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HomeMy WebLinkAbout1.10 Grading_DrainageArticle 4-203.E Grading and Drainage Plan Ursa Operating Company Battlement Mesa Land Investments Major Impact Review Application Battlement Mesa PUD Phase I BMC D OAProject No. 014-1829 DRAINAGE REPORT URSA OPERATING COMPANY, PAD D October, 2014 PREPARED BY SSGM I 18 WEST SIXTH STREET, SUITE 200 GLENWOOD SPRINGS, CO 81601 970.945.1 004 970.945.5948 FAX SGM Project # 2006-479.062 PadD_DrainReport.docx URSA Operating Company, Pad D October 2014 TABLE OF CONTENTS 1 Introduction 1 1.1 Purpose 1 1.2 Current Site 1 1.3 Methods Used 1 2 Hydraulic and Hydrologic Analysis 1 2.1 Off -Site Drainage 1 2.2 On -Site Drainage 2 2.3 Stormwater Detention 2 3 Hydraulic Analysis 3 4 Stormwater Quality Plan 3 APPENDIX APPENDIX A - NOAA Atlas 14 Information APPENDIX B - Rational Method Calculations ii URSA Operating Company, Pad D October 2014 1 Introduction 1.1 Purpose The purpose of this drainage report is to provide calculations for storm water runoff volumes to be detained on-site. This report contains a discussion of both off-site and on-site drainage and the methodology used to design various drainage elements. The designed drainage elements ensure that storm water runoff produced from the 24 hour storm will be detained and treated on site to reduce possible contamination off-site. 1.2 Current Site The project site is currently a vacant lot in the Battlement Mesa area. Pad D is located on River Bluff Road, south of Interstate 70 and the Colorado River. The site is relatively flat riverfront land sloping toward the Colorado River. There is minimal to no grading or improvements on the property. The project site, in its pre -developed condition, is located in a semiarid plateau region between 5000 ft. and 6000 ft. in elevation. The vegetative cover consists of mostly sage brush and juniper mix. A majority of the drainage basin for the project is composed of hydraulic soil group C and D. 1.3 Methods Used The Rational Method was used to produce a conservative set of hydrologic flood peak calculations for sizing particular drainage elements (i.e., the Rational Method would predict higher flood peaks than alternative methods). The Rational Method uses the equation below: Q = CiA Equation 1 where: Q = flow rate (cfs) C = runoff coefficient based on soil type and cover i = rainfall intensity corresponding to the time of concentration A = basin area (acres). 2 Hydraulic and Hydrologic Analysis The project site in its developed condition will consist of a main gravel entrance road and large gravel pad. Because only a small portion of the site is being developed, only these areas will be analyzed in the detention calculations due to the rest of the site maintaining historic flow patterns and characteristics. 2.1 Off -Site Drainage In its developed condition, Pad D has no introduction of off-site surface drainage from other properties. Off-site drainage for this site shall be redirected around the pad and road areas. Therefore, no offsite drainage analysis needed to be performed. 