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HomeMy WebLinkAbout04.0 Section 3 Engineering DocumentsSECTION 3 Engineering Documents Grading and Drainage Plan 4-203 E Soil Report Master Drainage Report for Mountain Shadow Subdivision Mountain Shadow Drive, West Glenwood Garfield County, Colorado Prepared for: David Rausmussen 826 Suite C Hwy 133 Carbondale, CO 81623 Prepared by: Sopris Engineering, LLC 502 Main Street Suite A3 Carbondale, Colorado 81623 SE Project Number: 17076.01 May 17, 2017 SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 12 Table of Contents I. Introduction A. Project Overview B. Project Location C. Site Description II. Analysis Methods and Assumptions III. Drainage System Description A. Existing Drainage Conditions B. Proposed Drainage System Description IV. Storm Water Detention A. Storm Water Detention B. Drainage Facility Maintenance V. Conclusions VI. References Appendix A Appendix B Appendix C Exhibit 1 Exhibit 2 Appendices Existing Drainage Calculations Developed Drainage Calculations NRCS Soils Map Exhibits Existing Drainage Basin Map Developed Drainage Basin Map SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 13 I. Introduction A. Project Overview This drainage report has been prepared as a part of the proposed minor subdivision on Mountain Shadow Drive just west of 388 Mountain Shadow Drive. This proposed minor subdivision is currently known as the Mountain Shadow Subdivision. The purpose of this report is to design and quantify the necessary storm drainage improvements associated with the site improvements. This report presents our findings and recommendations for stormwater mitigation associated with the site improvements of the project. Our evaluation and studies are based on Section 7-204 of Garfield County Land Use and Development Code, related to Drainage, storm water run-off and erosion control. The project consists of the subdivision of vacant land into three residential lots, with access and utility improvements. Sopris Engineering, LLC (SE) has analyzed the project's development impacts to ensure the developed flow rates are equal to or less than the pre -development rates for the 25 year 24 hour storm. SE also has analyzed the offsite drainage areas in order to quantify and direct offsite storm water through the site. The site will safely convey the 100 year storm event through the site. The appendices located in the back of this report contain all supporting calculations associated with this analysis. B. Project Location The proposed Mountain Shadow Subdivision is located in Garfield County in west Glenwood Springs, directly off of Mountain Shadow Drive. The site is located in the southwest quarter of sections 34 in Township 5 South, Range 89 West, of the 6th Principal Meridian. The existing parcel is 0.833 acres with no permanent development currently within the lot. C. Site Description The subject site is undeveloped land that at some point was cleared of native vegetation. A rough access road exists on the north side of the site. Several small piles of deposited soils are evident onsite. Ground cover consists of grasses and shrubs. The site generally drains from north to south, with slopes that generally vary between 10-20% onsite. The land directly down gradient from the site has a partially buried irrigation pipe, with surface grades that are low and flat some ponded areas are evident. Down gradient of the low area, storm water flows through residential, commercial, State Interstate 70 right-of- way, and eventually flows into the Colorado River. According to the Natural Resources Conservation Service (NRCS) soil survey, the soil composition onsite consists of type 'B' soils. The NRCS soils map is included in Appendix A of this report. II. Analysis Methods and Assumptions The storm water runoff rates for the basin were analyzed for the 25 year and 100 year storm events using the rational method (Equation 1 below). This hydrologic method is applicable to this site as the tributary basins being studied are less than 90 acres Equation 1: Q = C* I * A (cubic feet per second flow rate (cfs)) C = Runoff Coefficient I = Rainfall Intensity (in/hr) A= Area of Basin (acres) A Time of Concentration of ten minutes was assumed for onsite basins, and a 15 minute time of concentration was assumed for the offsite basin. Precipitation data for the site was taken from the SOPRIS ENGINEERING • LLC Civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 14 NOAA atlas rainfall maps for Colorado. The area rainfall distribution is the SCS Type II for the 24 -hr storm. Drainage basin soil information was obtained