-Floodway FEMA High Risk-100 Year FEMA Moderate Risk-100/500 Y, City Floodplains City High Risk-Floodway City High Risk-100 Year City Moderate Risk-100 Year ' City Limits World Hillshade Y r r i _.._..._!!_!._...!!_.._....._.._. R�r r! i ! !{ �r ■ 1: 13,719 ol Notes 2,286.0 0 1,143.00 2,286.0 Feet This map is a user generated static output from the City of Fort Collins FCMaps WGS_1984_Web_Mercator_Auxiliary_Sphere Internet mapping site and is for reference only.Data layers that appear on this City of Fort Collins-GIS map may or may not be accurate,current,or otherwise reliable. National Flood Hazard Layer FIRMette (0FEMA Legend 105°0''6"W 409626"N A_ SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT 1 U111I1C0 !'d I�eaS Without Base Flood Elevation(BFE) PPPP Zone A.V.A99 Os0101 SPECIAL FLOOD With BFE or Depth Zone AE.AO.AH.VE,AR f M HAZARD AREAS Regulatory Floodwa g Y Y 0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zonex ®�® Future Conditions 1%Annual Chance Flood Hazard Zone Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x FLOOD HAZARD Area with Flood Risk due to Levee zone o NO SCREEN Area of Minimal Flood Hazard zonex Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard Zone D GENERAL -—-- Channel,Culvert,or Storm Sewer I ins STRUCTURES IIIIIII Levee,Dike,or Floodwall �2°=2 Cross Sections with 1%Annual Chance AREA OF MINIMAL FLOOD HAZARD s Water Surface Elevation a- - - Coastal Transect L�MR 1T1N R68W 53 X —513�'^� Base Flood Elevation Line(BFE) 1 Limit of Study iett C2121/:019 - Clt}i Of�FO1T CO111IIS - i Jurisdiction Boundary ��� —--- Coastal Transect Baseline U801 I ,:, OTHER 1 1 ,. . ;1 1 _ `_ 1 1 1 � � 1 1 FEATURES Profile Baseline Hydrographic Feature Y I, Digital Data Available N 1L _ S No Digital Data Available MAP PANELS Unmapped RIr ' ® The pin displayed on the map is an approximate point selected by the user and does not represent E" y an authoritative property location. f f �► - 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 f 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 49JJ become superseded by new data over time. I FL 6eF This map image is void if the one or more of the following map �L�FEI elements do not appear:basemap imagery,flood zone labels, ZOI1P At legend,scale bar,map creation date,community identifiers, 104°59'29"W 40°35'S8"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6,000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap Imagery Source:USGS National Map 2023 city tCollins FCMaps L � F. ♦ Legend '`O = A Street Names FEMA Floodplain FEMA High Risk-Floodway =; FEMA High Risk-100 Year ..—..—..—..—..—..—..—........—..—..—.......................... — . .._�..�, FEMA Moderate Risk-100/500 Yi _ City Floodplains +�+ � _ _ 4 Y j ■ City High Risk-Floodway City High Risk-100 Year - j C City Moderate Risk-100 Year City Limits M 761 l d LLB i a N lay i r .- %dam r 1: 6,859 e Notes 1,143.0 0 571.50 1,143.0 Feet This map is a user generated static output from the City of Fort Collins FCMaps WGS_1984_Web_Mercator_Auxiliary_Sphere Internet mapping site and is for reference only.Data layers that appear on this City of Fort Collins-GIS map may or may not be accurate,current,or otherwise reliable. Front Range Storage Preliminary Drainage Report APPENDIX B - HYDROLOGIC CALCULATIONS 12 COMPOSITE% IMPERVIOUS CALCULATIONS Subdivision: RV&Boat Storage Project Name: Mountain Vista Property Location: Fort Collins Project No.: 39817.00 Calculated By: JSC Checked By: ARJ Date: 1/30/23 Gravel Rooftop Landscape or Previous Surface Asphalt/Concrete Basins Total Weighted Weighted Weighted% Weighted Weighted% Basin ID Total Area(ac) %Imp. Area(ac) %Imp %Imp. Area(ac) %Imp %Imp. Area(ac) Imp %Imp. Area(ac) %Imp. Imp. E01 12.51 40% 1.88 6.0% 90% 0.05 0.4% 2% 10.57 1.7% 90% 0.02 0.1% 8.2% EX2 36.90 40% 0.00 0.0% 90% 0.00 0.0% 2% 36.90 2.0% 90% 0.00 0.0% 2.0% EX3 19.80 40% 0.00 0.0% 90% 0.00 0.0% 2% 19.80 2.0% 90% 0.00 0.0% 2.0% TOTAL 49.41 40% 1.88 1.5% 90% 0.05 0.1% 2% 47.47 1.9% 90% 0.02 0.0% 3.6% Table 4.1-3.Surface Type-Percent Impervious Percent Impervious Surface Type N Ha or Hard Surface Asphalt,Concrete 100 Rooftop 90 Recyded Asphalt 80 Gravel 40 Pavers 40 Landscape or Pervious Surface Pla rounds 25 lawns,Santly soil 2 Lawns,Clayey soil 2 Table 4.1-2.Land Use-Percent Impervious Table 4.1-3.Surface Type-Percent Impervious Percent Impervious Percent Impervious Land Use (%) Surface Type N Residential Hardscape or Hard Surface Urban Estate 30 Asphalt,Concrete 100 Low Density 50 Medium Density 70 Rooftop 90 High Density 90 Recycled Asphalt 80 Commercial Gravel 40 Commercial 80 Pavers 40 Industrial 90 Landscape or Pervious Surface Undeveloped Playgrounds 25 Open Lands,Transition 20 Lawns,Sandy soil 2 Greenbelts,Agriculture 2 Lawns,Clayey soil 2 Offsite Flow Analysis(when Land Use not defined) 45 X:\3980000.all\3981700\Excel\Drainage\3981700 EX.Drainage_Cales_Template_v2.07.xlsm Page 1 of 2 1/30/2024 Ta6Le 6-3.Rera—ded percentage imp—for--rd— Land Use u Perceutagelmper-iousness Surface C6ametenst- (%) Bariness: Don-ntmvn Areas 95 Sab—ban Areas 75 Rerid—d.l It.(Lot axes enly): Smgte-Emily 2.5 acres or lager 12 075—25 acres 20 0 25-0.75 awes 30 0.25 acres aR less 45 Apaztmeats 75 UPDATED BASIN ASPHALT/CONCRETE Light areas 80 E..w areas 90 Parka,cemeteries 10 PiayU—ds 25 5c6—h 55 Railroad yard ernes 50 Ladev.l.ped Areas: Eisk is flow analysis 7 Greeabelfs,ag ienit-1 2. C7£f-site fln-analysis(.then bmdase.art 45 defined 5treett Pa*.mod 100 Gracel(parked) 40 D.—and calks 90 Roots .,,r.' 90 L.a—,s—dy-il 2 L.—.clayey-a 2 6-8 Urban Dramage and Flood C.=.l District Argmt 201 B LTrlaaut Storm Drainage Criteria Mamial Volm ue 1 X:\3980000.alli3981700\Excel\Drainage\3981700 EX.Drainage_Cales_Template_v2.07.xlsm Page 2 of 2 1/30/2024 COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Subdivision:RV&Boat Storage Project Name: Mountain Vista Property Location:Fort Collins Project No.:39817.00 Calculated By: JSC Checked By: ARJ Date: 1/30/23 Gravel Rooftop Landscape or Previous Surface Asphalt/Concrete Basins Total Basins Total Basin ID Total Area _ Weighted 2 Weighted 100 (ac) Runoff Area(ac) 2- 100- Runoff Area(ac) 2- 100- Runoff Area(ac) 2 100- Runoff Area(ac) 2- 100- Coefficient YEAR C YEAR'C Coefficient YEAR C YEAR C Coefficient YEAR C YEAR C Coefficient YEAR C YEAR C YEAR C YEAR C E01 12.51 0.50 1.88 0.08 0.09 0.95 0.05 0.00 0.00 0.20 10.57 0.17 0.21 0.95 0.02 0.00 0.00 0.17 0.22 EX2 36.90 0.50 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.20 36.90 0.20 0.25 0.95 0.00 0.00 0.00 0.20 0.25 EX3 19.80 0.50 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.20 19.80 0.20 0.25 0.95 0.00 0.00 0.00 0.20 0.25 Table 3.2-2.Surface Type-Runoff Coefndents S.rfaceTypr, Runoff coefficients Table 3.2-3.Frequency Adjustment Factors Hard-pe or Hard Surface Storm Return Period frequency Adjustment Asphalt,Concrete 0.95 (years) Factor(0) CXCF Rooftop 0.95 2,5,10 1.00 PRODUCT OF CxG Reryded Asphalt 0.80 25 1.30 CANNOT EXCEED THE Gravel 0.50 5o 1.20 VALUE OF 1 Pavers 0.50 Landscape or Pervious Surface 100 1.25 Lawns,Sandy Soil,Flat Slope<2% 0.10 Lawns,Sandy Soil,Avg Slope 2-7% 0.15 Lawns,Sandy Soil,Steep Slope�7% 0.20 Lawns,Clayey Soil,Flat Slope<2% 0.20 Lawns,Clavey Soil,Aw Slope 2-7% t1 25 Lawns,Clayey Soil,Steep Slope>7% 0.35 X:13980000.all\398I700Tuel\Draimge\3981700 EX Draimgp_Ca1cs_TenV1.w_v2.07.zlsm Pepe 1 of 1 1/30/2024 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:RV&Boat Storage Project Name: Mountain Vista Property Location:Fort Collins Project No.:39817.00 Calculated By: JSC Checked By: ARJ Date: 1/30/23 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME tc CHECK DATA (TJ (T,) (URBANIZED BASINS) FINAL BASIN D.A. Hydrologic Impervious Cz Czw L So t,-z rear tf-zoo roar Lr Se K VEL tr COMP.tt_:rear COMP.trzw_rer TOTAL Tc t,_zraor tc-imrar ID (ac) Soils Group (%) (ft) (%) (min) (min) (ft) (%) (ft/s) (min) (min) (min) LENGTH(ft) Check (min) (min) E01 12.51 B/C 8% 0.17 0.22 100 0.6% 93.6 89.2 200 1.0% 5.0 0.5 6.7 100.3 95.9 300.0 11.7 12.0 12.0 EX2 36.9 B/C 2% 0.20 0.25 100 1.0% 76.9 72.7 800 1.8% 5.0 0.7 19.9 96.8 92.5 900.0 15.0 15.0 15.0 EX3 19.8 B/C 2% 0.20 0.25 100 1.0% 76.9 72.7 713 1.0% 5.0 0.5 24.0 100.9 96.7 813.0 14.5 15.0 15.0 Notes: Tr-•.w Tnbk&2.NMCS C-­factors,K Tc=T(+Tr 3.3.a Total Time of Cancentra[ion Tvpe.ofL d[Smf a Coaveyaoce FacCor,K A mlNmum T,Of 5 minu[M IS requir¢tl.The maclmum T, HPdOY meadow 2 S Where:Tt=Total Time of Concentration,minutes auowea ror me most upstream de:lgn point snap ne Tinagelfield 5 T,=Initial or Overland Flow Time of Concentration,minutes catewatea using the folmwng egnanor„ Shonpaslmcandiawos r T,=Channelized Flow in Swale,Gutter or Pipe,minutes t==+to �Wuon a.3-s hreaclyhategmnnd ID w �as,ed wa�,way 1s paved areas and shallow paved swafes 2D T_1R7(11-C.xcr)`J[.FCr)'� TM To[al Time of Cancentra[fon,T,-Is tl,e lesser of[Ire (� y$ values Of T,calculated using T,=T,T Tr of the equa[bn IIzfM aLove. Where:C=Runoff