1 URSA Operating Company, Pad D October 2014 2.2 On -Site Drainage The project site in its developed conditions will consist of 2.49 acres of a large gravel pad area. Compared to historic conditions, construction of the proposed developed conditions would produce a reduction in pervious ground cover, resulting in a minor change to the runoff coefficient. This will result in an increase in peak discharge of the 24 hour storm and detention will be needed for the stormwater flowing across the developed site. The developed flows for the site are summarized below. Table 1 Historic Vs. Developed Flow Rates IStorm Return Period 2 year (cfs) 25 year (cfs) 100 year (cfs) Historic Flow 0.065 0.103 0.129 Developed Flow 0.087 0.139 0.174 The flows shown above are determined from a rainfall intensity corresponding to the 24 hour storm and appropriate storm return period. These intensities and the flow calculations can be seen in the appendix. 2.3 Stormwater Detention For the purpose of this report and this project, it will be required to detain the additional stormwater runoff volume generated from the developed site from historic conditions. In order to determine required detention, the developed and historic stormwater runoff volumes were analyzed. Storm runoff volume was calculated from the 2 and 25 year, 24 hour storm precipitation depth determined from the NOAA Atlas 14 information. These depths for each storm return period can be seen in the appendix. The runoff volume of the site was calculated from area of the developed site multiplied by the 2 and 25 year, 24 hour precipitation depth and the weighted runoff coefficient for the appropriate site condition. Table 2 Stormwater Flow Summary Area (SF) General Info Runoff Coefficient Historic (c) 108,363 0.52 Runoff Coefficient Proposed (C) 0.70 *Rainfall Intensity inches/hour) 2 25 Year Year 0.050 0.080 *Rainfall Depth (inches) Rainfall Volume Historic (cubic feet) 2 25 2 25 Year Year Year Year 1.14 1.92 5,353 9,016 Rainfall Volume Proposed (cubic feet) Detention Volume Needed (cubic feet) 2 25 2 25 Year Year Year Year 7,206 12,137 1,853 3,121 *These numbers were derived from the NOAA 14 Atlas and are for the 24 hour storm. The maximum calculated detention necessary to capture the stormwater runoff volume generated from this storm is approximately 3,121 cubic feet. A detention pond with this capacity and drainage features to convey water to the pond will be provided on site. 2 URSA Operating Company, Pad D October 2014 3 Hydraulic Analysis The site design will require various drainage features including ditches and culverts. These will be required to divert the storm water runoff away from the site appropriately. 