from the Natural Resource Conservation Service (NRCS) soil survey. Runoff Coefficient C factors were obtained from the Urban Drainage and Flood Control District (UDFCD) published tables, which considers the percent impervious, storm event, and NRCS soil type. The site is required to detain the difference between pre and post development for the 2 year and 25 year frequency, 24 hour duration storm per Section 7-204(C.3.a.) of the Garfield County Land Use Code. The 25 year and 100 year, short duration high intensity storm events were also analyzed to ensure the site stormwater structures convey the runoff through the site. III. Drainage System Description A. Existing Drainage Conditions The offsite drainage basin that affects the site is 5.38 acres in size. The parcel onsite has two basins, which are 0.53 and 0.30 acres in size. The basins were delineated using aerial topography, aerial imagery, and were verified in the field. Exhibit -1 illustrates the existing drainage basins. The existing offsite drainage basin is a mixture of developed residential and undeveloped native hillside. The residential areas offsite are low to medium density with gravel access roads. The hillside consists of sage brush, oak brush, and pinon / juniper forests. The onsite basin is primarily grasses and shrubs. The existing sub basins were analyzed for the required pre -post storm water detention and were also analyzed for the peak runoff flow rate. The 25 year 24 hour storm event analyzed for the detention volume calculation is summarized in Table A below. TABLE A - EXISTING 25 YEAR - 24 HOUR RUNOFF SUMMARY BASIN AREA (ac) SCS Soil Type UDFCD C INTENSITY (in/hr) RUNOFF (cfs) EX01 0.53 B 0.25 0.098 0.013 EX02 0.30 B 0.25 0.098 0.007 OS01 5.38 D 0.39 0.098 0.205 The peak runoff, short duration storm event flows for the offsite basin are summarized in Table B below. Refer to Appendix B for the existing drainage basin calculations. TABLE B - EX. PEAK RUNOFF FLOWS BASIN AREA (ac) 25 YR Q (cfs) 100 YR Q (cfs) OS01 5.38 6.58 9.74 B. Proposed Onsite Drainage System Description The proposed basin outflow point matches the existing condition. The basins are delineated by the proposed buildings and roadway drainage. The proposed site improvements include three residential units, and a paved access road. The proposed grading onsite will route storm water away and around the buildings to shallow surface swales, where the runoff will flow into storm inlets to two underground detention structures. The proposed 25 year 24 hour storm event is summarized in Table C. SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report - Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 15 TABLE C - DEVELOPED 25 YR -24 HIR RUNOFF SUMMARY BASIN AREA (ac) SCS Soil Type UDFCD C INTENSITY (in/hr) RUNOFF (cfs) DE2.A 0.23 B 0.44 0.098 0.010 DE1.A 0.14 B 0.42 0.098 0.006 DE1.B 0.10 B 0.42 0.098 0.004 DE1.0 0.29 B 0.42 0.098 0.012 DE2.B 0.01 B 0.42 0.098 0.001 DE2.0 0.06 B 0.42 0.098 0.002 The peak runoff, short duraton storm event from the proposed basins onsite are summarized in Table D below. TABLE D - DE PEAK RUNOFF FLOWS BASIN AREA (ac) 25 YR Q (cfs) 100 YR Q (cfs) DE2.A 0.23 0.39 0.47 DE1.A 0.14 0.23 0.27 DE1.B 0.10 0.16 0.20 DE1.0 0.29 0.48 0.57 DE2.B 0.01 0.02 0.03 DE2.0 0.06 0.09 0.11 IV. Storm Water Detention A. Storm Water Detention Garfield County requires that the rate of runoff from the developed site shall not exceed the existing pre -development rate of runoff for the 2 year and the 25 year storm event. As shown in Table A and C above, the 24 hour rate of runoff is not higher than 0.02 cfs and the pre -post difference is less than 0.01 cfs. Controlling this small rate of runoff is not realistic from a basin of this size. Detaining the difference in the volume of runoff however is realistic. The detention will attenuate the rate of runoff, while the detention pond fills up. When the detention is full, the storm water will flow out at the historic locations. The runoff volume is calculated using the rational volume equation Vr=C*(P/12)*A, where P is the precipitation depth. The required storage volume is simply the increased post runoff volume subtracted by the existing runoff volume (Vs=De-Vr-Ex-Vr). The calculated pre -post volume difference is summarized in Table E below. TABLE E - REQUIRED DETENTION TOTAL Qp-Qe Storage- Vs (ac -ft) Storage - Vs (cu -ft) DE01 0.009 0.018 773 DE02 0.005 0.011 476 TOTAL = 0.029 1,248 The offsite storm water runoff currently sheet flows across Mountain Shadow Drive onto the site. Concentrated flow is not evident onsite, so we have assumed that the road acts as a weir