Coefficient,dimensionless C,-Frequency Adjustment Factor„dimensionless L=Length of 0vedand Flow,feet S=Slope,percent Velocity V=K*St^0.5 [;.sea minimum r<valoe of 5 ovnores for ocb-ir d alas and.mini-re.1-of zo nvnotes f areas W tare not rnnsidered ucb.11s-I-eeen when remit in a lesser time of concentra4on. X:\3980000..119981700\E..DD.i.ng\3981700 EX.Drain.ge_Celcs_Te plaYe_v2.07..l.. Page1of1 1/30/2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mountain Vista Property Subdivision: RV&Boat Storage Project No.: 39817.00 Location: Fort Collins Calculated By: JSC Design Storm: 2-Year Checked By: ARJ Date: 1 30 23 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME K a) N t° Q U N Q L C v v R o v V L } C STREET c� N ¢ Q a a v ¢ n N E REMARKS fa o c * -- CJ 2 * -- cr * o * o o v m a C E U U _ U N U H a J 0 + 0 a 1 EOl 12.51 0.17 12.0 2.18 2.05 4.5 1 EX2 36.90 0.20 15.0 7.38 1.87 13.8 1.1 12.0 9.56 2.05 19.6 3 EX3 19.80 0.20 15.0 3.96 1.87 7.4 Notes: Street and Pipe C*A values are determined by Q/1 using the catchment's intensity value. X:\3980000.all\3981700\Encel\DrainagcA3981700 EX.Drainage_Calcs_T-Plate_v2.07,1l Page 1 of 1 1/30/2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mountain Vista Property Subdivision: RV&Boat Storage Project No.: 39817.00 Location: Fort Collins Calculated By: 1SC Design Storm: 100-Year Checked By: ARJ Date: 1 30 23 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME `m a) a) a ° O U C U N U o STREET i ¢ 4 ¢ a a a N e E REMARKS a` ° cs N NZZ ai o E a > a 1 E01 12.51 0.22 12.0 2.73 7.16 19.5 1 EX2 36.90 0.25 15.0 9.23 6.52 60.2 1.1 12.0 11.96 7.16 85.6 3 EX3 19.80 0.25 15.0 4.95 6.52 32.3 Notes: Street and Pipe C*A values are determined by O/1 using the catchment's intensity value. X:\3980000.all\3981700\Encel\DrainagcA3981700 EX.Drainage_CAl T-Plate_v2.07,1l Page 1 of 1 1/30/2024 COMPOSITE%IMPERVIOUS 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: Date: 1/24/24 Asphalt,Concrete Recycled Asphalt Roofs Lawns Basins Total Weighted% Basin ID Total Area(ac) %Imp. Area(ac) Weighted%Imp. %Imp. Area(ac) Weighted %Imp. Area(ac) Weighted %Imp. Area(ac) Weighted%Imp. Imp. %Im %Im . C1 0.36 100% 0.22 60.8% 80% 0.00 0.0% 90% 0.00 0.0% 2% 0.14 0.8% 6L5% C2 0.96 100% 0.65 67.5% 80% 0.00 0.0% 90% 0.02 1.8% 2% 0.29 0.6% 70.0% C3 2.42 100% 0.01 0.4% 80% 2.15 71.2% 90% 0.00 0.0% 2% 0.26 0.2% 71.9% C4 1.20 100% 0.00 0.0% 80% L17 78.5% 90% 0.00 0.0% 2% 0.02 0.0% 79.5% C5 1.19 100% O.00 0.0% 80% 1.16 78.2% 90% O.DO 0.0% 2% 0.03 0.0% 78.2% C6 1.31 100% 0.00 0.0% 80% 1.26 77.2% 90% 0.00 0.0% 2% 0.05 0.1% 77.3% C7 0.42 100% 0.00 0.00 SDIA 0.35 67.1% 90% 0.00 0.0% 2% 0.07 0.3% 67.5% C8 1.73 100% 0.00 0.00 80% 1.64 75.8% 90% 0.00 0.0% 2% 0.09 0.1% 75.9% C9 0.42 100% 0.15 0.37 80% 0.00 0.0% 90% 0.00 0.0% 2% 0.26 1.3% 3&0% C10 2AS 100% 0.04 0.02 80% 0.00 0.0% 90% 0.00 0.0% 2% 2.13 2.0% 4.0% Onsite Basins 12.18 60.4% 0S1 0.43 100% 0.43 1.00 100% 0.00 0.0% 90% 0.00 0.0% 2% 0.00 0.0% 100.0% OS2 1.01 100% 0.06 0.06 100% 0.00 0.0% 90% O.DO 0.0% 2% 1.01 2.0% 8.2% OS3 37.23 1 100% 1 0.04 0.00 100% 0.00 0.0% 90% 0.00 0.0% 2% 37.23 2.0% 2.1% 054 20.31 100% 0.00 0.00 100% 0.00 0.0% 90% 0.00 0.0% 2% 20.31 2.0% 2.0% X.�3980000.aII1398t700\Luel\Dreiwy V9817.00 Dreim�Calcs_v2.00..Im P-Ioft 1/30/2024 Table 4.1-3.Surface Type—Percent Impervious Percent Impervious Surface Type 1%) Hardsrape ar Hard Surface As haft,c.ncrete 100 Rooftop 90 Recycled Asphalt Be Gravel 40 Pays 40 sc Iandapew Pervious Surface PIa nds 25 LawnsoSandy soft 2 Lawns,Clayey soil 2 X.V980000.aIIV98 t'l00\Luel\Dreina8cV981'l.00 Dreim�Calcs_v2.02.xlem P-2uf2 1/3W2024 COMPOSITE RUNOFF COEFFICIENT 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: Date: 1/24/24 Recycled Asphalt Asphalt,Concrete,Roofs Lawns Basins Total Basins Total Total Area 2-YEAR 500- Runoff 1W- Weighted 2YEARC Weighted 100 Basin ID (ac) Runoff Coefficient Area(ac) C YEAR C Coefficient Area(ac) 2-YEAR C 1--YEAR C Runoff Coefficient Area(ac) 2-YEAR C YEAR C YEAR C C1 0.36 0.80 0.00 0.00 0.00 0.95 0.22 0.58 0.72 0.20 0.14 0.08 0.10 0.66 0.82 C2 0.96 0.80 0.00 0.00 0.00 0.95 0.67 0.66 0.83 0.20 0.29 0.06 0.08 0.72 0.90 C3 2.42 0.80 2.15 0.71 0.99 0.95 0.01 0.00 0.01 0.20 0.26 0.02 0.03 0.74 0.92 C4 1.20 0.80 1.17 0.78 0.98 0.95 0.00 0.00 0.00 0.20 0.02 0.00 0.00 0.79 0.99 C5 1.19 0.80 1.16 0.78 0.98 0.95 0.00 0.00 0.00 0.20 0.03 0.00 0.01 0.79 0.98 C6 1.31 0.80 1.26 0.77 0.97 0.95 0.00 0.00 0.00 0.20 0.05 0.01 0.01 0.78 0.97 C7 0.42 0.80 0.35 0.67 0.84 0.95 0.00 0.00 0.00 0.20 0.07 0.03 0.04 0.70 0.88 C8 1.73 0.80 1.64 0.76 0.95 0.95 0.00 0.00 0.00 0.20 0.09 0.01 0.01 0.77 0.96 C9 0.42 0.80 0.00 0.00 0.00 0.95 0.15 0.35 0.44 0.10 0.26 0.06 0.08 0.41 0.52 C10 2.18 0.80 0.00 0.00 0.00 0.95 0.04 0.02 0.02 0.10 2.13 0.10 0.12 0.12 0.15 Weighted 12.18 0.63 0.76 OS1 0.43 0.80 0.00 0.00 0.00 0.95 0.43 0.95 1.00 0.15 0.00 0.00 0.00 0.95 1.00 OS2 1.01 0.80 0.00 0.00 0.00 0.95 0.06 0.06 0.07 0,15 1.01 0.15 0.19 0.21 0.26 OS3 37.23 0.80 0.00 0.00 0.00 0.95 0.04 0.00 0.00 0.15 37.23 0.15 0.19 0.15 0.19 OS4 20.31 0.80 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.15 20.31 0.15 0.19 0.15 0.19 XU9&WW.aW9N1'IW�EuetDamabeV9&11.Op Shame) C*, 2.07.x Pep.Igf2 1/300034 Table 3.2-2.Surface Type-Runoff Coefficients Surf—.Tme Runoff Coefficients Hard-ape or Hard Surface Asphalt,Concrete 0.95 Rooftop 0.9s Recycled AsphaR 0.80 Gravel 0.50 pavers 0.50 Landscape or Perv'o Sudi m Lawns,Sandy Soil,Flat Slap.,2% 0,10 Lawns,Sandy Sail,Avg Slope 2-7% 0.15 Lawns,Sandy Sail,Steep Slope w% 0.20 Lawns,Clayey S.H.Flat Slope<2% 0.20 Lawns,Cf - Soit,.Av SI 2-7% 0.2.5 Lawns,Clayey Soil,Steep Slope>7% 0.35 Table 3.2-3.Frequency AdJusiment Factors Storm Return Period frequenq AdJustment ear Factor Ci CXCf 215,10 1.00 PRODUCT OF 0Cz 25 1.10 CANNOT EXCEED THE 50 1.20 VALUE OF 1 100 1.2s XU9&0000.aW9N1'lW�Excet,DamapeV9&11.0p Shame) Caks_v2.07.x Pep.2gf2 1/300024 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:RV,Boat&Storage Project Name: Front Range RV Boat and Storage Location:Fort Collins Project No.:39817.00 Calculated By: ARI Checked By: Date: 1/24/24 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME Time of Concentration-Check DATA (T) (T,) (TC) FINAL BASIN D.A. I Hydrologic Impervious z iw L t;.zrra. t;-aoo veer Lt Sr K VEL. tt COMP.trz vrar COMP.ttrpp-r*, TOTAL Te tc-z rmr tcaoe vmr ID (ac) Sails Group (%) (ft) (%) (min) (min) (ft) (%) (ft/s) (min) (min) (min) LENGTH(ft) Check (min) (min) C1 0.36 C 2% 0.66 0.82 10 2.0% 9.6 6.0 10 1.0% 20.0 2.0 0.1 9.6 6.1 20.0 10.1 10.0 6.0 C2 0.96 C 2% 0.72 0.90 50 2.0% 18.2 9.5 481 0.6% 20.0 1.5 5.4 23.6 14.9 531.0 13.0 13.0 13.0 C3 2.42 C 2% 0.74 0.92 50 2.0% 17.4 8.6 568 0.5% 20.0 1.4 6.7 24.1 15.3 617.8 13.4 13.0 13.0 C4 1.20 C 2% 0.79 0.99 50 2.0% 15.0 5.5 587 0.5% 20.0 1.4 6.9 21.9 12.4 637.0 13.5 14.0 12.0 CS 1.19 C 2% 0.79 0.98 5o 2.0% 15.1 5.6 612 0.5% 20.0 1.4 7.2 22.31 12.8 662.0 13.7 14.0 13.0 C6 1.31 C 2% 0.78 0.97 50 2.0% 15.4 6.1 653 0.5% 20.0 1.4 7.7 23.1 13.8 703.0 13.9 14.0 14.0 C7 0.42 C 2% 0.70 0.88 30 1.5% 16.2 9.0 206 0.5% 20.0 1.5 2.4 18.6 11.4 236.0 11.3 11.0 11.0 C8 1.73 C 2% 0.77 0.96 50 2.0% 15.9 6.7 727 0.5% 20.0 1.4 8.6 24.5 15.3 776.6 14.3 14.0 14.0 C9 0.42 C 2% 0.41 0.52 20 20.0% 9.8 8.3 520 0.4% 20.0 1.3 6.9 16.6 15.2 540.0 13.0 13.0 13.0 C10 2.18 C/B 2% 0.12 0.15 20 2.0% 29.9 29.0 310 0.3% 21.0 1.1 4.9 34.8 33.9 330.0 11.8 12.0 12.0 OS1 0.43 C/B 2% 0.95 1.00 17 1.0% 5.3 3.5 376 0.5% 15.0 1.1 5.9 11.2 9.4 393.0 12.2 11.0 9.0 OS2 1.01 C/B 2% 0.21 0.26 100 1.0% 76.2 71.7 421 1.0% 15.0 1.5 4.7 80.8 76.4 520.8 12.9 13.0 13.0 OS3 37.23 C/B 2% 0.15 0.19 100 1.0% 81-11 77.91 11001 0.6%1 5.01 0.4 47.3 128.4 125.21 1200.0 16.7 17.0 17.0 OS4 20.31 C/B 2% 0.15 1 0.19 1 1001 1.0%1 81.21 78.01 19351 0.3%1 16.0 0.8 40.3 121.5 118.31 2035.01 21.31 21.0 21.0 Notes: Table.G2.\1 CS C-ure facl.ra.K Tr=*at-an Type.f Laad Surface CevLryaoce Facrur:K T.