4 Stormwater Quality Plan The main goal of the site design is to provide detention and sedimentation for the project. The only area where a significant increase in runoff coefficients occur is the gravel pad and road. A detention pond will be sized appropriately and provide a location for sedimentation of the stormwater runoff generated from the developed site. The remaining site will remain native vegetation and provide historic flow patterns and characteristics. Temporary erosion control measures will be required for the duration of construction. A CDPHE Stormwater Permit for Construction activities will likely be required. Best Management Practices will be utilized during construction to control the stormwater runoff during construction. Key temporary erosion control measures include installation and maintenance of silt fence, straw waddles, inlet protection, a stabilized construction entrance and all necessary acceptable best management practices that would relate to this project. 3 URSA Operating Company, Pad D October 2014 APPENDIX A —NOAA Atlas 14 Information Appendix 4 Precipitation Frequency Data Server Page 1 of 3 NOAA Atlas 14, Volume 8, Version 2 Location name: Parachute, Colorado, US* Latitude: 39.4472°, Longitude: -108.0330° Elevation: 5202 ft* ' source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular 1 PF graphical 1 Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals in inches/hour)1 Average recurrence interval ( ears) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 1.64 (1.32-2.08) 1.94 (1.56-2.46) 2.58 (2.06-3.28) 3.23 (2.58-4.13) 4.32 (3.41-6.00) 5.32 (4.03-7.42) 6.43 (4.69-9.23) 7.72 (5.35-11.4) 9.60 (6.37-14.6) 11.2 (7.14-17.0) 10 -min 1.20 (0.966-1.52) 1.42 (1.15-1.80) 1.88 (1.51-2.40) 2.36 (1.88-3.02) 3.16 (2.50-4.39) 3.89 (2.95-5.43) 4.71 (3.43-6.76) 5.65 (3.92-8.33) 7.03 (4.66-10.7) 8.20 (5.23-12.4) 15 -min 0.976 (0.788-1.24) 1.16 (0.932-1.46) 1.53 (1.23-1.95) 1.92 (1.53-2.46) 2.57 (2.03-3.57) 3.16 (2.40-4.42) 3.83 (2.79-5.49) 4.59 (3.19-6.77) 5.72 (3.79-8.68) 6.66 (4.25-10.1) 30 -min 0.618 (0.498-0.780) 0.778 (0.626-0.984) 1.07 (0.856-1.36) 1.33 (1.06-1.71) 1.74 (1.35-2.37) 2.09 (1.57-2.88) 2.46 (1.78-3.49) 2.87 (1.98-4.19) 3.45 (2.28-5.20) 3.93 (2.50-5.96) 60 -min 0.389 (0.313-0.492) 0.484 (0.390-0.613) 0.652 (0.523-0.828) 0.802 (0.639-1.03) 1.03 (0.792-1.38) 1.21 (0.908-1.66) 1.41 (1.01-1.98) 1.62 (1.11-2.35) 1.91 (1.26-2.87) 2.15 (1.37-3.26) 2 -hr 0.234 (0.191-0.293) 0.290 (0.236-0.362) 0.385 (0.312-0.483) 0.468 (0.377-0.590) 0.589 (0.458-0.780) 0.687 (0.520-0.924) 0.789 (0.575-1.09) 0.898 (0.624-1.28) 1.05 (0.698-1.55) 1.17 (0.753-1.74) 3 -hr 0.178 0.213 0.274 0.328 0.407 0.471 0.539 0.611 0.712 0.792 (0.146-0.221) (0.175-0.265) (0.224-0.342) (0.266-0.411) (0.319-0.535) (0.360-0.629) (0.396-0.740) (0.429-0.867) (0.478-1.04) (0.516-1.18)_ 6 -hr 0.110 (0.092-0.135) 0.129 (0.107-0.158) 0.161 (0.133-0.198) 0.189 (0.154-0.233) 0.228 (0.181-0.295) 0.261 (0.201-0.342) 0.294 (0.218-0.397) 0.329 (0.233-0.458) 0.377 (0.257-0.543) 0.416 (0.274-0.607) 12 -hr 0.068 (0.057-0.082) 0.079 (0.066-0.095) 0.096 (0.080-0.117) 0.112 (0.093-0.136) 0.134 (0.107-0.170) 0.152 (0.118-0.196) 0.170 (0.128-0.226) 