and the offsite flow is distributed across the length of the road. The 25 year as well as the 100 year storm event safely passes through the site in drainage swales onsite and in detention ponds. Ultimately, the stormwater runoff daylights below the site into the existing irrigation easement. Refer to Appendix B for the developed drainage basin calculations. The proposed storm water improvements are detailed on the subdivision civil plans and are also shown on the Exhibit 2. SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 16 Drainage Facility Maintenance Stormwater maintenance tasks will include checking and cleaning out culverts and maintaining the roadside swales. After final site excavation and grading, final landscaping and ground re -vegetation will occur. During construction appropriate erosion control best management practices will be utilized to reduce storm water runoff and avoid erosion. V. Conclusions The increased storm water runoff from the proposed site will be routed through surface swales and detention ponds before leaving the site. The 24 hour runoff rates represent incidental flows which cannot realistically be controlled. The increased volume of runoff however will be detained onsite, which will attenuate the runoff to some degree, and will allow for infiltration into the existing soils. SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report - Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 17 VI. References The following manuals were used for this drainage report: • Garfield County Land Use Code, Sections 7-204 • Urban Drainage Flood Control District Manual, 2001 Edition • The NRCS web soil survey SOPRIS ENGINEERING • LLC Civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 18 APPENDIX A (EXISTING DRAINAGE CALCULATIONS) SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 17076 - MOUNTAIN SHADOWS SUBDIVISON, WEST GLENWOOD, GARFIELD COUNTY, CO APPENDIX A - EXISTING DRAINAGE CALCULATIONS EXISTING ONSITE DRAINAGE BASINS - 25 YEAR STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qe (cfs) Ex-Vr (ac -ft) Ex-Vr (cu -ft) Tc (min)* Impery (ac) % Gravel (ac) % Pasture/Range (ac) % EX01 0.53 B 0.00 0.0% 0.00 0.0% 0.53 100.0% 0.25 0.013 0.026 1,136 10 EX02 0.30 B 0.00 0.0% 0.00 0.0% 0.30 100.0% 0.25 0.007 0.015 642 10 TOTALS 0.83 0.020 0.041 1,778 *Calculation based on the 25 year 24 hour storm. The Time of Concentration (Tc) was assumed to be 10 minutes. Historical (no development) conditions were assumed for existing calculations. Runoff Coefficient "C" values were selected from the Urban Drainage and Flood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 0.098 (Intensity for a 25 year 24 hour storm, from Glenwood IDF Curve) 25 YEAR, 24 HOUR VOLUME CALCULATION EXISTING OFFSITE DRAINAGE BASINS - 25 YEAR STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qe (cfs) Ex-Vr (ac -ft) Ex-Vr (cu -ft) Tc (min)* Impery (ac) % Gravel (ac) % Pinyon/Juniper (ac) % OS01 5.38 D 0.27 5.0% 0.00 0.0% 5.11 95.0% 0.39 0.205 0.411 17,900 15 TOTALS 5.38 0.205 0.411 17,900 *Calculation based on the 25 year 24 hour storm. The Time of Concentration (Tc) was assumed to be 15 minutes. The current condition offsite was used for existing calculations. Runoff Coefficient "C" values were selected from the Urban Drainage and Hood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 0.098 (Intensity for a 25 year 24 hour storm, from Glenwood IDF Curve) 25 YEAR, PEAK RUNOFF CALCULATION EXISTING OFFSITE DRAINAGE BASINS - 25 YEAR STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Data UDFCD C Qe (cfs) Ex-Vr (ac -ft) Ex-Vr (cu -ft) Tc (min)* Impery (ac) o% GravelSurface% (ac) Pinyon/Juniper (ac) /o OS01 5.38 D 0.27 5.0% 0.00 0.0% 5.11 95.0% 0.39 6.58 0.137 5,973 15 TOTALS 5.38 6.58 0.137 5,973 *Calculation based on the 25 year 15 minute storm. The Time of Concentration (Tc) was assumed to be 15 minutes. The current condition offsite was used for existing calculations. Runoff Coefficient "C" values were selected from the Urban Drainage and Flood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 3.139 (Intensity for a 25 year 15 minute storm, from Glenwood IDF Curve) 100 YEAR, PEAK RUNOFF CALCULATION EXISTING OFFSITE DRAINAGE BASINS - 100 YEAR STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qe (cfs) Ex-Vr (ac -ft) Ex-Vr (cu -ft) Tc (min)* Impery (ac) % Gravel (ac) % Pinyon/Juniper (ac) OS01 5.38 D 0.27 5.0% 0.00 0.0% 5.11 95.0% 0.52 10.70 0.223 9,706 15 TOTALS 5.38 10.70 0.223 9,706 *Calculation based on the 100 year 15 minute storm. The Time of Concentration (Tc) was assumed to be 15 minutes. The current condition offsite was used for