=Tt+Tt laeary&w 2 s 3.3.4 Total Time of Concentration Tillage/(ld 5 where:T,=Total Time of Concentration,minutes Sh-paalme.aad law„a Ti=Initial or Overland Flow Time of Concentration,minutes A mill-ro T,of s minutes is requi-&The maxlmum Ts N-ly hart gronad to T,=Channelized Flow in Swale,Gutter or Pipe,minutes all-ed for the most upstream design point shall be Gr rd y„atrra.ay is. calculated using the following aquation: Paced areas and shallow paved-.I- 20 Tk 1$](l.l-CXC,Jrr T*=r`+in Equation 33-S =� Where:C=Runoff Coefficient,dimensionless The Total Time of cri-traurio,T„Is the lesser of the values of T.calculated using T=T,.T,or the equation C,=Frequency Adjustment Factor,dimensionless listed above. L=Length of Overland Flow,feet Velocity V=K*St40.5 S=Slope,percent tise,z mi�i-r,value of 5 uriu-for usbaaisd-and a rvimmum t4.value of to minutes far areas that are mot comidere.d urban_Us nu inmm values rein when calculations result m a lesser time of cuncenbatiom_ X:\3980000.aIft3981700\E,c DD=i,,g,\39817.00 Draimge Calcs_v2.07.,ts Page 1 ofl 1/30/2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Front Range RV Boat and Storage Subdivision:RV,Boat&Storage Project No.:39817.00 Location:Fort Collins Calculated By: ARJ Design Storm:2-Year Checked By: Date: 1/24/24 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME i STREET 'ao _ REMARKS Q v sheet drains over RIPRAP on the site 1 C1 0.36 0.66 10.0 0.24 2.21 0.5 drains into Swale 2 C2 0.96 0.72 13.0 0.69 1.99 1.4 3 C3 2.42 0.74 13.0 1.78 1.98 3.5 13.0 2.02 1.98 4.0 drains into RG-Basin C1 and C3 3.1 13.0 2.71 1.98 5.4 Basins C1,C2 and C3 4 C4 1.20 0.79 14.0 0.94 1.92 1.8 drains into RG 4.1 1 1 1 1 1 1 14.01 3.65 1.921 7.0 Basins C1,C2,C3 and C4 5 C5 1.19 0.79 14.0 0.94 1.92 1,8 drains into RG 5.1 14.0 4.59 1.92 8.8 Basins C1,C2,C3,C4,and C5 6 C6 1.31 0.78 14.0 1.02 1.92 2,0 drains into RG 6.1 1 14.0 5.611 1.92 10.8 Basins C1,C2,C3,C4,C5,and C6 7 C7 0.42 0.70 11.0 0.29 2.13 O.6 drains into RG 7.1 1 1 14.01 5.90 1.92 11.3 Basins C1,C2,C3,C4,C5,C6 andC7 8 C8 1.73 0.77 14:0 1.33 1.92 2.6 drains into RG into pond 8.1 14.1J 7.23 1.92 13.9 Basins C1 CZ,C3,C4,CS,Cb,C/and CB 9 L9 U.42 U.41 13.1J U.1/ 1.98 O.3 14.0 7.4U 1.92 14.2 Basins Cl C2,C3,C4,CS,Cb,C/,C8,L9 owino lU 18 CIO 2. U.12 12.0 U.26 2.US U.S 14.0 I:Bb 1.9Z 14./ Bas oi ins C1,C2,C3,,1- C4,CS,Cb,C/,C8,C9 U3 U53 37.Z3 U.15 1/.1J 5.b3 1./5 9.9 total Flow Into pond 11 o a ow ou o e site 12 DS4 20.31 U.15 21.0 3.US 1.56. 4.8 4.8 Flow from SWMM avg of element 299 and 99 01 19.5 from bozelder AB swmm model OS1 0.43 0.95 11A 0.40 2.13 0.9 Offsite flow 02 052 I. 0.21 ILO 0.21 1.98 0.4 20.8. Notes: Street and Pipe C-A values are determined by 0/1 using the catchment's intensity value. X11490000.e1113991)OO�Excel�Dreiwge�3981].00 Drainage Calcs_0.07.xLsm Page l orl 1130I2026 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Front Range RV Boat and Storage Subdivision:RV,Boat&Storage Project No.:T9817.00 Location:Fort Collins Calculated By: ARJ Design Storm:100-Year Checked By: Date: 1 24/24 DIREQRUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME o L" STREET '.6 o .N w REMARKS O U e9 N H o < JL _ w u s eet rains over RIPRAP on the site 1 CS 0.36 0.82 6.0 0.30 9.31 2.8 drains into swale 2 C2 0.96 0.90 13.0 0.87 6.92 6.0 3 C3 2.42 0.92 13.0 2.23 6.92 15.4 13.0 2.53 6.92 17.5 drains into RG-Basin C1 and C3 3.1 13.0 3.40 6.92 23.5 Basins C1,C2 and C3 4 C4 1 1.201 0.991 12.0 1.3.81 7.16. 8.4 drains into RG 4.1 13.01 4.58 6.92 31.7 Basins C1,C2,C3 and C4 5 CS 1.19 0.98 13.0 1.17 6.92. 8.1 drains into RG 5.1 13.0 5.75 6.92 39.8 Basins C1,C2,C3,C4,and C5 6 C6. 1.31: 0.97 14.0 1.27 6.71 8.5 drains into RG 6.1 1 1 14.0 7.02 6.71 47.1 Basins C1,C2,C3,C4,C5,and C6 7 C7 0.42 0.88 11.0 0.37 7.42 2.7 drains into RG 7.1 14.0. 7.39 6.71. 49.6 Basins C1,C2,C3,C4,C5,C6 andC7 8 C8 1.73 0.96 14.0 1.66 6.71. 11.1 drains into RG into pond 8.1 1 1 14.0 9.05 6.71 60.7 Basins C1,C2,C3,C4,C5,C6,C7 and C8 9 C9 0.42. 0.52 13.01 0.221 6.92. 1.51 14.01 9.27 6.71 62.2 Basins C1,C2,C3,C4,C5,C6,C7,C8,C9 Total Flow into pond 10 CSO 2.18 0.15 12.0 0.32 7.16 23 14.0 9.59 6,71 64.3 Basins C1,C2,C3,C4,C5,C6,C7,C8,C9 03 053 37.23 0.19 17.0 7.03 6.10 42.9 Total Flow into pond 11 4.0 Total flow out of the site 12 054 20.31 0.19 21.0 3.811 5.46 20.8 24.8 Flow from SWMM avg of element 299 and 99 of 229.9 from bo%elder AB swmm model O51 0.43 1.00 9.0 0.43 8.03 3.5 Offsite flow 02 OS2 1 1.011 0.26 13.0 0.26 6.92 1.8 1 235.2 Notes: Street and Pipe C-A values are determined by Q/i usingthe catchment's intensity value. X.�3980000.aIR398I700\Luel\DreivgcV9817.fq Dreimge_Ca.,s .07..Im Pegs I ofl 1130I2024 PIPE OUTFALL RIPRAP SIZING CALCULATIONS Subdivision: RV,Boat&Storage Project Name: Front Range RV Boat and Storage Location: Fort Co ins Project No.: 39817.00 Calculated By: ARJ Checked By: Date: 1 24 24 STORM DRAIN SYSTEM 01 DESIGN POINT 02 DESIGN POINT DESIGN POINT Notes Qioo(cfs): 229.9 235.2 Flows are the greater of proposed vs. future Conduit Box Culvert Box Culvert D,Pipe Diameter(in): N/A N/A W,Box Width(ft): 10 10 H,Box Height(ft): 3 3 Yt,Tailwater Depth(ft): 1.20 1.20 If unknown,use Yt/D t (or H)=0.4 Yt/Dc or Yt/H 0.40 0.40 Q/D2.s or Q/(WH312) 4.43 4.53 Supercritical? Yes Yes Ya,Normal Depth(ft)[Supercritical]: 1.00 1.00 Da,Ha (in)[Supercritical]: 2.00 2.00 Da=(Dr+Y )12 Riprap d 50 (in)[Supercritical]: 4.55 4.66 Riprap d50 (in)[Subcritical]: N/A N/A Required Riprap Size: L L Fig.9-38 or Fig.9-36 d so(in): 9 9 Expansion Factor,1/(2 tanB): 5.00 5.00 Read from Fig.9-35 or 9-36 B: 0.10 0.10 Erosive Soils? No No Area of Flow,A t (ft): 32.85 33.60 A t=O Length of Protection,L P (ft): 86.9 90.0 L=(1/(2 tan 0))(At/Yt-D) Min Length(ft) 30.0 30.0 Min L=31)or 3H Max Length(ft) 30.0 30.0 Max L=10D or 10H Min Bottom Width,T(ft): 20.3 20.9 T=2*(Lp*tann)+W Design Length(ft) 30.0 30.0 Design Width(ft) 20.3 20.9 Riprap Depth(in) 18 18 Depth=2(dso) Type II Bedding Depth(in)* 6 6 *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). X:\3980000.all\3981700\Excel\Drainage\39817.00 Drainage_Calcs_v2.07.xlsm Page 1 of 2 1/30/2024 A=Expansion Angle 8 7 41) 6 N 5 e3 % O x O' O � 4 � z O z Q a w 100, 1 O .1 .2 .3 .4 .5 .6 _7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D Figure 9-35. Expansion factor for circular conduits D=Expansion Angle 7 fi14 m c N5 Q� I / / / / / 4 3 �0 W z a i A x 2 w 1 0 0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/CONDUIT HEIGHT—Yt/H Figure 9-36. Expansion factor for rectangular conduits X:\3980000.a10.3981700\Exccl\Drainage\39817.00 Dramage_Cales_v2.07.xlsm Page 2 of 2 1/30/2024 Front Range Storage Preliminary Drainage Report APPENDIX C - HYDRAULIC CALCULATIONS 13 100 Year DETENTION - FAA 100 YEAR This is to convert%imp.to a C value 100-year (must insert%imp.and C pervious). Required detention ft3 acre-ft. C'value 0.63 (2 yr) 94671.5 2.173 'C' 1.25 0.7875 (100 yr) Area 12.18 acres Modified Modified Release Rate 4.5 (2-yr Historic) M.FATER D.JUDISH C.LI May-95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 95.44 28631.37 1350.0 27281.4 0.6263 10 600 7.720 74.05 44428.99 2700.0 41729.0 0.9580 15 900 6.520 62.54 56284.39 4050.0 52234.4 1.1991 20 1200 5.600 53.71 64456.56 5400.0 59056.6 1.3558 25 1500 4.980 47.77 71650.37 6750.0 64900.4 1.4899 30 1800 4.520 43.35 78038.48 8100.0 69938.5 1.6056 35 2100 4.080 39.13 82182.11 9450.0 72732.1 1.6697 40 2400 3.740 35.87 86095.55 10800.0 75295.5 1.7285 45 2700 3.460 33.19 89606.13 12150.0 77456.1 1.7781 50 3000 3.230 30.98 92944.06 13500.0 79444.1 1.8238 55 3300 3.030 29.06 95907.91 14850.0 81057.9 1.8608 60 3600 2.860 27.43 98756.66 16200.0 82556.7 1.8952 65 3900 2.720 26.09 101749.3 17550.0 84199.3 1.9329 70 4200 2.590 24.84 104339.1 18900.0 85439.1 1.9614 75 4500 2.480 23.79 107043.9 20250.0 86793.9 1.9925 80 4800 2.380 22.83 109576.2 21600.0 87976.2 2.0197 85 5100 2.290 21.97 112022 22950.0 89072.0 2.0448 90 5400 2.210 21.20 114467.9 24300.0 90167.9 2.0700 95 5700 2.130 20.43 116453.4 25650.0 90803.4 2.0846 100 6000 2.060 19.76 118554 27000.0 91554.0 2.1018 105 6300 2.000 19.18 120856.1 28350.0 92506.1 2.1236 110 6600 1.940 18.61 122812.8 29700.0 93112.8 2.1376 115 6900 1.890 18.13 125086 31050.0 94036.0 2.1588 120 7200 1.840 17.65 127071.5 32400.0 94671.5 2.1734 125 7500 1.790 17.17 128769.2 33750.0 95019.2 2.1813 130 7800 1.750 16.79 130927.4 35100.0 95827.4 2.1999 135 8100 1.710 16.40 132855.3 36450.0 96405.3 2.2132 140 8400 1.670 16.02 134553.1 37800.0 96753.1 2.2211 145 8700 1.630 15.63 136020.6 39150.0 96870.6 2.2238 150 9000 1.600 15.35 138121.2 40500.0 97621.2 2.2411 155 9300 1.570 15.06 140049.1 41850.0 98199.1 2.2543 160 9600 1.540 14.77 141804.4 43200.0 98604.4 2.2636 165 9900 1.510 14.48 143387.1 44550.0 98837.1 2.2690 170 10200 1.480 14.20 144797.1 45900.0 98897.1 2.2704 175 10500 1.450 13.91 146034.4 47250.0 98784.4 2.2678 180 10800 1.420 13.62 147099.1 48600.0 98499.1 2.2612 185 11100 1.400 13.43 149055.8 49950.0 99105.8 2.2752 190 11400 1.380 13.24 150897.4 51300.0 99597.4 2.2864 195 11700 1.360 13.04 152623.9 52650.0 99973.9 2.2951 200 12000 1.340 12.85 154235.3 54000.0 100235.3 2.3011 205 12300 1.320 12.66 155731.7 55350.0 100381.7 2.3044 210 12600 1.300 12.47 157112.9 56700.0 100412.9 2.3052 215 12900 1.280 12.28 158379 58050.0 100329.0 2.3032 220 13200 1.260 12.09 159530 59400.0 100130.0 2.2987 225 13500 1.240 11.89 160565.9 60750.0 99815.9 2.2915 230 13800 1.220 11.70 161486.7 62100.0 99386.7 2.2816 235 14100 1.210 11.61 163644.8 63450.0 100194.8 2.3002 240 14400 1.200 11.51 165745.4 64800.0 100945.4 2.3174 Page 1 STAGE-STORAGEDETENTION BASIN MHFD-Detention,Version 4.06(July 2022) Project:Front Range RV Boat and Storage Basin ID:Note-area was adjusted to Call.WQCV to equal 0.049 Acre-ft-by 20% ncEs oa�.,ce De thtncrement= 0.50 R Optional ptiore POOL Example Zone Configuration(Retention Pond) Stage-Storage Stage Override Length Width Area Override Area Volume Volume Description ft stage R ft ft ft2 Area R2 R' ac-R Watershed Information Top of Micropool - 0.00 - - - 37 0.001 Selected BMP Type= EDB 4977.97 - 0.50 - - - 4,211 0.097 1,062 0.024 Watershed Area= 4.27 acres 4978.47 - 1.00 - - - 20,556 0.472 7,253 0.167 Watershed Length= 550 R 4978.97 - 1.50 - - - 44,063 1.012 23,408 0.537 Watershed Length to.Centroid= 330 R 4979.47 - 2.00 - - - 62,966 1.445 50,165 1.152 Watershed Slope= 0.009 Rift 4979.97 - 2.50 - - - 76,326 1.752 84,988 1.951 Watershed lmperviousrx5s= 25.80% percent 4980.47 - 3.00 - - - 82,955 1.904 124,808 2.865 Percentage Hydrologic Soil Group A= 0.0% percent 4980.97 - 3.50 - - - 8B,302 2.027 167,623 3.848 percentage Hydrologic Soil Group B= 0.0% percent - - - -- Percentage Hydrologic Sall Groups C/D= 100.0% percent - - - - Target WQCV Drain Time= 40.0 hours - - - - Locatlon for 1-hr Rainfall Depths=User Input -- - - -- After providing required inputs above including 1-hour rainfall depths,dick'Run CUHP'to generate runoff hydrograplss using - - -the embedded Colorado Urban Hydrogreph Procedure. Optional User Overrides - - - - Water Quality Capture Volume(WQCV)= 0.049 -feet -feet -- - - - Excess Urban Runoff Volume(EURV)= 0.099 acre-feet acre-feet -- - - -- 2-yr Runoff Volume(P1=0.82 In.)