0.190 (0.136-0.260) 0.216 (0.149-0.306) 0.237 (0.159-0.341) 24 -hr 0.041 (0.035-0.049) 0.048 (0.040-0.057) 0.058 (0.049-0.069 0.067 (0.056-0.081) 0.080 (0.065-0.100) 0.091 (0.071-0.115) 0.101 (0.077-0.133) 0.113 (0.082-0.152) 0.128 (0.089-0.179) 0.140 (0.095-0.199) 2 -day 0.024 (0.021-0.029) 0.028 (0.024-0.033) 0.034 (0.029-0.040) 0.039 (0.033-0.047) 0.047 (0.038-0.058) 0.053 (0.042-0.066) 0.059 (0.046-0.076) 0.066 (0.048-0.087) 0.075 (0.053-0.102) 0.082 (0.056-0.114) 3 -day 0.018 (0.015-0.021) 0.021 (0.018-0.024) 0.025 (0.022-0.029) 0.029 (0.025-0.034) 0.035 (0.028-0.042) 0.039 (0.031-0.048) 0.044 (0.034-0.056) 0.048 (0.036-0.064) 0.055 (0.039-0.074) 0.060 (0.041-0.083) 0.014 0.017 0.020 0.023 0.028 0.031 0.035 0.039 0.044 0.048 4 -day (0.012-0.017) (0.014-0.019) (0.017-0.024) (0.020-0.027) (0.023-0.034) (0.025-0.039) (0.027-0.044) (0.029-0.051) (0.031-0.059) (0.033-0.066) 7 -day 0.010 (0.008-0.011) 0.011 (0.010-0.013) 0.013 (0.012-0.015) 0.015 (0.013-0.018) 0.018 (0.015-0.022) 0.020 (0.017-0.025) 0.023 (0.018-0.028) 0.025 (0.019-0.032) 0.028 (0.020-0.038) 0.031 (0.022-0.042) 10 -day 0.008 (0.007-0.009) 0.009 (0.008-0.010) 0.010 (0.009-0.012) 0.012 (0.010-0.014) 0.014 (0.012-0.017) 0.016 (0.013-0.019) 0.017 (0.014-0.021) 0.019 (0.014-0.024) 0.021 (0.016-0.028) 0.023 (0.016-0.031) 20 -day 0.005 (0.005-0.006) 0.006 (0.005-0.006) 0.007 (0.006-0.008) 0.008 (0.007-0.009) 0.009 (0.007-0.010) 0.010 (0.008-0.011) 0.011 (0.008-0.013) 0.011 (0.009-0.014) 0.013 (0.009-0.016) 0.014 (0.010-0.018) 30 -day 0.004 (0.004-0.005) 0.005 (0.004-0.005) 0.005 (0.005-0.006) 0.006 (0.005-0.007) 0.007 (0.006-0.008) 0.008 (0.006-0.009) 0.008 (0.007-0.010) 0.009 (0.007-0.011) 0.010 (0.007-0.012) 0.010 (0.008-0.013) 45 -day 0.003 (0.003-0.004) 0.004 (0.003-0.004) 0.004 (0.004-0.005) 0.005 (0.004-0.005) 0.006 (0.005-0.006) 0.006 (0.005-0.007) 0.007 (0.005-0.008) 0.007 (0.006-0.009) 0.008 (0.006-0.010) 0.008 (0.006-0.011) 60 -day 0.003 (0.003-0.003) 0.003 (0.003-0.004) 0.004 (0.003-0.004 0.004 (0.004-0.005) 0.005 (0.004-0.006) 0.005 (0.005-0.006) 0.006 (0.005-0.007) 0.006 (0.005-0.008) 0.007 (0.005-0.008) 0.007 (0.005-0.009) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis o partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.4472&lon=-108.03 30&dat... 9/30/201 4 Precipitation Frequency Data Server Page 1 of 3 NOAA Atlas 14, Volume 8, Version 2 Location name: Parachute, Colorado, US* Latitude: 39.4472°, Longitude: -108.0330° Elevation: 5202 ft* ' source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular 1 PF graphical 1 Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.137 (0.110-0.173) 0.162 (0.130-0.205) 0.215 (0.172-0.273) 0.269 (0.215-0.344) 0.360 (0.284-0.500) 0.443 (0.336-0.618) 0.536 (0.391-0.769) 0.643 (0.446-0.948) 0.800 (0.531-1.22) 0.933 (0.595-1.42) 10 -min 0.200 (0.161-0.253) 0.237 (0.191-0.300) 0.314 (0.252-0.400) 0.394 (0.314-0.504 0.527 (0.416-0.732) 0.648 (0.492-0.905) 0.785 (0.572-1.13) 0.941 (0.653-1.39) 1.17 (0.777-1.78) 1.37 (0.871-2.07) 15 -min 0.244 (0.197-0.309) 0.289 (0.233-0.366) 0.383 (0.308-0.487) 0.481 (0.383-0.614) 0.643 (0.507-0.893) 0.791 (0.600-1.10) 0.958 (0.698-1.37) 1.15 (0.797-1.69) 1.43 (0.948-2.17) 1.67 (1.06-2.53) 30 -min 0.309 (0.249-0.390) 0.389 (0.313-0.492) 0.534 (0.428-0.678) 0.667 (0.532-0.853) 0.872 (0.677-1.19) 1.05 (0.786-1.44) 1.23 (0.891-1.74) 1.44 (0.990-2.10) 1.73 (1.14-2.60) 1.96 (1.25-2.98) 60 -min 0.389 (0.313-0.492) 0.484 (0.390-0.613) 0.652 (0.523-0.828) 0.802 (0.639-1.03) 1.03 (0.792-1.38) 1.21 (0.908-1.66) 1.41 (1.01-1.98) 1.62 (1.11-2.35) 1.91 (1.26-2.87) 2.15 (1.37-3.26) 2 -hr 0.469 (0.382-0.586) 0.580 (0.472-0.725) 0.770 (0.624-0.966) 0.936 (0.754-1.18) 1.18 (0.917-1.56) 1.37 (1.04-1.85) 1.58 (1.15-2.18) 1.80 (1.25-2.57) 2.10 (1.40-3.09) 2.33 (1.51-3.49) 3 -hr 0.536 (0.439-0.665) 0.641 (0.525-0.796) 0.824 (0.672-1.03) 0.985 (0.798-1.23) 1.22 (0.959-1.61) 1.42 (1.08-1.89) 1.62 (1.19-2.22) 1.84 (1.29-2.60) 2.14 (1.44-3.13) 2.38 (1.55-3.53) 6 -hr 0.661 (0.548-0.809) 0.773 (0.639-0.947) 0.963 (0.794-1.18) 1.13 (0.924-1.39) 1.37 (1.08-1.77) 1.56 (1.20-2.05) 1.76 (1.31-2.38) 1.97 (1.40-2.75) 2.26 (1.54-3.25) 2.49 (1.64-3.64) 12 -hr 0.819 (0.685-0.989) 0.946 (0.791-1.14) 1.16 (0.967-1.41) 1.35 (1.12-1.64) 1.61 (1.29-2.05) 1.83 (1.43-2.36) 2.05 (1.54-2.73) 2.28 (1.64-3.13) 2.61 (1.79-3.69) 2.86 (1.91-4.11) 24 -hr 0.993 (0.840-1.18) 1.14 (0.964-1.36) 1.39 (1.17-1.67) 1.61 (1.35-1.94) 1.92 (1.56-2.41) 2.17 (1.71-2.76) 2.43 (1.85-3.18) 2.70 (1.97-3.65) 3.07 (2.15-4.29) 3.37 (2.28-4.77) 2 -day 1.17 (1.00-1.38) 1.35 (1.15-1.58) 1.64 (1.40-1.94) 1.90 (1.60-2.25) 2.26 (1.85-2.78) 2.55 (2.03-3.19) 2.84 (2.19-3.67) 3.16 (2.33-4.20) 3.58 (2.53-4.91) 3.92 (2.69-5.46) 3 -day 1.29 (1.11-1.50) 1.48 (1.27-1.73) 1.81 (1.55-2.12) 2.09 (1.78-2.46) 2.49 (2.05-3.04) 2.81 (2.26-3.49) 3.13 (2.43-4.00) 3.48 (2.58-4.58) 3.94 (2.81-5.36) 4.31 (2.99-5.95) 4 -day 1.39 (1.20-1.61) 1.59 (1.38-1.85) 1.94 (1.67-2.26) 2.24 (1.92-2.62) 2.67 (2.21-3.24) 3.01 (2.43-3.71) 3.36 (2.62-4.26) 3.72 (2.78-4.87) 4.22 (3.02-5.69) 4.60 (3.21-6.31) 7 -day 1.63 (1.42-1.87) 1.87 (1.62-2.14) 2.26 (1.96-2.60) 2.60 (2.24-3.00) 3.07 (2.56-3.68) 3.44 (2.80-4.19) 3.82 (3.01-4.78) 4.22 (3.18-5.44) 4.75 (3.44-6.32) 5.16 (3.64-6.99) 10 -day 1.85 (1.62-2.10) 2.10 (1.84-2.39) 2.52 (2.20-2.87) 2.87 (2.49-3.29) 3.37 (2.83-4.00) 3.76 (3.08-4.54) 4.16 (3.29-5.15) 4.56 (3.46-5.84) 5.11 (3.73-6.74) 5.54 (3.93-7.43) 20 -day 2.47 (2.19-2.77) 2.76 (2.45-3.10) 3.24 (2.86-3.64) 3.64 (3.19-4.11) 4.19 (3.55-4.89) 4.61 (3.83-5.47) 5.04 (4.04-6.14) 5.48 (4.21-6.88) 6.06 (4.48-7.84) 6.50 (4.68-8.57) 30 -day 2.99 (2.67-3.32) 3.33 (2.97-3.71) 3.89 (3.45-4.33) 4.34 (3.84-4.87) 4.96 (4.24-5.73) 5.43 (4.54-6.38) 5.90 (4.76-7.11) 6.37 (4.94-7.91) 6.98 (5.21-8.94) 7.44 (5.41-9.72) 45 -day 3.64 (3.27-4.01) 4.07 (3.66-4.49) 4.77 (4.27-5.27) 5.33 (4.74-5.92) 6.08 (5.22-6.93) 6.64 (5.57-7.70) 7.17 (5.83-8.55) 7.70 (6.01-9.46) 8.38 (6.29-10.6) 8.86 (6.50-11.5) 60 -day 4.18 (3.77-4.58) 4.72 (4.26-5.17) 5.57 (5.01-6.12) 6.25 (5.59-6.90) 7.13 (6.14-8.07) 7.78 (6.56-8.95) 8.40 (6.85-9.92) 8.99 (7.05-10.9) 9.73 (7.34-12.2) 10.2 (7.57-13.