existing calculations. Runoff Coefficient "C" values were selected from the Urban Drainage and Hood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 3.826 (Intensity for a 100 year 15 minute storm, from Glenwood IDF Curve) Sopris Engineering, LLC 5/16/2017 O:\17\17076\DRG\17076 Drainage Calcs 2.xls Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page 19 APPENDIX B (POST DEVELOPMENT DRAINAGE CALCULATIONS) SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 DEVELOPED ONSITE DRAINAGE BASINS - 25 YEAR 24 HOUR STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qp (cfs) De-Vr (ac -ft) De-Vr (cu -ft) Tc (min)* Im ery ac p ( ) ,% a Gravel (ac)Pasture/Range % (ac) o /a DE2.A 0.23 B 0.10 42.2% 0.01 2.5% 0.13 55.4% 0.44 0.010 0.020 863 10 DE1.A 0.14 B 0.07 49.1% 0.01 4.7% 0.06 46.2% 0.42 0.006 0.011 499 10 DE1.B 0.10 B 0.03 29.3% 0.00 0.0% 0.07 70.7% 0.42 0.004 0.008 361 10 DE1.0 0.29 B 0.10 32.8% 0.00 0.0% 0.20 67.2% 0.42 0.012 0.024 1,049 10 DE2.B 0.01 B 0.01 76.1% 0.00 0.0% 0.00 23.9% 0.42 0.001 0.001 50 10 DE2.0 0.06 B 0.02 40.6% 0.00 0.0% 0.03 59.4% 0.42 0.002 0.005 204 10 TOTALS 0.83 _ 0.035 0.069 3026 *Calculation based on the 25 year 24 hour storm. The Time of Concentration (Tc) was assumed to be 10 minutes. Runoff Coefficient "C" values were selected from the Urban Drainage and Flood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 0.098 (Intensity for a 25 year 24 hour storm, from Glenwood IDF Curve) HISTORIC VS PROPOSED DETENTION CALCULATION - 25 YR TOTAL Qp-Qe Req. Storage- Vs (ac -ft) Req. Storage - Vs (cu -ft) DE01 0.009 0.018 773 DE02 0.005 0.011 476 % TOTAL = 1 0.029 1,248 DEVELOPED ONSITE DRAINAGE BASINS - 25 YEAR 10 MINUTE STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qp (cfs) De-Vr (ac -ft) De-Vr (cu -ft) Tc (min)* Impery (ac)% p Gravel (ac) % Pasture/Range (ac) o /a DE2.A 0.23 _ B 0.10 42.2% 0.01 2.5% 0.13 55.4% 0.44 0.394 0.005 238 10 DE1.A 0.14 B 0.07 49.1% 0.01 4.7% 0.06 46.2% 0.42 0.228 0.003 138 10 DE1.B 0.10 B 0.03 29.3% 0.00 0.0% 0.07 70.7% 0.42 0.165 0.002 100 10 DE1.0 0.29 B 0.10 32.8% 0.00 0.0% 0.20 67.2% 0.42 0.479 0.007 290 10 DE2.B 0.01 B 0.01 76.1% 0.00 0.0% 0.00 23.9% 0.42 0.023 0.000 14 10 DE2.0 0.06 B 0.02 40.6% 0.00 0.0% 0.03 59.4% 0.42 0.093 0.001 56 10 - TOTALS 0.83 _ 1.382 0.019 836 `Calculation based on the 25 year 10 minute storm. The Time of Concentration (Tc) was assumed to be 10 minutes. Runoff Coefficient "C" values were selected from the Urban Drainage and Flood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 3.899 (Intensity for a 25 year 10 minute storm, from Glenwood IDF Curve) DEVELOPED ONSITE DRAINAGE BASINS - 100 YEAR 10 MINUTE STORM RATIONAL METHOD Q=CIA RUNOFF VOLUME - Vr=C*(P/12)*A EX. BASIN Area (ac) SCS Soil Type Surface Data UDFCD C Qp (cfs) De-Vr (ac -ft) De-Vr (cu -ft) Tc (min)* Impery (ac)�o Gravel (ac) % Pasture/Range (ac) DE2.A 0.23 B 0.10 42.2% 0.01 2.5% 0.13 55.4% 0.44 0.470 0.007 284 10 DE1.A 0.14 B 0.07 49.1% 0.01 4.7% 0.06 46.2% 0.42 0.271 0.004 164 10 DE1.B 0.10 B 0.03 29.3% 0.00 0.0% 0.07 70.7% 0.42 0.196 0.003 119 10 DE1.0 0.29 B 0.10 32.8% 0.00 0.0% 0.20 67.2% 0.420.571 0.008 345 10 DE2.B 0.01 B 0.01 76.1% 0.00 0.0% 0.00 23.9% 0.42 0.027 0.000 17 10 DE2.0 0.06 B 0.02 40.6% 0.00 0.0% 0.03 59.4% 0.42 0.111 0.002 67 10 TOTALS 0.83 1.646 0.023 996 *Calculation based on the 100 year 10 minute storm. The Time of Concentration (Tc) was assumed to be 10 minutes. Runoff Coefficient "C" values were selected from the Urban Drainage and Flood Control District Drainage Criteria Manual Table RO-5, Runoff Coefficients Intensity of rainfall (in/hr) = 4.645 (Intensity for a 100 year 10 minute storm, from Glenwood IDF Curve) Sopris Engineering, LLC 5/16/2017 Q:\17\17076\DRG\17076 Drainage Gales 2.xls Drainage Report — Mountain Shadows Subdivision - SE # 17076.01 May 17th, 2017 Page110 APPENDIX C (NRCS SOILS MAP, RAINFALL IDF CURVES, UDFCD C FACTOR TABLES) SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 39° 34' 15" N 39° 33 55" N 3 296310 296370 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (14230-NRCS SOILS) 296430 296490 296550 296610 0 — M ql - CO v .,k• VD 0,co VD .. � — J .OD . ,.ib r iai. •,dam' 1 ro v 016 VD 6 � N rn Nom— M 0 0 — w co M o co O CO N— CO • 3 296310 296370 Map Scale: 1:1,700 if printed on B portrait (11" x 17") sheet. 