= 0.058 acre-feet 0.82 inches - - - - 5-yr Runoff Volume(PI=1.09 in.)= 0.107 ac-feet inches - - - - 10-yr Runoff Volume(P1=1.4 In.)= 0.196 acre-feet 1.40 inches -- -- - -- 25-yr Ruroff Volume(Pi.=1.69 in.)= 0.318acre-feet inches - - - - 50-yr Runoff Volume(PI=1.99 in.)= 0.422acre-feet inches - - - - IODyrRunoff Volume(P1=2.86 in.)= 0.756 acre-feet 186 inches - - - - 500-yr Ruroff Volume(P1=3.14 in.)= 0.857 acnfeet inches - - - - ApproAmate 2-yr Detention Volume= 0.058 acre-feet - - -Approximate5-yr Detention Volume= 0.106 ac-feet - - -Approximatel0-yr Detention Volume= 0.137 cre-feet - - -Approximate25-yr Detention Volume= 0.165 acre-feet - - - - Approximate,5Dyr Detention Volume= 0.181acre-feet - - -Approximate100-yr Detention Volume= 0.290acre-feet - - - - (Define Zones and Basin Geometry - - - - Zone 1 Volume(WQCV)= 0.049 acre-feet - - - - Zone 2 Volume(User Defined-Zone 1)= 0.000 cre-feet - - - - lone 3 Volume(User Defined-Zones 1&2)= 2.173acre-feet - - - - TotalDetentionBasinVolume= 2.222acre-feet - - - - Initial Surcharge Volume(ISV)= user It - - - - Initial Surcharge Depth(ISD)= ft - - - - Total Available Detemion Depth(1-6�i)= user ft - - - - Depth of Trickle Channel(Hrc)= user R - - - - Slope of Trickle Clwnnel(ST!c= user ft/R - - - - Slopes of Main Basin SIdeS(Sic)= user H:V - - - - Basin Length-to-Width Ratio(R�) Initial Surcharge Area(Azv)= user R' - - - - Surcharge Volume Length(LgV) User ft - - - - Surcharge Volume Width(Wsv)= user it Depth of Basin Floor MFrooR)= user ft - - - - Length of Basin Floor(L,_,)= user ft -- -- - -- Width of Basin Floor(WFrmR)= user it - - - - Area of Basin Floor(A-R)= user ft' - - - - Volume of Basin Floor(y-R)= user ft' -- -- - -- Depth of Main Basin(Hmnav)= user it - - - - Length of Main Basin(Lmpaj) user it - - - - Width of Main Basin(WMAaJ= user R - - - - Area of Main Basin(Amnm)= user R' - - - - Volume of Main Basin(Vm )= user ft' - - - - Calculated Total Basin Volume(V-)= unit acre-feet - - - - 39817M MIFD-Delenlion_v 06 gLxam Basin 1/30/2024,4:22 PM STAGE-STORAGEDETENTION BASIN MHFD-Detention,Version 4.06(July 2022) 20 aa40d 15 fifi300 $$$3,30 Q4200 �4 5 22 00 0 0 0.00 1.Op 2.00 3100 4.00 5bge(R) —Length(ft) —Wid[h(ft) —Area(sq.k) 2:040 3.Aw 1.530 2A8 C K yK 1.020 1.930 e d ; 0.- 0,965 0.000 0.000 0.00 1.00 2.00 3.00 4.00 Sbge(R,) —Area lac.es� —Volume�aq-k� 39817M MHFD-DetenEan_V W(9).&m Basin 1/3WM24,4:22 PM DETENTIONBASIN OUTLET MHFD-Detention, Version 4.06(July 2022) Project:Front Range RV Boat and Storage Basin ID:Note-area was adjusted to Calc.WQCV to equal 0.049 Acre-ft-by 20% IZONE3 ill zoNEx Estimated Estimated ZONE 1 _ Stage(ft) Volume(ac-ft) Outlet Type 4O c0"r�w0 Zone 1(WQCV) 0.66 0.049 Orifice Plate N Zone 2(User) 0.66 0.000 Weir&Pipe(Restrict) ZONE 1 ANU]� PNIF�cE PEnrxaNexr ORIFICES Zone 3(User) 2.66 2.173 Weir&Pipe(Restrict) POOP- Example Zone Configuration(Retention Pond) Total(all zones) 2.222 User Inout:Orifice at Underdrain Outlet(typically used to drain WOCV in a Filtration BMP) Calculated Parameters for Underdr-ai Underdrain Orifice Invert Depth= ft(distance below the filtration media surface) Underdrain Orifice Area= fe Underdrain Orifice Diameter= inches Underdrain Orifice Centroid= feet User Inout: Orifice Plate with one or more orifices or Elliotical Slot Weir(typically used to drain WOCV 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 fe Depth at top of Zone using Orifice Plate= 1.00 ft(relative to basin bottom at Stage=0 ft) Elliptical Half-Width= N/A feet Orifice Plate:Orifice Vertical Spacing= N/A 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 ftZ User Inout: Stage and Total Area of Each Orifice Row(numbered from lowest W highest) Row 1(required) Row 2(optional) Row 3(optional) I Row 4(optional) Row 5(optional) Row 6(optional) Row 7(optional) Row 8(optional) Stage of Orifice Centroid(ft) 0.00 0.20 Orifice Area(sq.inches) 0.44 0.44 Row 9(optional) Row 10(optional) Row it(optional) Row 12(optional) Row 13(optional) Row 14(optional) Row 15(optional Row 16 o tional Stage of Orifice Centroid(ft) Orifice Area(sq.inches) User Inout: Vertical Orifice(Circular or Rectangular) Calculated Parameters for Vertical 0 Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice= 0.75 N/A ft(relative to basin bottom at Stage=0 ft) Vertical Orifice Area= 0.79 N/A Depth at top of Zone using Vertical Orifice= 1.75 N/A ft(relative to basin bottom at Stage=0 ft) Vertical Orifice Centroid= 0.50 N/A Vertical Orifice Diameter= 12.00 N/A inches User Input: Overflow Weir(Drovbox with Flat or Sloped Grate and Outlet Pioe OR Rectangular/Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow' Zone 2 Weir Zone 3 Weir Zone 2 Weir Zone 3 Weir Overflow Weir Front Edge Height,Ho= 2.67 ft(relative to basin bottom at Stage=0 ft) Height of Grate Upper Edge,H,= 2.67 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 Inout:Outlet Pipe w/Flow Restriction Plate(Circular Orifice,Restrictor Plate.or Rectangular Orifice) Calculated Parameters for Outlet Pine w/Flow Restriction Zone 2 Restrictor Zone 3 Restrictor Zone 2 Restrictor 7one 3 Restrictor Depth to Invert of Outlet Pipe= 0.07 ft(distance below basin bottom at Stage=0 ft) Outlet Orifice Area= 1.77 Outlet Pipe Diameter= 18.00 inches Outlet Orifice Centroid= 0.75 Restrictor Plate Height Above Pipe Invert= 18.00 inches Half-Central Angle of Restrictor Plate on Pipe= 3.14 User Input:Emergency Soillwav(Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft(relative to basin bottom at Stage=0 ft) Spillway Design Flow Depth: feet Spillway Crest Length= feet Stage at Top of Freeboard= feet Spillway End Slopes= H:V Basin Area at Top of Freeboard= acres Freeboard above Max Water Surface= feet Basin Volume at Top of Freeboard= acre-ft Routed Hydrograph Results The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table(Columns W through AF). Design Storm Return Period= EURV 2 Year �r_ 50 Year 100 Y " 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)= 0.049 0.099 0.058 0.107 0.198 0.318 0.422 0.756 Inflow Hydrograph Volume(acre-ft)= N/A N/A 0.058 0.107 0.198 0.318 0.422 0.756 CUHP Predevelopment Peak Q(cfs)= N/A N/A 0.0 0.3 1.2 2.5 3.4 6.5 oprloNAL Override Predevelopment Peak Q(cfs)= N/A N/A Predevelopment Unit Peak Flow,q(cfs/acre)= N/A N/A 0.01 0.08 0.27 0.58 0.80 1.52 Peak Inflow Q(cfs)= N/A N/A 0.6 1.1 2.0 3.4 4.5 7.7 Peak Outflow Q(cfs)= 0.0 0.1 0.0 0.1 0.2 0.6 0.8 1.7 Ratio Peak Outflow to Predevelopment Q= N/A N/A N/A 0.2 0.2 0.2 0.2 0.3 Structure Controlling Flow= Plate Vertical Orifice 1 Plate Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 11 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)= 37 56 42 59 61 60 58 53 Time to Drain 99%of Inflow Volume(hours)= 40 61 45 63 68 68 67 65 Maximum Ponding Depth(ft)= 0.66 0.84 0.68 0.83 1.00 1.16 1.26 1.51 Area at Maximum Ponding Depth(acres)= 0.22 0.31 0.22 0.34 0.47 0.63 0.74 1.02 Maximum Volume Stored(acre-ft)= 0.049 0.101 0.052 0.097 0.167 0.249 0.318 0.548 3981700 MHFD-Detention_v4-06(9).xlsm,Outlet Structure 1/30/2024,4:22 PM DETENTIONOUTLET MHFD-Detention.Verslon 4.06(July 2022) 10 SOOVR IN .....S00YR OUT 9 �100YR IN _ —MR OUT 8 —SOYR IN _ —50YR OUT _ �2SYR IN 7 _ 25YR OUT 10YR IN 6 ———10YR OUT SYR IN •••••SYR OUT �+ 5 —2YR IN O LL ---2YROUT 4 �EURV IN •EURVOUT WQCVIN 3 2 . ....... nnul- 0 — --- - —�-- --- �- 0.1 1 10 TIME[hr] 1:8 �SOOYR —100YR 1.6 —50YR �2SVR 1.4 10YR SYR �2YR 1.2 --EURV WQCV 3= 000 1 O 2 p 0.8 2 O 6 0.6 001, 0.4 0.2 610660 r �NN 0.1 1 10 100 DRAIN TIME.