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis o partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given dura ion and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.4472&lon=-108.0330&dat... 9/30/2014 URSA Operating Company, Pad D October 2014 APPENDIX B — Rational Method Calculations 5 General Info Flows Volumes *Rainfall Intensity 0.i„ hes/ho„r) Flow Historic (o_crs) Flow Proposed (o-crs) *Rainfall Depth (inches) Rainfall Volume Historic )cubic feet) Rainfall Volume Proposed (cubic feet) Detention Volume Needed (c„b,c feet) Runoff Runoff Drainage # Drainage I.D. Area (sr) Area )ACRES) Coefficient Coefficient Historic (c) Proposed fc 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Year 25 Year 100 Year 2 Pad D 108,000; 2.479; 0.52; 0.70 0.050; 0.080; 0.100 0.064; 0.103; 0.129 0.087; 0.139; 0.174 1.14! 1.921 2.43 5335; 8986; 11372 7182 12096; 15309 1847 3110; 3937 *These numbers were derived from the NOAA 14 Atlas and are for the 24 hour storm. r --- -_ 5245 5250 w 5255.' 5260 5265' 291:2 COMP4EET10,A1/FACILITIES------ - --------- --24728'-- ••SNOW - - - - - - STORAGE' - •,AREA-. 75.00' E 25.00' L -- SEP1R.4T0Rs. SITE PLAN l \ 1 o o ________BMC ______ _______ `Q O.O-, 0' 0,0-0-0= 0-O-O.O -___ , OPOSED__WELLS o •h O oO_oo�o-a-o_oio�o _'� - o 0.09 CJ e� i DIRECTION- - _TRAFFFC_FLOW (TYP.) A --- _- 75.00' E 25.00' L -- SEP1R.4T0Rs. SITE PLAN OPEP.ATING COMPANY DETENTION POND PLAN A-6+96.31 0/S 2 �i DITCH AT CUL VERT EL._ -5-233- 245 f X5255; fI -S -80: fi5R- 52£8.5- F 5250 _ - STA: 5* -09.34 _ OjS '73.-50_E?_ EL: -5268.5 _-- F--8.2 ,5265 ,b 10. \\) SEE -LANDSCAPE �--' •,j PLAN rQP OERk% " ��147):„1,1 � � DE;AES 3:)" /f fr. STA.4+86.71'--' • 0/5--22.9$14 EL. 5268.0-- ___________ -----5280 ------------- DITCH--IS--TO MEANDER BETWEEN PAD & _ BERMS AS SHOWN- TO OUTLET _.5285 'b -••O/S •78.20'L - - END_ _ DI TGH" - --EL. 5261.62 STA:4+89.56 --0/S_ 101.99'L EL: -,526a0_-- - - - - - STA. b +06: 19 0/S 16927$ `L EL. 5267.25- STA. 8+04.73 •, O/5 171.32'L - /k -DITCH EL. 52.66.2S' ALO'_ 4T t. 09 TO OUTLET-'' STA_ .4+56.28 0/5 177.771 EL -52-6'7-25 - ---- - ----- C 11.7' STA.4+49:79________ ----------- O/5- - 184.772_ - _BEGIN DITCH EL: -5262.68 Graphic Scale 0 25 50 In Feet: 1" = 50' 13; 33 R E8:2-- 5245:: -- - 255 --- 7 , ,w i1' Vie, ilitXI 111• 5265. - 01111),)) ,r: MUT 5270 ION PONDTFOR------ON DETAILS - -,5275 SEE -LANDSCAPE _ _ PLAN FOR BERM DETAILS _ _ UPHILL DITCH IS TO B� -- ------------ -- PROVIIDED WITH -ONE ROCK',. CHECK --DAMS INSTALLED -A_ T A SPACING OF IO' ALONG THE -DITCH --TO SLOW WATER VELOCITY - -SEE LAND5C- PLAN -FOR BER ---DETAILS KEEP MIN. OF 1O -FT SEPARATION- -BETWEEN BERM--,Sc__C_UT--SZOPE _______---- --------------------5280------ -STA.4+-1a.26- _--O/5-274.9�L-_--- -DITCH _ HP 5285.98 - - - - - SLOPE AT MIIV 1.0 TO. OUTLET -_2_ --DEEP--------------- ----------- -----5285----- ---5294 