296430 O 25 50 100 Feet O 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 Meters 150 usDA Natural Resources Conservation Service 296490 Web Soil Survey National Cooperative Soil Survey 296550 296610 10/8/2015 Page 1 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (14230-NRCS SOILS) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 ND 0 0 B/D 0 0 C/D 0 0 Not rated or not available Soil Rating Lines • o A • r ND ,. B ,-t B/D r r C �- C/D • r D ✓ k Not rated or not available o C o C/D o D o Not rated or not available Water Features Streams and Canals Transportation t++ Rails r4.0 Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 8, Sep 22, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 7, 2011—Sep 3, 2011 Soil Rating Points o A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background o A/D imagery displayed on these maps. As a result, some minor shifting B of map unit boundaries may be evident. • ▪ B/D USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/8/2015 Page 2 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 14230-NRCS SOILS Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties (C0683) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon -Pena complex, 6 to 25 percent slopes B 2.7 12.2% 67 Torriorthents-Rock outcrop complex, steep D 19.1 87.8% Totals for Area of Interest 21.8 100.0% 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 (ND, 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. USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/8/2015 Page 3 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 14230-NRCS SOILS Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/8/2015 Page 4 of 4 ***** HYDRO *7,4** (Version 6.0) IDF CURVE Date 03-23-** Page No 2 IDF Curve for Various Return Periods Intensities (in/h) Duration 25 Yr 2 Yr 5 Yr 10 Yr 50 Yr 100 Yr ........„..._ 5 min 4.994 3.231 3.959 4.409 5.419 10 min 3.899 2.383 2.997 3.386 4.279 ::2 15 min ,..139 1,793 2,328 2,6743.826 30 min 2.140 1.137 1.528 1.786 L:170 2.676 60 min 1.341 71 .676 .930 1.102 1.525 1.703 120 min .865 .436 .600 .711 .984 1.102 4 h .505 .255 .350 .415 .575 .644 8 h .276 .139 .191 .227 .314 .351 16 h .145 .073 .100 .119 .164 .184 24 h .098 .049 ,068 .080 .13.1 .125 GLENWOOD SPRINGS, COLO 0 Intensity Curve for 25 Year Return. Period Rainfall Intensity (in/h) versus Duration (h) 4.99*.4•0••••••=• w,....40•••014 TV&P•Okk,ettbelita,P..“•444Petd011,84 00 a • a 3.75; 2.50. 1.25. 0000w f•p•olOk a i••••ft A ••• ••a•••• 404.1%lk, •••••••• • 0 • • • • • ea•••••••••••• .00 6.00 12.00 Pvat-ir Fax Note 7671 16.00 24.00 DRAINAGE CRITERIA MANUAL (V. 1) Table RO-5- Runoff Coefficients, C RUNOFF Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B MRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District RO-11 RUNOFF RO-12 DRAINAGE CRITERIA MANUAL (V. 1) TABLE RO-5 (Continued) -Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0.17 0.23 0.27 0.30 20% 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 0.32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District J J z w w z_ z LJ.J co M O X LL W a 0 X60 ;oV,� JJz I I I I �6 ,200 611 0 616,1�00 90 62,0 -6190 6180 6170 6160 6150 Nye 6 6130 6120 11 6100 4. 6090 6080 6070 606 6050 6040 6030 X6020 6010 5890 5880 h v) K g2o 5770 - OFFSITE DRAINAGE BASIN EXHIBIT & CALCULATIONS LEGEND IEXISTING SUB BASIN BOUNDARY EXISTING 1' CONTOUR ONSITE EXISTING 5' CONTOUR ONSITE EXISTING 10' GW 2002 AERIAL CONTOUR (I _ L � TABLE A - EXISTING 25 YEAR - 24 HOUR RUNOFF SUMMARY BASIN AREA (ac) SCS Soil Type UDFCD C INTENSITY (in/hr) RUNOFF (cfs) EX01 0.53 B 0.25 0.098 0.013 EX02 0.30 B 0.25 0.098 0.007 OS 01 5.38 D 0.39 0.098 0.205 OS -01 ammi MO Ma EX -02 • EX 01 ` Nit xGRAPHIC SCALE 0 20 40 80 ( IN FEET ) 1 inch = 40 ft. ONSITE DRAINAGE BASIN EXHIBIT & CALCULATIONS TABLE B - EX PEAK RUNOFF FLOWS BASIN AREA 25 YR Q 100 YR (ac) (cfs) Q (cfs) OS01 5.38 6.58 10.70 G:\2014\14230\CIVIL\Civil DWGs\DE\DRG\14230-DRG.dwg z 0 W O z MOUNTAIN SHADOWS SUBDIVISON GARFIELD COUNTY, COLORADO EXHIBIT 1 - EXISTING DRAINAGE BASIN MAP PRELIMINARY SUBMITTAL DATE: 05/12/2017 JOB NO. 17076.01 EXHIBIT 1 TABLE C - DEVELOPED 25 YR -24 HR RUNOFF SUMMARY BASIN AREA (ac) SCS Soil Type UDFCD C INTENSITY (in/hr) RUNOFF (cfs) DE2.A 0.23 B 0.44 0.098 0.010 DE1.A 0.14 B 0.42 0.098 0.006 DE 1. B 0.10 B 0.42 0.098 0.004 DE1.0 0.29 B 0.42 0.098 0.012 DE2.B 0.01 B 0.42 0.098 0.001 DE2.0 0.06 B 0.42 0.098 0.002 LEGEND PROPOSED SUB BASIN BOUNDARY EXISTING 1' CONTOUR ONSITE EXISTING 5' CONTOUR ONSITE PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR / AFL — / �i O Si / --=-- --1.r.- ---_,..„------____ i i i iii III GRAPHIC SCALE 0 20 40 80 / x DETNTIO xsTO j€(VIVLANS / 2/- 7.22' - / /- 7/777 / DETENTION= 1090 CF STO_RA6 ( IN FEET ) 1 inch = 40 ft. 225 CF Lk k ONSITE DRAINAGE BASIN-EXHIB L&1 LCULATIONS G:\2014\14230\CIVIL\Civil DWGs\DEIDRG\14230-DRG.dwg U J z w W z_ (.3 z uJ 0 cn z J N z 0 U J U w Q 0 m z 0 w rr O z MOUNTAIN SHADOWS SUBDIVISION GARFIELD COUNTY, COLORADO EXHIBIT 2 - DEVELOPED DRAINAGE BASIN MAP DATE: 05/16/20 17 JOB NO. 17076 01 EXHIBIT 2 G:\2017\17076\CIVIL\CIVIL DWGS\DE\17076 DESIGN.DWG - 8/25/2016 1:46 PM MOUNTAIN A PARCEL OF LAND SITUATED IN SE— SW— SHADOW SUBDIVISION OF SECTION 11, TOWNSHIP 5 SOUTH, RANGE 89 WEST OF THE 6TH P.M.,,,,-... ., -•.