[hr] 50,000 10 0 User Area[W2] 45,000. —Interpolated Area[ft"2] 9 ••♦•.Summary Area[ft^2] 40,000 —Volume[ftA3] 8 ••t••Summary Volume[ftA3] 35,000 —Outflow[cfs] 7 ••i••Summary Outflow[cis] ^ 30,000 6 Y 3 25,000 s 0 20,000 4 x 15,000 3 10,000 2 5,000 1 0 0 0.00 0.20 0.40 0.60 0.80 1.00 1,20 1.40 1.60 1.80 2.00 PONDING DEPTH[ft] S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound 3981700 MHFD-Detention_v4-06(9).xlsm,Outlet Structure 1/30/2024,4:22 PM DETENTIONBASIN OUTLET MHFD-Detention,Verslon 4.06(July 2022) 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 g g Stage Area Area Volume Volume 0ii;1 , -Stara e Description Ift] Ift'1 [acres] Ift'1 1--ft] Ids] Invert-4977.47 0.00 37 0.001 0 0.000 0.00 For best results,include the 0.50 4,211 0.097 1,062 0.024 0.02 stages of all grade slope WQ Volume-4978.16 0.69 10,422 0.239 2,452 0.056 0.02 changes(e.g.ISV and Floor) from the S-A-V table on 1.00 20,556 0.472 7,253 0.167 0.25 Sheet'Basin'. 1.50 44,063 1.012 23,408 0.537 1.62 2.00 62,966 1.445 50,165 1.152 3.32 Also include the inverts of all 2.50 76,326 1.752 84,988 1.951 4.27 outlets(e.g.vertical orifice, Outlet Structure Overflow Weir-4980.16 2.68 78,712 1.807 98,942 2.271 4.63 overflow grate,and spillway, 2.75 79,641 1.828 104,484 2.399 6.14 where applicable). 3.00 82,955 1.904 124,808 2.865 12.96 3.25 85,628 1.966 145,881 3.349 13.64 3.30 86,163 1.978 1 150,176 3.448 13.77 3.40 87,232 2.003 158,846 3.647 14.03 3.50 88,302 2.027 167,623 3.848 14.29 3981700 MHFD-Detention_v4-06(9).xlsm,Outlet Structure 1/30/2024,4:22 PM HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 229.9 cfs Maximum Flow: 240 cfs Table 1 - Summary of Culvert Flows at Crossing: 12'X2' BOX CULVERT Headwater Elevation Culvert 1 Discharge Roadway Discharge (ft) Total Discharge(cfs) (cfs) (cfs) Iterations 4981.50 0.00 0.00 0.00 1 4982.46 24.00 24.00 0.00 1 4983.03 48.00 48.00 0.00 1 4983.49 72.00 72.00 0.00 1 4983.90 96.00 96.00 0.00 1 4984.28 120.00 120.00 0.00 1 4984.66 144.00 144.00 0.00 1 4985.06 168.00 168.00 0.00 1 4985.47 192.00 192.00 0.00 1 4986.20 229.90 229.90 0.00 1 4986.41 240.00 240.00 0.00 1 4986.53 245.47 245.47 0.00 Overtopping Rating Curve Plot for Crossing: 12'X2' BOX CULVERT Total Ratilig Curve Crossing: 12'-.V,2' BOX CULVERT 4986-5- 4986-0 49855 -0 4985.0 m > 4984-5-- (D Lij 4984-0 M 49835 m -- 4983-0 (D T 4982-5-- 4982-0--- 4981-5- 0 50 100 150 200 250 Total Discharge (cfs) Table 2 - Culvert Summary Table: Culvert 1 Total Culvert Headwater Inlet Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater Discharge Discharge Elevation Control Control Type Depth(ft) Depth(ft) Depth(ft) Depth(ft) Velocity Velocity (cfs) (cfs) (ft) Depth(ft) Depth(ft) (ft/s) (ft/s) 0.00 0.00 4981.50 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 24.00 24.00 4982.46 0.965 0.413 1-S2n 0.555 0.563 0.555 0.655 4.326 2.155 48.00 48.00 4983.03 1.531 0.819 1-S2n 0.860 0.894 0.860 1.008 5.584 2.801 72.00 72.00 4983.49 1.989 1.202 1-S2n 1.115 1.172 1.115 1.301 6.456 3.254 96.00 96.00 4983.90 2.399 1.588 1-S2n 1.345 1.420 1.345 1.563 7.137 3.613 120.00 120.00 4984.28 2.785 1.989 1-S2n 1.559 1.648 1.559 1.804 7.700 3.913 144.00 144.00 4984.66 3.164 2.412 5-S2n 1.760 1.860 1.760 2.030 8.182 4.173 168.00 168.00 4985.06 3.555 2.858 5-S2n 1.952 2.062 1.952 2.245 8.606 4.402 192.00 192.00 4985.47 3.970 3.331 5-S2n 2.137 2.254 2.137 2.451 8.983 4.609 229.90 229.90 4986.20 4.698 4.136 5-S2n 2.419 2.541 2.419 2.761 9.506 4.898 240.00 240.00 4986.41 4.911 4.363 5-S2n 2.491 2.615 2.491 2.841 9.633 4.969 Straight Culvert Inlet Elevation(invert):4981.50 ft, Outlet Elevation(invert):4981.24 ft Culvert Length:85.00 ft, Culvert Slope:0.0031 ................................................................................ Culvert Performance Curve Plot: Culvert 1 Perfolmajace Curve Cuh-ert:Cuh°ert 1 0 0 Inlet Control Elev Cutlet Control Elev 498 2 4985 i w 4984 4983 ` I 4982 8 58 180 158 200 250 Total Discharge (ofs) Water Surface Profile Plot for Culvert: Culvert 1 Crossing - 1 T 2.' ) 0 C'LT -VERT, Desimi Discharge - .129.9 cfs Cuh-er-t- Culvert 1_.Culvert Discharge- `22 -9 cfs 4986 4986 .0 4984 --- �v w 4983 49'82 4981 - 1 1 1 1 1 -1 1 - - -20 0 20 40 60 so 1 Station (ft) Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4981.50 ft Outlet Station: 85.00 ft Outlet Elevation: 4981.24 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Concrete Box Barrel Span: 10.00 ft Barrel Rise: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge (901) Headwall Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: 12'X2' BOX CULVERT) Flow(cfs) Water Surface Depth (ft) Velocity(ft/s) Shear(psf) Froude Number Elev(ft) 0.00 4981.24 0.00 0.00 0.00 0.00 24.00 4981.90 0.66 2.16 0.20 0.47 48.00 4982.25 1.01 2.80 0.31 0.49 72.00 4982.54 1.30 3.25 0.41 0.50 96.00 4982.80 1.56 3.61 0.49 0.51 120.00 4983.04 1.80 3.91 0.56 0.51 144.00 4983.27 2.03 4.17 0.63 0.52 168.00 4983.48 2.24 4.40 0.70 0.52 192.00 4983.69 2.45 4.61 0.76 0.52 229.90 4984.00 2.76 4.90 0.86 0.52 240.00 4984.08 2.84 4.97 0.89 0.52 Tailwater Channel Data - 12'X2' BOX CULVERT Tailwater Channel Option: Rectangular Channel Bottom Width: 17.00 ft Channel Slope: 0.0050 Channel Manning's n: 0.0350 Channel Invert Elevation: 4981.24 ft Roadway Data for Crossing: 12'X2' BOX CULVERT Roadway Profile Shape: Constant Roadway Elevation Crest Length: 181.00 ft Crest Elevation: 4986.53 ft Roadway Surface: Paved Roadway Top Width: 71.00 ft Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 235.2 cfs Maximum Flow: 240 cfs Table 4 - Summary of Culvert Flows at Crossing: 10'X3' BOX CULVERT Headwater Elevation Culvert 2 Discharge Roadway Discharge (ft) Total Discharge(cfs) (cfs) (cfs) Iterations 4976.71 0.00 0.00 0.00 1 4977.75 24.00 24.00 0.00 1 4978.37 48.00 48.00 0.00 1 4978.90 72.00 72.00 0.00 1 4979.38 96.00 96.00 0.00 1 4979.83 120.00 120.00 0.00 1 4980.19 144.00 144.00 0.00 1 4980.78 168.00 168.00 0.00 1 4981.41 192.00 192.00 0.00 1 4982.60 235.20 235.20 0.00 1 4982.74 240.00 240.00 0.00 1 4983.06 251.07 251.07 0.00 Overtopping Rating Curve Plot for Crossing: 1 O'X3' BOX CULVERT Total Ratilig Curve Crossing: I G'X3' BOX CULVERT 4983- 4982 0 4981 - (D LU - 4980-_ 4979-- T 4978 4977- � j I 0 50 100 150 200 250 360 Total Discharge (cfs) Table 5 - Culvert Summary Table: Culvert 2 Total Culvert Headwater Inlet Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater Discharge Discharge Elevation Control Control Type Depth(ft) Depth(ft) Depth(ft) Depth(ft) Velocity Velocity (cfs) (cfs) (ft) Depth(ft) Depth(ft) (ft/s) (ft/s) 0.00 0.00 4976.71 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 24.00 24.00 4977.75 0.965 1.042 1-S1t 0.556 0.563 0.936 0.936 2.563 2.563 48.00 48.00 4978.37 1.531 1.662 1-S1t 0.861 0.894 1.469 1.469 3.267 3.267 72.00 72.00 4978.90 1.989 2.191 1-Sit 1.117 1.172 1.925 1.925 3.739 3.739 96.00 96.00 4979.38 2.399 2.670 1-S1t 1.347 1.420 2.342 2.342 4.098 4.098 120.00 120.00 4979.83 2.785 3.118 1-S1t 1.561 1.648 2.734 2.734 4.389 4.389 144.00 144.00 4980.19 3.164 3.479 4-FFf 1.763 1.860 3.000 3.108 4.800 4.632 168.00 168.00 4980.78 3.555 4.075 4-FFf 1.956 2.062 3.000 3.470 5.600 4.842 192.00 192.00 4981.41 3.970 4.697 4-FFf 2.141 2.254 3.000 3.821 6.400 5.025 235.20 235.20 4982.60 4.809 5.887 4-FFf 2.461 2.580 3.000 4.433 7.840 5.306 240.00 240.00 4982.74 4.911 6.026 4-FFf 2.496 2.615 3.000 4.499 8.000 5.334 Straight Culvert Inlet Elevation(invert):4976.71 ft, Outlet Elevation(invert):4976.43 ft Culvert Length:92.00 ft, Culvert Slope:0.0030 ................................................................................ Culvert Performance Curve Plot: Culvert 2 Perfolmajace Curve Cuh-ert:Cuh°ert 2 0 0 Inlet Control Elev OutletControl Elev 4983 A 4982 0 4981 W 4980 4979 �s = 4978 4977 0 50 100 150 200 250 300 Total Discharge (ofs) Water Surface Profile Plot for Culvert: Culvert 2 Crossing - IOXY BOX CULVERT, Desip Discharge - 1.35.1. cf Cuh-ert- Culvert— Cuh-ert Discharge-235_2 cfs 498 4982 4981 ---- 4980 c� > w 4979 4978 4977 -20 0 20 49 60 8u 1 U0 120 Station (ft) Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4976.71 ft Outlet Station: 92.00 ft Outlet Elevation: 4976.43 ft Number of Barrels: 1 Culvert Data Summary - Culvert 2 Barrel Shape: Concrete Box Barrel Span: 10.00 ft Barrel Rise: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge (901) Headwall Inlet Depression: None Table 6 - Downstream Channel Rating Curve (Crossing: 10'X3' BOX CULVERT) Flow(cfs) Water Surface Depth (ft) Velocity(ft/s) Shear(psf) Froude Number Elev(ft) 0.00 4976.43 0.00 0.00 0.00 0.00 24.00 4977.37 0.94 2.56 0.29 0.47 48.00 4977.90 1.47 3.27 0.46 0.48 72.00 4978.36 1.93 3.74 0.60 0.47 96.00 4978.77 2.34 4.10 0.73 0.47 120.00 4979.16 2.73 4.39 0.85 0.47 144.00 4979.54 3.11 4.63 0.97 0.46 168.00 4979.90 3.47 4.84 1.08 0.46 192.00 4980.25 3.82 5.03 1.19 0.45 235.20 4980.86 4.43 5.31 1.38 0.44 240.00 4980.93 4.50 5.33 1.40 0.44 Tailwater Channel Data - 10'X3' BOX CULVERT Tailwater Channel Option: Rectangular Channel Bottom Width: 10.00 ft Channel Slope: 0.0050 Channel Manning's n: 0.0350 Channel Invert Elevation: 4976.43 ft Roadway Data for Crossing: 10'X3' BOX CULVERT Roadway Profile Shape: Constant Roadway Elevation Crest Length: 69.00 ft Crest Elevation: 4983.06 ft Roadway Surface: Paved Roadway Top Width: 71.00 ft Label Solve For Friction Method Roughness Channel Slope(ft/ft) Water Surface Elevation(ft) Elevation