GRADING AND DRAINAGE PLAN 100 3 1r (TYP) FILL SLOPE 75' TANKS (8) 015' X 9H CONTAINMENT RING' RECEIVER 4'-5H BLOCK GATE '-4'H 12 i LAUNCHER 4'-5 H 25' WELL HEAD 3-4H COMBUSTOR 03' X 12 H 3'-5' (TYP) SEPARATORS (5) 12'W X 22'L X 15'H 15' i 18' COMMUNICATION ANTENNA 18'H 2 1n 11� (TYP) CUT SLOPE In Feet: 1" = 20' PAD FACILITIES AND STRUCTURES ELEVATION SGM 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com URSA Operating Company, LLC Battlement Mesa PUD Phase I Revision Date By 1 BMC D Site Plan, Grading & Drainage & Elevation View Job No. 2006-479.062 Drawn by: XX Date: 10.27.14 QC: XX PE: XX File: WeIIPadD_BM-2014 Of D3 5 1, Cn 0 I 0o p STA: 4+ 15.41 0/S 24.98'L ST' : %lial rl� ' OS 12.52. / �� STA: 4+ 14.93 �I���® 8" VALVE & RISER STA: 4+24.50 -��� 0/S 32.97E I���` R 8. ' �� _9_�_ _ - - BMC 0 o o 0/S 25.53'L ---- --- STA: 4+43.30 0/S 44.90'L EDGE OF PAD �E p_ � �.� o BOTTOM ►: EL 5261 ----- T, ti 3 0 �, `STA: _ o ��II VI � 4+23.1 S 4 !..94 0/S 33.21 'L STA: 4+0706 VS 3 7.29'L ----- STA: 4+15.05 0/S 3705'L R 8.0' STA: ' 17 0/5 4'.19' STA: 4+43.90 0/S 65.39'L _________ 1? -20 -- STA: 4+35..0 0/S57.0''L STA: 2'.8a a0 •e 10 z 40 I�MIME 0/S 7..'1' R '2 0' n Feet: 1" = 20' OPEP.ATING COMPANY DETENTION POND PLAN A-6+96.31 0/S 2 �i DITCH AT CUL VERT EL._ -5-233- 245 f X5255; fI -S -80: fi5R- 52£8.5- F 5250 _ - STA: 5* -09.34 _ OjS '73.-50_E?_ EL: -5268.5 _-- F--8.2 ,5265 ,b 10. \\) SEE -LANDSCAPE �--' •,j PLAN rQP OERk% " ��147):„1,1 � � DE;AES 3:)" /f fr. STA.4+86.71'--' • 0/5--22.9$14 EL. 5268.0-- ___________ -----5280 ------------- DITCH--IS--TO MEANDER BETWEEN PAD & _ BERMS AS SHOWN- TO OUTLET _.5285 'b -••O/S •78.20'L - - END_ _ DI TGH" - --EL. 5261.62 STA:4+89.56 --0/S_ 101.99'L EL: -,526a0_-- - - - - - STA. b +06: 19 0/S 16927$ `L EL. 5267.25- STA. 8+04.73 •, O/5 171.32'L - /k -DITCH EL. 52.66.2S' ALO'_ 4T t. 09 TO OUTLET-'' STA_ .4+56.28 0/5 177.771 EL -52-6'7-25 - ---- - ----- C 11.7' STA.4+49:79________ ----------- O/5- - 184.772_ - _BEGIN DITCH EL: -5262.68 Graphic Scale 0 25 50 In Feet: 1" = 50' 13; 33 R E8:2-- 5245:: -- - 255 --- 7 , ,w i1' Vie, ilitXI 111• 5265. - 01111),)) ,r: MUT 5270 ION PONDTFOR------ON DETAILS - -,5275 SEE -LANDSCAPE _ _ PLAN FOR BERM DETAILS _ _ UPHILL DITCH IS TO B� -- ------------ -- PROVIIDED WITH -ONE ROCK',. CHECK --DAMS INSTALLED -A_ T A SPACING OF IO' ALONG THE -DITCH --TO SLOW WATER VELOCITY - -SEE LAND5C- PLAN -FOR BER ---DETAILS KEEP MIN. OF 1O -FT SEPARATION- -BETWEEN BERM--,Sc__C_UT--SZOPE _______---- --------------------5280------ -STA.4+-1a.26- _--O/5-274.9�L-_--- -DITCH _ HP 5285.98 - - - - - SLOPE AT MIIV 1.0 TO. OUTLET -_2_ --DEEP--------------- ----------- -----5285----- ---5294 GRADING AND DRAINAGE PLAN 100 3 1r (TYP) FILL SLOPE 75' TANKS (8) 015' X 9H CONTAINMENT RING' RECEIVER 4'-5H BLOCK GATE '-4'H 12 i LAUNCHER 4'-5 H 25' WELL HEAD 3-4H COMBUSTOR 03' X 12 H 3'-5' (TYP) SEPARATORS (5) 12'W X 22'L X 15'H 15' i 18' COMMUNICATION ANTENNA 18'H 2 1n 11� (TYP) CUT SLOPE In Feet: 1" = 20' PAD