-� • ..:," �4� .• -:_ • . . ,, , ,.tf.�_��\�fs,:::,� �. 1.74' ,, T :.�-.� �•„., - — �;�� ;4:,«:: • COUNTY OF GARFIELD, STATE OF COLORADO MINOR SUBDIVISION SUBMITTAL •, .,R .�__,_ ;+,,,.. i• _• 4, al + ., _ . ,„ SHA DOW. OR ,F'r r' •' • Ib t ' 'k.:�T,, � :� , �� r l it � x - k . • _..'' 4 4`` l'" rse - Q• 7kiP • Y_ •,+-.�.. •._<--,, Vi'' • .'�• : E. +i'� *• V,f -4`'I x .� i� 'r f;. 4 - DONEGAN.RD INITIALS DATE DESIGNED BY DRAWN BY CHECKED BY • . •v -x, a`I Q fJ, irit I • ..,:..: 01 . - . • r.-' • .I! • - 111 r r. •SR.va CHALET VILLAGE No. 2 STARR 1 ' r, , .'I ' • . 1 t GLENWOOD SPRINGS MALL , f • ,• REC. No. 243754 I '• r • '' : ` ' REC. No. 648807 / , ,� • a t . ,rl • / VICINITY MAP i I /' _ �i IFP SCALE: 1 "-2,000' S OPRIS E NGINEERING, LLC. L CIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 81623 (970) 704-0311 FAX: (970)-704-0313 � -' oO�S �R\\IE i Mw p,\N Sv\P ,-Ar ��N i CIVIL PLAN INDEX AI COVER SHEET \ /C1 / PROPERTY LINE ACCESS EASMENT Allr AV C2 EXISTING CONDITIONS \ WESTERN HILLS SUB / N APT if SITE PLAN C4 GRADING & DRAINAGE PLAN & PROFILES \ / / \ \re \ rAir " C5 UTILITY PLAN C6 FIRE TRUCK TURN -AROUND C7 FINAL PLAT SHEET 1 OF 2 FINAL PLAT SHEET 2 OF 2 IC8 DATE \ kr1/51! op arff EXIST! G GRAV:L eV Fi KLUTH LOT 10, BLOCK 1, WESTERN HILLS SUB. - m I I FAI x —I DRIVE / /.i' CHALET VILLAGE No. 1 I REC. No. 238074 L I / 1 I I - _ P3 — P� PZ -Wr — PZ P2WM P3 / FIRE -TRUCK / /TURN AROUND V Ew IIII F' ow WAI Far rar ININ MIT Z O _ > / I .A z I WI \ L / 1 rm WAITrm NMI IIIIWAIT MI MI Fnd. Rebar w/Cap L.S. 7972 o LOT 3 III �' b MI LOT 2 parI Fnd. Bent Rebar (Bears S54°16'E, 1.30' LOT 1 rm rm v v1 A V' orm Mr MI MOUNTAIN SHADOW SUBDIVISION GARFIELD COUNTY, COLORADO COVER SHEET REVIEW ONLY m Ur VIDAKOVICH REC. No. 271083 -LESS REC. No. 428389 SET 12.00' WITNESS CORNER (TRUE CORNER FALLS IN/M�C±H) ----1 1 I/ / L / / / / / 0 ......., ........., i / / . .•. ,. / r / / /SUBDIVISION r J Or INININOR ., . EV I_ GRAY DOCU LOT 3, BLOCK 1, WESTERN HILLS SUB. r1;44i i ,*y •�YIIi{i�/f •f. LOJ�811 5ay� r~a� � ENT ��� < CENTNER REC. No. 732788 Know what's below. Call before dig. DATE: 06-07-2017 DORMAN you CALL 2 -BUSINESS DAYS IN ADVANCE COOMBS JOB NO. 17076.01 nri• nr_ nrn.r -,r i r ni r, n uirrrrnai r ni i r ri in BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES SHEET C1 G:\2017\17076\CIVIL\CIVIL DWGS\DE\17076 DESIGN.DWG - 8/25/2016 1:46 PM GRADING NOTES: STARR 1. THE EXISTING CONTOUR INTERVAL IS ONE (1) FOOT (DASHED) FROM A SURVEY PERFORMED BY SOPRIS ENGINEERING. 2. THE PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. THE PROPOSED GRADING SHOWN IS FOR THE ACCESS ROAD INFRASTRUCTURE ONLY. FINAL ON LOT PARKING AND BUILDING GRADING DESIGN WILL BE PERFORMED FOR EACH BUILDING PERMIT SUBMITTAL 3. THE PROPOSED STORM PIPE AND DETENTION SYSTEM IS SHOWN FOR SIZING AND SITE LAYOUT PURPOSES ONLY. / THE FINAL STORM INFRASTRUCTURE WILL BE DETAILED ON THE CONSTRUCTION DRAWINGS. REC. No. 648807 / 7 / -- 7 /// /PPP- 1 // -- /' \- ------_- I / PVI STA: 1+95.36 PVI ELEV: 5797.13 K: 3.48 LVC: 40.00 / /T m M LOW PT. STA: 2+03.19 m / / /-- o / 1 w / �C f y0 I I / / / ��� / wE / / / �� �R / / NPO / i0 i MATCH CH EX:5814.7'± MCvN� PSN / / / / / MATCH EX:5814.5'± ote :47415.1078 r E: 6720.8188 BEGIN ROAD AT EXISTING / EDGE OF ASPHALT BEGINNING OF HORIZONTAL vi END OF HORIZONTAL CURVE > STA: 0+59.70 CURVE STA:1+10.76 m LOW PT ELEV: 5797.62 u; vi > v m w CO u; w INITIALS DATE BY 4 / / __--- MATCH EX:5813. / �; / \ / / AS EM NT 5820 - ��8.00% - 5820 5810 - - - 10.00_% PROPOSED GRADE 5810 -5815 MATCH EX:58'2.5± ��1PlE� PC: 1 _ - _ - ,. o j j / / //i/i �\ _ _ - - 8 _ 00%• r 3.50% ---.•' } m - ------ / / „.- � ` / lb & Western Hills Sub. 5800- _ _ - - _ - __ _ = - 5800- DESIGNEE DRAWN Bl CHECKED 5813- Note I/ \\` 5795 \ - ��// ` 'PT:0+59.7i - - EXISTING GRADE __ - - - - - - I N:47377.3436 E: 6570.9168 /-- \ �� �k�o 0 5790 °o co N Ln oo a n o N '0 n I m o 0 N o CT) °o 5790 v / Y M ^ .--1 ^ rl ^ Ql I� Ni N Ni n rn 00 Ni •^ V1 00 l0 0 • 00 T M n ,p nt \ \ ` / c-I M• rl .--I r-I O O O 0 Ol O Ql 0 Q1 O Ol 01 Q1 cr. al 0) Ql Ql cr. O O - 5811- - 1 I 1 j ys 1 / 00 n ,--1 0o CO vi CO 00 Ln LnLn 00 00 N u Ln n Ln co N Ul N. vi Ln r. r un Ln Ln in COco in Ln `n Ln U r / /5g0g _ i • _� 0 ` I XISTI �. ' G' �V:L Z-� G:5809 00' / _ / _ `' --- _ �/ '.. 