Range Discharge(cfs) Flow Area(ft') Wetted Perimeter(ft) Hydraulic Radius(in) Top Width(ft) Normal Depth(in) Critical Depth(in) Critical Slope(ft/ft) Velocity(ft/s) Velocity Head(ft) Specific Energy(ft) Froude Number OFIowTypeNotes Messages 100 YR Section-AA 0.019 0.004 4,981.11 4,980.1 to 4,981.8 ft 23.5 6.7 11.4 7.1 11.19 12.6 11.3 0.007 3.49 0.19 1.24 0.793 100 YR-Section-BB 0.019 0.004 4,980.15 4,978.6 to 4,981.5 ft 61.3 13.4 14.8 10.8 14.42 19.1 17.6 0.006 4.58 0.33 1.92 0.837 100 YR Section-CC 0.019 0.003 4,974.06 4,973.0 to 4,985.7 ft 25.4 8.6 12.9 8 12.61 12.8 10.2 0.007 2.96 0.14 1.2 0.633 100 YR Section-.DD 0.02 0.01 4,981.53 4,979.7 to 4,985.6 ft 235.2 -12.3 33.3 11.6 33.09 21.7 24.2 0.006 7.28 0.82 2.63 1.299 al Cross. Section ; 100YR Section - .AA � �'�� B^� r ' Print Preview Option_ 4982.00 4981.80 4981.60 4981.40 r 4981.20 C - 4981.00 w 4980.80 4980.60 4980.40 - ; ----------- 4980.20 4980.00 0+00 0+05 0+10 0+15 0+20 Station M Cross Section;1COYR-Section-BB o �� LcQ Print Preview r Options 4981.60 4981.40 4931.20 4931.00 4980.80 -------------- 4980.60 4950.40 4980.20 m 4980.00 w 4979.8.0 4979.60 4979.40 4979.20 4979.00 4978.80 4978.60 4973.40 —------------'-------- -- ---- --------� i 0+00 6+05 0+10 0+15 0+26 0+25 0+36 0+35 0+40 Station O Cross Section 1DL YID Section - CC 0 Print Pre-viewy 7r Options 4986.00 -- ------------- 4985.00 4994.00 4983.00 4982.00 1 4981.00 I C L3 4980.00 ru 4979.00 W _ - 4978.00 4977.00 --------------- 4976.00 ------------ 4975.00 4974.00 4973.00 I 0+60 0+80 1+C ICI 1+20 Station P-hl Cross Section 100 YR Section-DD Lo,)Print Preview F�'t Options 4985.80 ----------------- 4985.60 -------------- 4985.40 4985.20 4985.00 4984.80 4984.60 ---------------- ------------------- 4984.40 4984.20 4984.00 ---- ------ ---------------------------- ------------- 4983.80 4983.60 4983.40 4983.20 ------------------- 4982.80 --------------------------------------- 4982.60 ----------------------- 4982.40 4982.20 49S3.00 4982.00 4981.80 ----- ----------------- -------------------------- 4981.60 4981.40 -------------- 4981.20 ------------ ------- 4981.00 4980.80 4930.60 4980.40 ----------- --- ------------ ---------- ------------------------- 4980.20 ------------------------- ------- 4980.00 4979.80 4979.60 o+ob o+lo 0+26 6+30 0+40 0+50 0+60 0+70 0+80 1 0+90 1+00 1+10 Station Front Range Storage Preliminary Drainage Report APPENDIX D - WATER QUALITY CALCULATIONS 14 WQ Tributary Areas Subdivision: RV,Boat&Storage Project Name: Front Range RV Boat and Storage Location: Fort C� Project No.: 39817.00 Calculated By: ARJ Checked By: Date:-/217£4 WQCV-POND Area Basin (ac) %Imp. C2 0.96 70.0% C9 0.42 38.0% C10 2.18 4.0% Total 3.56 25.8% WQCV Drain Time(hr): 40 Coefficient,a(Figure 3.2): 1.0 WQCV(in): 0.14 WQCV(ac-ft): 0.049 WQCV(cu-ft): 2,134.7 X:f3980000.aIM981700\Ex..IW.i.geU9817.00 Draivage_Cal�_Q.07'A- Page I.of3 1/302024 WQ Tributary Areas Subdivision: RV,Boat&Storage Project Name: Front Range RV Boat and Storage Location: Fort Project No.: 39817.00 Calculated By: ARJ Checked By: Date:-172472T- WQCV-RAIN GARDEN Area Basin (ac) %Imp. C1 0.36 61.5% C3 2.42 71.9% C4 1.20 78.5% C5 1.19 78.2% C6 1.31 77.3% C7 0.42 67.5% CS 1.73 75.9% Total 8.62 74.70% WQCV Drain Time(hr): 12 C1,AND C3-C8 Coefficient,a(Figure 3.2): 0.8 WQCV(in): 0.24 WQCV(ac-ft): 0.205 WQCV(cu-ft): 8,950.0 X:f3980000.aIM981700\Ex..IW.i.geU9817.00 Draivage_Cal�_Q.07'A- Page 2.of 3 1/302024 Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.07,March 2018) Sheet 1 of 2 Designer: ARJ Company: JR ENGINEERING,LLC Date: January 31,2024 Project: FRONT RANGE RV BOAT&STORAGE Location: C1 AND C3 THROUGH C7 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 74.7 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=Ia1100) i= 0.747 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.24 watershed inches (WQCV=0.8*(0.91*i3-1.19*i2+0.78*i) D) Contributing Watershed Area(including rain garden area) Area= 375,487 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VwOG,=0cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of de= 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWOCV OTHER= cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VwncvuSER= 8,950 cu ft (Only if a different WQCV Design Volume is desired) 2.Basin Geometry A)WQCV Depth(12-inch maximum) DwOcv= 12 in B)Rain Garden Side Slopes(Z=4 min.,horiz.dist per unit vertical) Z= 4.00 ft/ft (Use"0"if rain garden has vertical walls) C)Mimimum Flat Surface Area AM;,,= 5810 sq ft D)Actual Flat Surface Area AA�d= 7028 sq ft E)Area at Design Depth(Top Surface Area) AT,= 11134 sq ft F)Rain Garden Total Volume VT= 9,081 cu ft (VT=((ATpp+AAO w)/2)*Depth) 3.Growing Media Choose One O 18"Rain Garden Growing Media p Other(Explain): 4.Underdrain System Choose One A)Are underdrains provided? #YES p NO B)Underdrain system Orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y=0ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours V0112=0cu ft iii)Orifice Diameter,3/8"Minimum Do=0 in C1 AND C3-C7 RAIN GARDEN UD-BMP_v3.07.xlsm,RG 1/31/2024,8:46 AM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: ARJ Company: JR ENGINEERING,LLC Date: January 31,2024 Project: FRONT RANGE RV BOAT&STORAGE Location: C1 AND C3 THROUGH C7 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity NO of structures or groundwater contamination? 6. Inlet/Outlet Control Choose One �Q Sheet Flow-No Energy Dissipation Required A) Inlet Control 0 Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation 0 Seed(Plan for frequent weed control) Q Plantings 0 Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: C1 AND C3-C7 RAIN GARDEN LID-BMP v3.07.xlsm,RG 1/31/2024,8:46 AM Front Range Storage Preliminary Drainage Report APPENDIX E - REFERENCES 15 'fh 4,y FIX VIP --------------- if TV Oil 11 Ado 114 41 -� + �. .r' __�_ •��� : it MGM Rr,.n:*� -� _ i '� 1 . - + r y V 4 _ ow 17 VP Al -'9% f _VP VP rt l Aft v w_{ f` 0 Aft �M1 © a � � � +—_ � �/ 4�r � � .f�r✓1 I , f.,, - -© u �isVrs� -v�� 4-r�—�g,�r-i_—a..e,aw_rx_I--��1 I. VW 02 .n 70 d �.. .. •�._ 'a�,__ - ri - M•'. '`c "_ - .+;:,, r.>~.� - - may, ll . T ,� #_ i ': -. �I r� :,' Yy - �." s _ : .. �—� �-- _ _ � - _ �! � .a« � - �� � � +s.��e.;+� '.1SW,�N ._'� -��,er�swl -�—�—a—i- _ � _ `.i�.•�s i� J 2 {u '} 43,• .; ;c M Mies I PYII1WACFN - ". Put444iP't'N �- IN PH_+�+ —gam .. •p f / �C Box Elder Creek Hydrology Update -April 2014 - Fig re 1 1 ICON T rT . 66 ENGINEE_ Overview _ _ �71 ' {�_ _ „ � - _- -- a _ _� -' - L7 M} '1 �: ,.� a r N UMenan•iLy _ ... .. •! -..:,� Rain Gage • Rainfall _} 51 P[gi':P—1 y L r 9 --l_ :.�_ __'!-- - --- --------------------- - F , ., Aft I00, A , VIPro 1 --� MF J � -- Aft Aft p TV VW7 TV wi 1I AMFie w ww ww Aft ® I _ 00 NO r13 LA _ yi G Y. O F 10 - • }2 __ t i Z" d IL If � .qw .�_r' �v b4:i�if Z IL - �� sPIMLM M I: Y fy Z � Y PY I•I+H:N ©PtlNFI N•l V_ }'tl"SiH V1N 5;!4 Box Elder Creek Hydrology Update -April 2014 - Figure 2.1 1[CON Rain Gage Distribution ENGINEERING,INC. . - -: r-. vas:._ - — ssJ _ '. • Iraq a L- 4� �,_hxl+rtu•9tiNl.— 9 e•L" rr� - -- -�-$ _N .r-J 57oaN+Wfe�7 — dt WUku � - -_-- - - -+ .A;7 6Y W°n A4-..) —_- •--__ i 5 I i \Inlu -------- --•- ------�..—•_ __ _ v _ Ig r A AM ` 53 � r j Aft 8. Ivy VIP - 1 - all IR u W e fi a s 02 f Rd I: �pb77 '�11� r 1 It e� 3 W -7 'R*14 N - _ '.1$,<a—inN 1 2 {u '} �3, ?? -�r$iles � .. '• F - �} d -n r ati 114+4-14 -- K71P LeIN N. Q� - Box Elder Creek Hydrology Update -April 2014 - Figure 3.1 t f T161 • s. ][CON Maximum Infiltration ROM ENGINEERING,INC. ► - {. - 2 --` a _ _ - _ `t�7 tl? l� �.. r N[,hnenara,��a!I_ __" .. i _5 r UpdateBox Elder Creek Hydrology April , Figure ICON Basins - North NI f 2� 183 Legend 184r • � Basins • L83 Diversion • Storage Elements �ii3 1`S a i Junctions `81 iw4. ® Routing Elements f r f&_ r iY2 17�f S��L MIN •' �' 7`7{5 37S L� •• M 7y7i5 , 196 tilt �1 C17Y - �► ` it46ii •w 3 - ' 1Lia Y •` �q 7794. i� 1�71 7.y9 L19 • 173 17 � 171 1A 169 •� �6,b r 1 bS = - 7�19 y � �5✓� 3577163 - - 3 195 Y n`r� •I A � �3 1. - 3� , 7 u 15-7 r,L 7159 '♦ � 490 �� i�� 1$a � 154 49TUT L112 198 r - 152 119a �. 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Report Model Notes: Eff.Model Conversion/Update These are the same model input file,run in 3 SWMM versions rasing invert elevation of 15 ponds. (raised inverts)and updated in 3 SWMM versions-note differences Should be very close to Table S.7 shows these flow are now close Lorimer-Weld Canal model run beteween v..006 and v.011 v5.1.006 again to the CLOMR flows. 913 539.5 540.4 47.971 48.01 48.01 48.0 48.0 0.8 0.00 1 0.00 0.00 0.00 914 3079.6 3090.4 274.211 274.21 274.21 274.2 274.21 1 10.8 1 0.00 1 0.00 1 0.00 1 0.00 �'Lq ;,,o - ••� Existing k� L` Imo_ Spill Condition As-built Flows Difference Location Flows (Post-Project) - j (Pre-Project) .` f" rq 1• _ cfs cfs cfs A 509 166 -344 B 452 105 -347 r f • C 2555 2513 -42 } ` - ��'� • A.e D 2147 2 -2145 °'1 - ' , '• - I - - - - E 34 0 -34 .