FACILITIES AND STRUCTURES ELEVATION SGM 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com URSA Operating Company, LLC Battlement Mesa PUD Phase I Revision Date By 1 BMC D Site Plan, Grading & Drainage & Elevation View Job No. 2006-479.062 Drawn by: XX Date: 10.27.14 QC: XX PE: XX File: WeIIPadD_BM-2014 Of D3 5 1, 1 C 7 PM By: Jeff Simo —2014Revisions :\2006\2006-479\0 - RIPRAP-L-OW SPOTS — — OF BRUSH A 0 ' HEN BERM AS NECESSARY—T P_REVEGT .EROSION ------------------------- ------------- ----------------- — — — 1=f)B ---------------- 24, 55- INSTALL 5- I NSTALL BRUSH ,BARRIER AND EARTHEN BERM 2,4S SHAWN AT __TOE OF ,'" F/LLI SLOPES (7:OP.'0/L TO BE- USED if/ ERE)-' "BARRIER=. - - - --AND-"EARTHED!-"BERiId ___ F/LL 5'L.OPES -:(TOP_ SOIL TO -BE USED -HERE , - - r1 li 0 1 • • MIN.�. 4rar4D .All - -SEDIMENT-TRAP-AT_-- --- OUTLET OF CUL -VERT _ -ARMOR-LOW POINT --OF__ SPILLWAY WI77-t R/PRAP __� W -- NZ IMMO WA PAW I I I; moi -..1 INSTALL -2 CY D509." RIP RAP AT OUTLET OF 8'` -ADS' ---LINE RIPRAP- WITH GEO-TEXTILE FABRIC _140N OR EQUIVILENT BMC ci—.2 o • • ---------- 4 ------------------------- 0 fro, 417 .11MWMAIMIM, .71.4111.111MANIIIINOWANI•IM•WASVA, Z./ ZINII.••4•110•M•li.V/11,1WALAIP.111/0....IMATIIMMIIR, `wawa., •w:•�� v w�i�wwo ws� L X25,5 STA - 2 =C_Y' D50=9" RAP- - A_O&TLET OF 18 "-ADS - -RIP- W_ ITH-GEOTEXTILE 41-1C -, 140/V OR. E-QUIVILENT FA 1,:.; it ss�?v-s�y 11.1r�_ wvas�M:NIi� ►a����� . iii Al tip.F-i vw:M/IC•kNIAIMI/MIMMI�� v-6�i,IIMMINO' ,�ow�ovav'i'smmo►ggi w�n�vsvg:'...1"r O. -J 50------------ -.5285" tj 1,5a 1 SSGM 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com URSA Operating Company, LLC Battlement Mesa PUD Phase 1 VT J SRSI Revision I Date VEHICLE TRACKING PAD SURFACE ROUGHENING W/ SEED CHECK DAM BMC D Erosion Control Plan DIVER -SI , INTERCEPT CR' TOOR ' DIVERT STOR_MWATER RUN ---©N- D „CD 52 5 I/�JSTALL-�3R SK BARRIER AND EARTH A BERM AS- SHOWN -A 'TOE, 0 -- FILL S_ LOPES TOP SOIL TO B SED -'HERE) - 5270 -------------------- ---------------------- 5275---------------------- ----------------------5280------------------------------- ---------------------- ---------- 5285 ----------------------------- ____ ------------------------------ ----------- ----5285--------------------------------- - ------------------ Graphic Scale 0 25 50 100 In Feet: 1" = 50' NOTES: 1. ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES (INCLUDING STAGING AREAS) NOT CALLED OUT /N THIS PLAN ARE TO BE TOP SOILED 4" MIN. AND SEEDED. 2. CHECK DAMS AND INLET/OUTLET PROTECTION ARE TO BE CONSTRUCTED OF LOSE ROCK OR ROCK SOCKS. 3. SEED MIX IS TO BE URSA DRY LAND MIX OR OWNER APPROVED MIX. 4. TOPSOIL TO BE SPREAD EVENLY ON TOP OF BERMS AT TOE OF FILL SLOPES. 5. RIPRAP TO BE ANGULAR IN SHAPE NOT ROUND OR COBBLE. 6. VEHICLE TRACK/NG PAD TO BE 8" DEEP OF 7 " MINUS CLEAN SCREENED ROCK UNDERLAIN BY 740N GEOTEXTILE FABRIC OR APPROVED EQUAL. Job No. 2006-479.062 Drawn by: XX [Date: 10.27.14 QC: XX PE: XX File: 7232015 WeIIPadD_BM-2014 of D5 5