7/ FG:5814.7r I I 'I I{ % ),/ / 6.94'\Gap Between Kluth Minor 5 0+00 0+50 1+00 1+50 2+00 2+50 2+93 CENTERLINE OF ROAD PROFILE EXISTING GRADE PROPOSED GRADE KL SCALE LOT 10, BLOCK 1, S OPRIS E NGINEERING, LL CIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 81623 (970) 704-0311 FAX: (970)-704-0313 _ _ _ r _ , DRIV , � / / / �O / X VERTICAL: 1" = 20' HORZ:1"=20' �/� - 5807 r y / _____7_2----2, 5' // / �/ r V - / / /I -5805 i �� ,/ -/� • m 2+00 q ` FIRE-TRUC • ROU D :579 LLL 1 40.0' R.O.W. / --� T: +95.36 i x 2.0' 2.0' / / / f 1/I 2A.3 800.54' / / / 1110111111 / < o \ / / o P3 • i / I _, 2:1 SLOPE MAX. (TYP.) 10.0' PROPOSED GRADE SHOULDER 8.0' 8.0' --- SHOULDER _ //----5803-� ----- o 59 / .'. i •.. ' _ �I a • \ N .: - �� SLOPE @ 2% SLOPE @ 2% o �. - - w N/ -40.- ".-40(;06i>" " 7 i I��• FG:797.94' _ _ _ . .. • . • .-� • . �� o o o o o o o o •.• 0 1_..4 0 1 0 1 0 1 0 1. it c.>-40:0 o poo pyo oopo o pyo oop�o oop�o oopo oopo 01 ��� 0 1• 00 � ow oo� o 0 0 0 0 a © .o ._ . •1i,�e •-4111.F1 list.'&... 1 •o.>.�r.1. ao.. .d-.1).L._ilio. i N• 1i.� 1.1 1_•� .a, D _ - / __. 911_a;l . i i...0 1.�. 4.46.0:. • - - I� x.80 r �� �_ / \ _ - - ..------ " i ( ��� �g3-'� '� 579, ice``// / EXISTING GRADE CONTRACTOR TO SCARIFY AND 9" OF CLASS 6 AGGREGATE BASE RECOMPACT 8" OF SUBGRADE TO COURSE; COMPACT TO 95% >- m L--, ---5�1� � __ /� - i -_ -�- i I j moi, / -� ........---/57 88�� � `� / / / 21 / / / / / / / ///lJ /� / 7/ / / / / -� / 5'I� �' - -- J I x / 95% STANDARD PROCTOR STANDARD PROCTOR 2:1 SLOPE MAX. (TYP.) TYPICAL ROAD S H, CTION ADJOINING PROPERTY LINE - - ,// i/ /j / 7 „......i - / p N.T.S. ' ' _, _ / / - z' / / / / __ / - o� SPOT ELEVATION LEGEND / 7 7 W z/ 1-°` 0/ c i'/ / - , / r / / / ' / i / / / / - / 7- / i J)/Li- / / / / / / / / � I / ,° / / co / / \ \ L. / / / / / H DETENT • 9 2 g / - r '` ID BOW = BOTTOM OF WALL F EOA = EDGE OF ASPHALT EX = EXISTING GRADE FFE = FINISHED FLOOR ELEVATION - 7 FG = FINISHED GRADE FL = FLOW LINE HP = HIGH POINT LP = LOW POINT MATCH EX = MATCH EXISTING � RIM = RIM ELEVATION 7 TBC = TOP BACK OF CURB TOC =TOP OF CONCRETE DRAINAGE DIRECTION/SLOPE z 0 c w rx / / / / 1 /(31$3 1 ETENTI P ID 5i1 .---I / / ' / j / \ / / SPOT ELEVATION XXX:XXX.XX' . 428389 / / ''' c ��� i - - J / I/ / f' / / SE SSM ' t - / ,, / EXAMPLE: TOP OF CONCRETE @ 7900.00' = Note TOC:7900.00' zo / i� So �- / 5! � / / �'� �� N: 47189.7023 E: 6721.4428 PROPOSED LEGEND MOUNTAIN SHADOW SUBDIVISON GARFIELD COUNTY, COLORADO DRAINAGE & GRADING PLAN REVIEW ONLY ,- / ,- ��-r f -jj PROPOSED CONTOUR 27 / / j j // / // / - - 7900 PROPOSED CONTOUR INTERVAL • \ _ j - 1 /575 i / / / j / _7' Note ,/ // x50 iN: 47175.2723 _ 7 \ j 77 E: 6687.2966 7 LOT : PROPOSED STORM SEWER PROPOSED IRRIGATION PIPE o PROPOSED STORM INLET EXISTING LEGEND / / , - �i - EXISTING CONTOUR SET 12.00' WITNESS CORNER (TRUE CORNER FALLS IN/D1�C`H) / / Note / ,,/ / /• i �// / / N: 47149.2878 E: 6649.6421 7900 EXISTING CONTOUR INTERVAL - XIRR - XIRR EXISTING IRRIGATION PIPE EXISTING EASEMENT - ■ ■ - EXISTING PROPERTY LINE / Note 46571.6530 CENTNER z REC. No. 732788 } x x EXISTING WIRE FENCE EXISTING ROCK WALL EXISTING ASPHALT I V DORMAN Note REC. No. 458125 N: 47133.6828 E: 6602.4344 20 F ° C o L9 Z z 0 Q 0 10 GRAPHIC 20 i MBS LOT 2, BLOCK D1 STERN HILL. SCALE 40 80. .� �.rI„+{+rliFr� . �. ,DRE, ,. J+ r � 1 + 1 pi'� FTI% , : 377 Vk:. 06, 4/7� t,l�;, � }} L14110. F ,,,,' SUBDIVISION INOR ir (IN FEET) 1. inch = 20 ft. DOCU Know what's below. ENT DATE: 06-07-2017 CaII before you dig. CALL 2-BUSINESS DAYS IN ADVANCE JOB NO. 17076.01 BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES SHEET C4 G:\2017\17076\CIVIL\CIVIL DWGS\DE\17076 DESIGN.DWG - 8/25/2016 1:46 PM 150.00' 150.00' UTILITY NOTES: CHALET VILLAGE No. 2 REC. No. 243754 SMH RIM = 5821.26' INV IN 6" (N) = 5815.86' INV IN 6" PVC (W) = 5816.09' INV OUT 8" (S) 5815.63' 0 STARR / REC. No. 648807 CONTRACTOR TO LOCATE // 1 / 1. THE LOCATIONS OF UNDERGROUND UTILITIES HAVE BEEN PLOTTED BASED ON UTILITY MAPS, CONSTRUCTION/DESIGN PLANS, OTHER I INFORMATION PROVIDED BY UTILITY COMPANIES AND ACTUAL FIELD LOCATIONS IN SOME INSTANCES. THESE UTILITIES, AS SHOWN, MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATION OF UTILITIES PRIOR TO CONSTRUCTION. 2. ALL UTILITIES, BOTH UNDERGROUND AND OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD, EXCEPT AS NOTED IN THE SPECIAL CONDITIONS. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR EXISTING WATER MAIN, VERIFY // ys / SIZE DEPTH AND LOCATION. INSTALLANY 8 X8X 4 INCH TEE WITH CURB STOP. 'I �i f/// \ _� /� NIJ EXISTING E ANT � DAMAGES TO, OR INTERRUPTION OF, SERVICES CAUSED BY THE CONSTRUCTION. 