�� F 1731 740 -991 G 65 37 -28 — ' H 108 108 0 - 'a 1 iii, mac_` _. li' 71ir.. • .......... �0 � �'.e C'• �� � ,sv =� X -- 0 11790 11756 11832 11723 - 0 00 J 13415 11875 11681 , pN:t �s � c�_. �. 892 11672 25281 11 2 11897 11663 � 40x0 13643 T_ 0 11945 11635 i a 11615 0 1oo0 2000' 4000' 23680 14297 N SCALE.1'=2000' 2OD J(��� 10600 - _ •{' 00 �00 19405 14550 10230 21990 13050 9713 N LEGEND: 20950 16 15974 0 1-0 9025 CROSS SECTION ` 20801 17985 00' X�9� 15360 0 8210 _ I LOCATION SECTION ID 25281 20705 20080 17425 �� 80Y-0 o (STATION) 20670 16550 G 20330 17341 6275 F APPROXIMATE SPILL LIMITS 17318 6215 17225 94 SPILL LIMITS ID O -- - -- - _._. _ - --_ o o - - 6152 k 6152 N O 6075 w � �� O � . FIGURE 5. 1 ��? ' 4950 LL LARIMER & WELD 'r . �O o k0 3699 CANAL --- 3230 100-YR SPILLS - �.. 2800 10 °m M Us AVMS 75 N � 134 z 32 -_ m 3 ASSOCIATES �. _ e ECR50 LEGEND: ENE FRONTAGE RD Site TH-1 INDICATES APPROXIMATE • LOCATION OF EXPLORATORY N BORING z TH-12 INDICATES APPROXIMATE • LOCATION OF EXPLORATORY APPROXIMATE BORINGS PERFORMED FOR NEWT SCALE: 1"=550' 3 PIPELINE PROJECT(FC10581) E Vine DR. 0' 275' 550' VICINITY MAP (FORT COLLINS,COLORADO) NOT TO SCALE TH-1 • TH-2 • • TH-3 • TH-12 TH-4 TH-5 TH-1310 • CV TH-14 • TH-6 TH-7 TH-15 Locations of Exploratory Borings ERIC KELLEY C/O JR ENGINEERING LLC FIGURE 1 MOUNTAIN VISTA PROPERTY CTL I T PROJECT NO.FC10813-115 11111 TH-1 TH-2 TH-3 TH-4 TH-5 TH-6 TH-7 0 0 6/12 10/12 7/12 9/12 21/12 7/12 7/12 002 WC=11.2 00, 1 WC=19.9 00, WC=10.1 I WC=23.2 00, WC=5.6 00, WC=25.6 WC=17.6 5 DD=109 #4 DD=104 DD=114 DD=106 DD=114 40 DD=96 DD=107 5 Or SW=0.0 00P SW=0.9 -200=45 SW=0.4 SW=0.0 00, -200=83 SW=0.3 SS=0.370 #4SS=1.300 SS=0.800 40SS=0.040 �_V00, =4 =Q40 Oila40 14/12 O 15/12 9/12 O 26/12 10/12 4/12 2/12 _ _ 1 0 WC=4.7 DD=116 D DD=1168 000, DD=11 12 10 -200=23 SW=0.0 00, SW=-0.1 _ o� o, 40 100 Cr Cr _ 9/12 9/12 Q 29/12 Q 50/5 4/12 wC=8.7 1 5 DD=114 00 �D 15 sW=-o.1 ot- ot- m 11/12 17/12 Cr 8/12 M = 20 :0 -0 20 a•-n lop 0' o� o� �- 50/10 37/12 Q 25 >? 25 30 30 35 35 40 40 Summary Logs of ERIC MOUNTAIN Y C/OVISA R PERTERINGLLC Exploratory Borings MOUNTAIN VISTA PROPERTY CTL I T PROJECT NO.FC10813-115 FIGURE 2 11111 TH-12 TH-13 TH-14 TH-15 LEGEND: SAND,CLAYEY,SILTY,SLIGHTLY MOIST TO MOIST, LOOSE TO MEDIUM DENSE, BROWN, TAN, RUST(SC) 0 0 fl GRAVEL,SANDY,SLIGHTLY MOIST TO WET,MEDIUM DENSE TO VERY DENSE, REDDISH Q. BROWN(GP) 8/12 11/12 14/12 11/12 CLAY,SANDY, MOIST,STIFF, BROWN(CL) 00, wC=0.o 5 40 DD=102 5 SW=1.3 00, SS=1.600 00, DRIVE SAMPLE.THE SYMBOL 8/12 INDICATES 8 BLOWS OF A 140-POUND HAMMER i00, 00, S7 _ FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. a. -V a. o 42/12 0 14/12 6/12 5/12 SZ WATER LEVEL MEASURED AT TIME OF DRILLING. 0 WC=5.1 WC=10.3 WC=0.0 WC=30.8 1 0 -200=7 -200=16 DD=113 DD=91 10 oa SS o490 141 WATER LEVEL MEASURED MAY 1,2023 INDICATES DEPTH WHERE HOLE CAVED PRIOR TO SECONDARY GROUNDWATER MEASUREMENTS. 40/12 :Q:' 12/12 15/12 6L. 7112 15 � b� 00 15 0= 0= a. a. L6L. ,w o LL NOTES: 26/12 0 9/12 31/12 b� 7/12 20 20 r 1. BORINGS 1-7 WERE DRILLED ON APRIL 21ST,2023 USING 4-INCH DIAMETER w w CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. 2. BORINGS 12-15 WERE PERFORMED ON NOVEMBER 8TH,2022 AS A PART OF THE NEWT 3 PIPELINE PROJECT(FC10581) 25 25 3. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT. 4. WC - INDICATES MOISTURE CONTENT(%). DD - INDICATES DRY DENSITY(PCF). SW - INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE(%). 30 30 -200- INDICATES PASSING NO.200 SIEVE(%). LL - INDICATES LIQUID LIMIT. PI - INDICATES PLASTICITY INDEX. UC - INDICATES UNCONFINED COMPRESSIVE STRENGTH(PSF). SS - INDICATES SOLUBLE SULFATE CONTENT(%). 35 35 40 40 Summary Logs of ERIC KELLEY C/O JR ENGINEERING LLC Exploratory Borings MOUNTAIN VISTA PROPERTY CTL I T PROJECT NO.FC1 081 3-1 1 5 FIGURE 3 Front Range Storage Preliminary Drainage Report APPENDIX F - MAPS 16 V) z_ LU z � � z wzSofE cn � 3: LU w > =) 3: WW =LUzofm --- - - - - W - - l WI?EFENCE I F- z >- Ldo' = = mo 11 WIRE FENCE.. e UQOQ ?tn ~ LU / EX/STING OVERHEAD - - III � p > a w >LLJ O Q 1 1 TRANSMISSION L/NES + 4405 E COUNTY ROAD 50 \ U J (n � CK z � >- 0 O I FORT COLLINS, CO 80524 I r / 1432 NE FRONTAGE ROAD ~ wmmwmJvU ~ PARCEL NUMBER: 870J0000JI \\ z = m m c� m z w I FORT COLLINS, 80524 I � ~ Q � Q Q � m Q F "N l PARCEL NUMBER: COO 80524 OWNER.- 10HNSON GREGORY GORDON/SLASH V LLC/LEVY MARGARET ELLEN I 0 W OWNER.- COLORADO D/V/S/ON OF WILDLIFE I o W Lr) Z II l ---- �`r a J l I nr - wv, -_• ev �_-cJ� - - _ - T- - --� - - - _ - - --� 1\ J ICI - U CD _ J � ` 1 UNE IM E CURVE TABLE �I, SO I O 00 CO Q O I I I I III 8S \ ` t!E Bl,IRW, 713� gAtI DELTA IfA W LQLOIH I� 'J- Q O O I \ ` u soms•ut s.ae• a ar4o'+a• iaar mss s4sbaos'e ieiv .11 WI I I I a 90-IGMS ,o.ar 15.78 S"'W"N ,,.,e• II, I o x o U z U � � I I I IIIII � w -J00 2.51 .17 I I I �� Iay w M0 � � Z .22 I \� I OQ � a� O� � CHAIN LINK FENCE I I I pp I �� VICINITY MAP ZLLJ V I _ ! 1� 'z� I I SCALE 1"=500' W CD = - EXISTING WA TERLINE - �s I, I I of � O � � EXISTING RESIDENCE TO BE I I /� "•� i;; REPURPOSED TO OFFICE USE I I OFFICE I ♦\ o I WOOD FENCE I I I I � 4 EX2 CELLAR 36.9 •20 �� �\ 1\ II I I GARAGE I i 25 so`♦\ ho�0 I �I I ♦\ LEGEND N H o A: BASINLABEL A WOOD SHED I I I --�' i 1 ♦\ i B: AREA B C � �' Q C• C 5 YR D E EX/ST/NGI 15" CMP ) I 1� �• I D: C-100 YR �-c WOOD SHED G Q \ o �' 20 EL CO EASEMENT I 10 r� EXISTING GRA VEL I o DESIGN POINT V o STAGING AREA i I ♦\ r"{ 0- U R99 ♦\ I ' \ EXISTING FLOW DIRECTION o • s U M i - h CHAIN LINK FENCE \\ �I o L rn BASIN DRAINAGE AREA _ BRIDGE r y, �iE vI st\ 4g I' \ \ EXISTING STORM SEWER Co � In I321 N COUNTY ROAD 5 EXISTING PROPERTY LINE c o FORT COLLINS, CO 80524 --- U I PARCEL NUMBER: 870J000001 ROW EXISTING o ���� � \ EXISTING CUL VERT �/ ♦\ g95 , OWNER. ✓OHNSON GREGORY U WIRE FENCE" '\ �. GORDON/SLASH V LL C \ EXISTING 20;201 EASEMENT BOOK I \\\ `►J\ �� PERMANENT EASEMENT PAGE 402 I �\\ 1 , \\�, �rl 6100 BOOK 1278 PAGE 489 1, I II II I \' �` \�� \\ ♦ Ld ICI al I �: 1 \ ♦ a r I I I I SE o ♦ o 'I I I I I ��I MENT ♦ �� - / CHAIN LINK FENCE \ �`\ 1 ♦ - W �, PARCEL NUMBER. 8703000813 II I I �IZ I D \\ � I 20' EL CO EASEMENT -- X m O III � ' EXISTING EL CO 24 WA TERL/NE ♦ C.� I -_-_ - - W -- - ►N - - - W - - - - - W - _- - W =_ - - - -= W - - - i'✓ - ' - - - i - - -OHU- - - - -OHU-gr - - -O,'/U- - - - -Ui7 ''� 1 - _�j �OHU- - - - --OHU- -OHU - -OHU-�- - - -OHU- - - - U- - --- -OHU-$- - OHU- r -Oil r•I- - �- I I PARCEL NUMBER: 870J000002 Al xI I I AV OWNER: SLASH V LLC EXISTING DITCH ROAD TO REMAIN I ' II ' EXISTING OVERHEAD `� I I TRANSMISSION LINES I, � � EXISTING OVERHEAD I I I I ! I \ TRANSMISSION LINES X - I � t 1118 NE FRONTAGE RD A� X _ FORT COLLINS, CO 80524 19'7 20 a I \ \��\\ 25 1 PARCEL NUMBER. 8703000833 ♦ I I \I I I I Q I PARCEL NUMBER: 8703000019 '' \ � I \ I � jf I CHAIN LINK FENCE o OWNER.- FAUX CO LLC I III I I I \ \ . \� ♦` -STATE G&T EASEMENT _ c , IIII I , ,,i ♦ �98 BOOK 1605 PAGE 303 C I I� PARCEL NUMBER. 8703000016 I \ \�� ♦` S ' OWNER: SLASH V LLC �l w 4 \� N x Q III I III 1020 NE_ FRONTAGE RD \ \ \ N fy � mv FORT COLLINS, CO 80524 �\ '�` ♦ » I 10' UTILITY EASEMENT , II z Q Q \ EXISTING 15 CUP 1 I - IIII I I PARCEL NUMBER. 8703006001 \ \ \�� ���` 1 II I BOOK 1791 PAGE 732 I r� OWNER' HOUSTON TRANSPORTATION LLC III I - m m _j J o m a Q � w z o UTILITY EASEMENT I c� c� h cn o Q NO. 87034999 y I I NO. 87OJ5000 / I, _ > L d W o = � 3 I o PARCEL NUMBER. 8703000014 �-" : _ �\; �� � 1 \ I I I 1 i��' EXISTING 24" CUP II I I {I I I I i OWNER. WESTERN HER/TAGS PROPERTY ,9� \1 I \�\ Q L__�I ' CD PARCEL NUMBER.- 87OJ400927 > L� Q IIII I I '� A \ OWNER: CITY OF THORNTON Q Z IIII I I I \ v� 150 75 0 150 300 Q Q Know what's below. W C 1' ORIGINAL SCALE. 1" = 150' Q Q Call before you dig. z � o II � BASIN SUMMARY TABLE DESIGN POINT SUMMARY ENGINEER'S STATEMENT z F_ PREPARED UNDER MY DIRECT SUPERVISION AND ON BEHALF OF JR z (f) Tributary Area Percent tc_2year tc-100Year Qz Qioo ENGINEERING Q X Sub-Basin (acres) Impervious Cz Cioo Qz(�s) Qloo(Cfs) DP (min) (min) Total (CFS) Total (CFS) �/ W pRIEMH N]QINV �P0ART, 1 % • MAR T/N'•.s'� �- E01 12.51 8% 0.17 0.22 12.00 12.0 4.5 19.5 1 4.5 19.5 EX2 36.90 2% 0.20 0.25 15.00 15.0 13.8 60.1 1.1 19.6 85.6 E53399 EX3 19.80 2% 0.20 0.25 15.00 15.0 7.4 32.3 3 7.4 32.3 JO ;D� SHEET 14 of 23 COLD FOR AND ON BEHALF OF JR ENGINEERIN @NAL�� JOB NO. 39817.00 BASIN SUMMARY TABLE - - z V, IN TERS TA TE 25 - - -,, _ - , , - z_ W � w (NORTH BOUND L _ NO 0 ANES� z -ary Area Percent tc-2Year tc-100Year Qz �ioo / -�- -� ---_--_ �---��_--Tribut 5 -_-_- ---- ----- -- - - - - --- - - � W W z � LL � W w=� W oU �mw zSub-basin {acres) Impervious CZ Cioo (min) {min) (cfs) (cfs) /-25 NE F RONTAGE ROAD FZ >_ m 0_ 0S1 � O RONT Qm �0.42 00� 25 NE FA - ----------- - -- - -- --- -- - -- -- - /- 9a5 - __-- - - = a_____ � - �wWQ __ _ 49f -o W Q - � C1 0.36 62% 0.66 0.82 10.0 6.0 0.5 2.8 . I --- Zo- � � o zU�j O�0 + 6.0 .jj- 10'X3' RCBC v � � JC2 0.96 70% 0.72 0.90 13.0 13.0 1.4 � C3 2.42 72/ 0.74 0.92 13.0 13.0 3.5 15.4 - - - QQQQOOQ � - 4985 4985 C4 1.20 79% 0.79 0.99 14.0 12.0 1.8 8.5 5U1311 -- - - 12'X2' RCBC 498105 1.19 78% 0.79 0.98 14.0 13.0 1.8 8.1 4980 00 W C6 1,31 78% 0,78 0,98 14.0 13.0 2.0 8.9 / 1.0 .2-TRACT A- - • J U O1.02�4980 007 0.42 74/ 075 0.94 11.0 9.0 0.7 3.2 CD -J C8 1.73 79% 0.79 . C9 0.42 38% 0.41 0.52 13.0 13.0 0.3 1.5 I 0=4985 4985 C1 Q O O /F o OU / 62% 0C10 2.18 4/ 0.12 0.15 12.0 12,0 0.5 2.3 _ o - W oQ Q �OS1 0.43 100% 0.95 1.00 11.0 9.0 0.9 3.4 C2 ° 00 OS2 1.01 8/ 0.21 0.26 13.0 13,0 0.4 1.8 . W or-, O Q 9x � o cf) >W<UZ- -OS 3\� 37.23 7.23/ 2/i/ 0.1�5 0c .-1//95 1/7.M 0/ 17.0 7.0 j//g-//II/�j/M/•�%///9���.8 429 29 If 3 ►o\�1 III L- -roI/�sIII-1I II I IoI 49�9/ II8i?2 1 o �/ -L �IIII Ii1I11 I/ 4q44�9gIIIs I49I I III 8 88985 5s�j\5 4 9/ / IIIIII�IIIIIIIIIIII •I II j`�IIIIIIIIIII1IIiIIIII1I:� iI I1 �III 1�I1�II1II IIII11III I ;IIIII I I1III II I 1I 1 / / B VICINITY M A P o $ _ zWI I .�NNNN�mW w `y SCALE 1 = 00 Ofr�(✓��O\ � �T0 rncr�,�ocQ�r�, •- LJ W4984.59 N 90 0.502. LU 4981.97 LEGEND DESIGN POINT SUMMARY TABLE Total (CFS) Total (CFS) 4983.34 I 6100 EXISTING MAJOR CONTOUR aDP 2-YR 100-YR EXISTING INTERMEDIATE CONTOUR I /Y 2.4272% 1100 PROPOSED MAJOR CONTOUR1 0.5 2.8 f I � R 2 1.4 6.0 4984.27 PROPOSED INTERMEDIATE CONTOUR ///3 4.0 17.5 0.65 0.50% EXISTING STORM SEWER/RCP3.1 54 23.5 0.50% 4 1.8 8.4 PROPOSED STORM SEWER/RCP Z4.1 7.0 31.7 PROPOSED SWALE 5 1.8 8.1 00.15 9$5 CL U 0.50% BASIN ID 00 C\ % O 0 5.1 8.8 39.8 A: BASIN DESIGNATION C B: AREA (AC) 6 2.0 8.9 p 84.45 C: % IMPERVIOUS Ap III � QnQ � dD �6.1 10.8 48.6 A 0.50% 0.50q DRAINAGE DISCHARGE 7 0.7 3.1 . . . DESIGN POINT CD 1.20 79% 7.1 11.4 51.3 A? - c� W -8 2.6 11.5 4 5 sW- _ U 8.1 14.0 613 9 BASIN DRAINAGE AREA 9 14.3 62.7 4\° / 1 I / 7 10 14.8 64.9 1.12% N 1 4985 4984.53 / os C5 11 0.0 4.6 16,14 / / 0.50% 1.1978% � LOT 1 �12 4.8 25.4 C­ r- L 01 19.5 229.9 4985.49 02 20.8 235.2 o 0.50%03 9.9 42.9 m> 17 050% N // /qr co 1 / / 80.66 0.50% 851.31 78% 49 oCn / 4984. LLJ / 0.50% 0.4268% O i / N// 0.4538% 0.50% 4981.19 T 7 77_((z�) CL - - - - - - - -�0.50% 0 0 0.50% >//// Ov g O4� O 4n /0 ,o3g 0 I / 4986/.0 9 JIII\ 1 PME5A.3R.3T99F���'S�••; � / QOzI� zo Qp Q � X OUTLOT 1 A49xx�/�, / Q Q0z W> w o50 IrN� LOT 2 2.2 4% - m CA � > LLJCL 50 25 0 50 100 Q W8490 M W r1 Cnowwa sl 0 O QORIGINAL SCALE: 1" 50'Call before you dig. z � z_ Cf) CD - I ENGINEER'S STATEMENT co "1 4980 PREPARED UNDER MY DIRECT SUPERVISION AND ON BEHALF OF JR ENGINEERING 0 Q LS LDV H • 4985 HOU Po� J0\ / I � . SHEET 15 of 230=U CD COLOF•••.....••••C,� M SEE SHEET 16 FOR AND ON BEHALF OF JR ENGINEERIN �[@ E� NA JOB No. 39817.00 0 0 0 0 M_ X Ld SEE SHEET 15 w Z W W NoLU lop �� �� �� y �� rv. ego 4� - - f- \ II 1 \ II �- �\ f �� � / 1�' i 4985 I II -I_ ' v' � wz � a � Wwmz � mLj � � � o UQ0Q � � WQ 4_ ®r/// / / � � � wmNw F- ry \ fir « - - - I ��kg0°� p / / / I �1 I � � oo � oLzo 4975= �98 � A 8 / I L>_ ' // I -� � � � z � >- � = D � aQaQooQ Li _ _ _ J U f-I - / 10 �00�o,� - 49g5 a / / - - O C� o Y co Q 1y 497 .4� ' i � � �/j gg� o � 0 49 - - - Q O O 2.2 4% - - ' II Q z A9 I - - ; -Q / I o } u J J < ( � ,l /Dail l i / /' I I I \ VICINITY MAP w z LLJ SCALE 1 -300 W CD .-I YJ � IIII _- - / J Wc� O � w LEGEND -499 - -6100- EXISTING MAJOR CONTOUR EXISTING INTERMEDIATE CONTOUR rn J �100 PROPOSED MAJOR CONTOUR 4.990 PROPOSED INTERMEDIATE CONTOUR � 8 Ile ' 95 1�- \ - - - - EXISTING STORM SEWER RCP `" '� I I /' / / / / _ �' / J ( - PROPOSED STORM SEWER/RCP / 0 / �I o PROPOSED SWALE OS3 / / �� �� `✓ o 20.6 2% // I I i / / / / / b / / / J A BASIN ID C / / I I OS3 /' �/' // // / // �i �k99 , // //� �i 00 ` A: BASIN DESIGNATION � c�i B C B: AREAcY5 I llllll/ / / / l / / / �\ I I � �/ // / 90 / // / �� / / / // / �h / • Z C: % IMPERVIOUS rn _34.5 2% / // D°' / / / // / I o C DRAINAGE DISCHARGE DESIGN POINT rn / • � �/�` / / // ' I I I / / / /' / // // /' / / /' / \ PROPOSED FLOW DIRECTION o //////// / / / / , I / / / / / / / / / ( o a I a c� l QO r � BASIN DRAINAGE AREA N z000 L rI o400, / o � o �0 0 0 0 �v m N 4g90 / / / / / / / i / y ,/ DESIGN POINT SUMMARY TABLE I Op0 Total (CFS) Total (CFS) o 5 I (10 DP 2-YR 100-YR 1 0.5 2.8Ld � / � Np�9 2 1.4 6.0 O L r / llllll/ l / / k / / / / ' III /' // / / // / / BASIN SUMMARY TABLE 3 4.0 17.5 C' / / Q/a/ / / / // / // // / / / I I I // p / / / / // / // / ��\ 3.1 5.4 23.5 ~ EL. , Ld � / i Tributary Area Percent to-2Year tc-10OYear Q2 Q100 0- / �� \ 4.1 7.0 31.7 z 0iz `\ \\ Sub-basin (acres) Impervious C2 Cl� (min) (min) (cfs) (cfs) 5 1.8 8.1 0 LU j cn 5.1 8.8 39.8 w > o � Wm C1 0.36 62/0 0.66 0.82 10.0 6.0 0.5 2.8 6 2.0 8.9 C2 0.96 70% 0.72 0.90 13.0 13.0 1.4 6.0 0 6.1 10.8 48.6 z V\°o j / / / / / / I / / / \_ \ C3 2.42 72% 0.74 0.92 13.0 13.0 3.5 15.4 ryo� / / / / / / / / / / \ \ \ 7 0.7 3.1 N /' / \\ C4 1.20 79% 0.79 0.99 14.0 12.0 1.8 8.5 7.1 11.4 51.3 O Q C5 1.19 78/0 0.79 0.98 14.0 13.0 1.8 8.1 ILN 8 2 6 11.5 II z \ Q Q a r C6 1.31 78/ 0.78 0.98 14.0 13.0 2.0 8.9 8.1 14.0 61.3 \ C7 0.42 74% 0.75 0.94 11.0 9.0 0.7 3.2 N 9 14.3 62.7 m >- m C8 1.73 79% 0.79 0.99 14.0 14.0 2.6 11.5 J J W 0 m o � I \ \ 10 14.8 64.9 Q Q w z w \ C9 0.42 38% 0.41 0.52 13.0 13.0 0.3 1.5 N N a z Y c; \ \ 11 0.0 4.6 1 1 p c� Q U /l�I /l) ////r// / l / // // // / /� //� � I I� \�\ \\ �cr \\ \\ C10 2.18 4/ 0.12 0.15 12.0 12.0 0.5 2.3 12 4.8 25.4 = > o o v ll/ //// / / / // // /� -'� /r I I/{ \ \ \ \ \ OS1 0.43 100% 0.95 1.00 11.0 9.0 0.9 3.4 01 19.5 229.9 \¢ 9 I \ \ \ \ OS2 1.01 8% 0.21 0.26 13.0 13.0 0.4 1.8 /// ® ////// / C /' / � / � ■S _ - � -- I u 02 20.8 235.2 / ( X 37.23 2/ 0.15 0.19 17.0 17.0 9.8 42.9 03 9.9 42.9 Meow woo �j/ o 0 // f�/ 12 do'` owo�i \�� \ �� � \ \ �\ �\ IX XLd I I \ C� - 100 50 0 100 200 LLJ ry C � � , �� � � � \ _ \ I I I Know what's belOW. //�//�ii ��I d g a: \ \/IAW �\ moo'-- "o I _ ��-__, I- - X -I - I `� Call before ou dig. l � `� � f�•-�� � - _ / = � \ y g ORIGINAL SCALE: 1" = 100' .=,v--r- a= ENGINEERA. 'S STATEMENT o PREPARED UNDER MY DIRECT SUPERVISION AND ON BEHALF OF JR Z ENGINEERING 1321 N COUNTY ROAD 5 O )�) FORT COLLINS, CO 80524 �� n n n nn �n �/ Pp0 L/O•� � LARIMER COUNTY \\ \, PARCEL NUMBER. 8703000002 PARCEL NUMBER: 870J000001 J Lp) W L� lJW 0 IJ�J Q LIZI 11 •MARTjN�,S� UN/NCORPORA TED AREA \ _ _ OWNER- JOHNSON GREGOR Y � IJ V O� �O MID W •� \ OWNER. SLASH V LLC \ �\ _ � GORDON/SLASH V LLC E53399 ; \ ` JO �.•• D SHEET 16 OF 23 COL �'- - - FOR ANDON BEHALF OF JR ENGINEERIN@NAL JOB No. 39817.00 FRONT RANGE RV OAT AND STORAGE SWMM EXHIBIT BOX ELDER CREEK - ASBUILT MODEL 7559" • � 302 r 4* al � a _ 1 _ - r� -- I B10 10 2 A_ r F r r lip 40 � 102 ' 548 608 E COUNTY ROAD 50 08 -- N OFFSITE RUNOFF FROM LINK 299 0100=185.67 CFS Q2= 16.55 CFS 299 AM— OFFSITE RUNOFF MODELEDPM SB99 m THROUGH FRONTAGE 108.1 r ` AVERAGE OF LINK 99 AND 299 l Q100=229.94 CFS own Q2=18.03 16.55 CFS .� .� mum 7 9 9 �. ! �■. ow- Illllllllllllllls i .�r �IsE m i idommums "• _ OFFSITE RUNOFF FROM LINK 99 !r i §�� aw P 5 6 7 Q100=274.21 CFS Q2= 19.52 CFS l now to Ii 8� �� j ■ ! �r lie M!! I am an r/i r !1 !rt iits . EAST LARIMER AND WE/ D CANAL I 913 � I- +w 200 100 0 200 400 �- 914 �' ORIGINAL SCALE: 1" = 200' LEGEND SWMM EXHIBIT FRONT RANGE RV BOAT AND STORAGE JOB NO. 3981700 1 /29/2024 XX XX - BASIN NAME CONDUIT BASIN DELINEATIONS JUNCTION SHEET 1 OF 1 X. X X. X - BASIN AREA O U TF A L LJ-R ENGINEERING OUTLET , ELOW ARROW FOR ELEMENT ° A Westrian Company Centennial 303-740-9393 • Colorado Springs 719-593-2593 Fort Collins 970-491-9888 • www.irengineering.com Front Range Storage Preliminary Drainage Report APPENDIX G -LID EXHIBIT 17 V) z w FORT COLLINS, CO 8 524 \ — _ � w Zwwp � PARCEL NUMBER.- 8703 00907 - G — —— — — G — — — — — — — - - N � � z cn a_ I I \, I III IIIII / ► GAT OWNER. 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QOfO `� -rnoo(n :zS895628' 754.89 � � w � - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - Jo J 0 o (DQ <WO0 � 1 ) CD D w OW o-Jo✓ QL - a_ o0 LiMV) 0' w I � wo � � oer LLJ -Dw IF - VICINITY MAP SCALE 1 -300 LEGENDC14 8 O '� �= --6100— EXISTING MAJOR CONTOUR EXISTING INTERMEDIATE CONTOUR 6100 PROPOSED MAJOR CONTOUR\ o PROPOSED INTERMEDIATE CONTOUR a o 0 EXISTING STORM SEWER/RCP PROPOSED STORM SEWER/RCP a PROPOSED SWALE o� PROPOSED FLOW DIRECTION U BASIN DRAINAGE AREA oo wzQ UNTREATED AREA m LU T RAIN GARDEN 00 ELI TREATED DETENTION/WQ POND W - o O RAIN GARDEN TREATMENT AREA � Jill cn Ld LID TREATMENT z TreatmentMethod Impervious Area-SF Impervious area treated Percent Untreated Percent Treated O NQ C1, AND C3-C8 280,489 280,489 --- 82% Q QC2,C9 AND C10 40,009 40,009 12/ NUntreated area 22,141 6% \ - Total 342,639 320,498 6/ w w ° mmIj Notes:82%of newlyadded impervious areas will be treated using a raingarden.The remaining 12%will treated in J J aC v the proposed detention pond.A Small Portion of the site 6% drains to the 1-25 Frontage Swale Q zQ> (/) Q� w w N m Know what's1I below. \\�\ \ Call before you dig. � W \\ \\ � mOL X CK 0 O Ld 60 30 0 60 120 �\\ � ORIGINAL SCALE: 1" 60\\ V \ 0w= 1 �I I I (1 \ <., � \�IlIl ` \ SHEET 1 OF 11,\ JOB No. 3981700