3. THE CONTRACTOR SHALL CONTAIN HIS/HER CONSTRUCTION OPERATIONS TO WITHIN THE PROPERTY. THE CONTRACTOR SHALL NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR EXPRESSED CONSENT OF THE PRIVATE OWNER. tri XGAS NIslOR��E / ote 4. ANY DAMAGE TO PRIVATE PROPERTY BY THE CONTRACTOR OUTSIDE THESE LIMITS WITHOUT THE PERMISSION OF THE PRIVATE OWNER : 47415.1078 OR REPRESENTATIVES WILL BE THE RESPONSIBILITY OF THE CONTRACTOR. 1 vi DOS XGPS / N P j / W` E: 6720.8188 5. SHALLOW UTILITY LINEWORK MUST BE COORDINATED WITH THE UTILITY PROVIDER. THE UTILITY PROVIDER IS TO PERFORM ALL UTILITY INITIALS DATE DESIGNED BY DRAWN BY CHECKED BY / -1-6.4/ -e `N� P / Gq litW ` ' LINEWORK NECESSARY. CONTRACTOR TO PROVIDE ALL TRENCHING, BEDDING AND BACKFILL NECESSARY FOR LINEWORK. I\_ W �QV XGPS ` CONTRACTOR TO CO ATE -484TH \`1 ------ l / XGPS6. �� // ....---r1 THE EXISTING IRRIGATION DITCH PIPE TO BE EXTENDED AS NOTED ON THE PLAN. IRRIGATION PIPING IS SUBJECT TO THE DITCH COMPANY BLACK HILLS ENERGY AND EXTEND G SERVICE TO LOTS 1,2, AND 3. \ vni c -is S )(GAS 00' - XGAS XGAS / / ACCESS EASMENT XGAS E- APPROVAL. . 1 / c / R V V E pROP \ _ N / Note N: 47377.3436 v, E: 6570.9168 D / / / \ �/� / /� / v - SHEET INDEX: I � i \ \ v 1. SHEET - C1 SITE AND UTILITY PLAN I v' EXIST! GRAV:L \ G w z \906 I , orztn Y 2. SHEET - C2 GRADING AND DRAINAGE PLAN KLUTH LOT 10, BLOCK 1, WESTERN HILLS SUB. 1 OPRIS E NGINEERING, LLC. CIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 81623 (970) 704-0311 FAX: (970)-704-0313 I -I 1 CHALET VILLAGE No. 1 REC. No. 238074 L. DRIVE I N ° / I I v ai co x iFIRE / -TRUCK TURN AROUND PROPOSED LEGEND -_- ELECTRICAL TRANSFORMER PER SEWER SERVICE / I - ___ sa svc PROPOSED D SPRINGSEPED ELECTRIC AND SERVICE z - AND TELEPHONE PEDESTAL. - PROPOSED WATER TELE STORM SEWER / �>-GAs I- PROPOSED GAS rs..................N., 313 PROPOSED IRRIGATION PIPE 0 PROPOSED STORM INLET / I GA`- _ 313 PROPOSED CURB STOP ' 4 �S N T ,13PROPOSED WATER SERVICE FOR 7 II _ 13 PROPOSED GAS . LOT 3. MARK END OF SERVICE WITH TRANSFORMER H '� 313 0 IA PROPOSED ELECTRIC T (PAINT BLUE) U -POST Q \PROPOSED WATER SERVICE FOR LOT 1 MARK END OF SERVICE WITH V 313 w la PROPOSED ELECTRIC METER Illy PROPOSED TELEPHONE PEDESTAL 0 T -POST (PAINTED BLUE) -------- 1 M PROPOSED CATV PEDESTAL O PROPOSED SEWER CLEANOUT >- m �� I "„ W 1 X X PROPOSED LIGHT POLE SIGN -o- PROPOSED w PROPOSED BUILDING ENVELOPE AREA z ' ROPOSED WATER SERVICE FOR r//// PROPOSED EMERGENCY ACCESS ADJOINING PROPERTY LINE I LuOT LOT 3 2. MARK END OF SERVICE WITH BLUE) PROPOSED UTILITY EASEMENT z I LOT 2 N N I w -POST (PAINTED �pQ�� PO,p\N\NG " , �� EXISTING LEGEND REVISION w z LOT 1 r NI; XwL XwL EXISTING WATER MAIN w 1 EXISTING SEWERS do RVICE FOR LOT 3 MIA I XSA XSA EXISTING SANITARY SEWER MAIN N oc 4. N J - XGAS XGAS XGAS EXISTING GAS I PROPOSED SEW:R SERVICE FOR LOT 2 CAPPED AND ARKED WITH T -POST / / / r4 OEL OEL EXISTING OVERHEAD ELECTRIC XIRR - XIRR EXISTING IRRIGATION PIPE - EXISTING EASEMENT (P"EXISTING (PAINTED GREEN) / / / • • PROPERTY ,.,_ / N PROPOSED SE E SERVICEtOR LOT 1 / / • VIDAKOVICH CAPPED AN I M RKED WI H T -POST / REC. No. 271083 -LESS REC. No. 428389 (PAINTEID GREEN) �S / 55 w r SS / EXISTING WIRE FENCEINE OFC oF( EXISTING ROCK WALL QS EXISTING SEWER MANHOLE ELECTRICAL SERVICE : (TYP) QU EXISTING UTILITY MANHOLE I 1. / ss "-- // / / So � EXISTING GUY WIRE Note EXISTING POWER POLE N: 47189.7023 EXISTING FIRE HYDRANT O Z CONTRACTOR TO LOCATE EXISTIN4 SEWER MAIN, INSTALL 4" SADDLE TAP CONTINUE 4" SERVICE LINE TO SET 12.00' WITNESS CORNER (TRUE CORNER FALLS 11\pctl) Not 47111.4346 6571.6530 \ v ANI LOT 1E: �, N SS / / / r,/ 7 DORMAN REC. No. 458125 / SS / /460EXISTING / / 0 XSo '. J Note N: 47149.2878 E: 6649.6421 CENTNER REC. No. Note N: 47133.6828 E: 6602.4344 • EXISTING. Note PROPERTY LINE N: 47175.2723 6687.2966 CONTRACTOR TO LOCATE EXISTING SEWER MAIN, INSTALL 4" SADDLE TAP AND CONTINUE 4" SERVICE LINE TO LOT 2. w 732788 z > cc a °c a c0 Z Q < E: 6721.4428 GRAY STO' M PIPE LOT 3, BLOCK 1, WESTERN HILLS COOMBS LOT 2, BLOCK 1, WESTERN HILLS SUB. wv N p ;O; p NI co -0- , ,,,,,. .1,11+1JO REG -.... - SUBDIVISION ,,,,, .,,•., EXISTING WATER VALVE CURB EXISTING ELECTRICOTRANSFORMER EXISTING ELECTRIC METER EXISTING TELEPHONE PEDESTAL EXISTING CATV PEDESTAL EXISTING SEWER CLEANOUT EXISTING LIGHT POLE EXISTING SIGN INOR JNTAIN SHADOW SUBDIVISON RFIELD COUNTY, COLORADO UTILITY PLAN REVIEW ONLY 20 GRAPHIC 0 10 20 SCALE 40 80. = / : DOCU � „,,•• /ONAL ,l,',, +d11 # IA E 81 1 Q er® (IN FEET) 1 inch = 20 ft. Know what's below. DATE: 06-07-2017 CaII before you dig. CALL 2 -BUSINESS DAYS IN ADVANCE JOB NO. 17076.01 BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES SHEET C5