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HomeMy WebLinkAbout1.01 Grading DrainageArticle 4-203.E Grading and Drainage Plan Ursa Operating Company and Battlement Mesa Partners Major Impact Review Application Battlement Mesa PUD Phase I BMC B OAProject No. 014-1829 DRAINAGE REPORT URSA OPERATING COMPANY, PAD B October, 2014 PREPARED BY 6SGM I 18 WEST SIXTH STREET, SUITE 200 GLENWOOD SPRINGS, CO 81601 970.945.1 004 970.945.5948 FAX SGM Project # 2006-479.062 PadB_DrainReport.docx URSA Operating Company, Pad B 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 B 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 B 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 B 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 2,822 I URSA Operating Company, Pad B October 2014 2.2 On -Site Drainage The project site in its developed conditions will consist of 2.25 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 0.058 0.094 0.117 Developed Flow 0.079 0.126 0.157 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) 98,000 General Info Runoff Coefficient Historic (C) 0.52 *Rainfall *Rainfall Intensity 0- Depth inches/hour) (inches) Rainfall Rainfall Detention Volume Volume Volume Historic (cubic Proposed (cubic Needed (cubic feet) feet) feet) Runoff Coefficient 2 25 2 25 2 25 2 25 2 25 Proposed Year Year Year Year Year Year Year Year Year Year (C) 0.70 0.050 0.080 1.14 1.92 4,841 8,154 6,517 10,976 1,676 *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 2,822 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 B 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 B 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 B October 2014 APPENDIX B — Rational Method Calculations 5 General Info Flows Volumes *Rainfall Intensity (;_;nches/hour) Flow Historic (C)_ CFS) Flow Proposed (4 -CFS) *Rainfall Depth (inches) Rainfall Volume Historic (cubic feet) Rainfall Volume Proposed (cubic feet) Detention Volume Needed (cubic feet) Runoff Runoff Drainage # Drainage I.D. Area (59 Area (AcREs) Coefficient Coefficient Historic (c) Proposed (c) 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 1 Pad B 98,000: 2.250 0.52; 0.70 0.050; 0.080; 0.100 0.058; 0.094' 0.117 0.079: 0.126; 0.157 1.14; 1.92; 2.431 4841: 8154; 10319 6517i 109761 13892 1676; 28221 3572 *These numbers were derived from the NOAA 14 Atlas and are for the 24 hour storm. ft Revision Date By /:4200642006-4794062-2014Rev/sions\H_DWGsj7232015 WellPodB_19M-2014.dwg Plotted: 7/23/2015 2:59 PM Sy: Jeff Simonson i - 7•5095TH ,SNOW TEMP ;STORAGE. , . AREA. / 258.0 OMPLETION FACILITIES /64.0' 40.0 J a / BMC8 // CI6 o o 2"o o o o9'o',o,-"/ PROPOSED /WELLS" 0•0:0-0-0 0-9.0"-0 0 0 0 75.0' ------------ op D/RECT707N-AF \1. -- -TRAFFIC FLOW (TYP/CAL)------------- -------- ...... --- ...... 5099 ----- SEPARATORS COMBUSTOR ❑ 2.58.0.1LJ 5100 PRO COED WATER TANKS (6) CONDENSATE TANKS yto5_-_ 00}QL - 0 77.0 ©0= L 0 \0 • STA: 5+59.99 /0/S 69.61'R Graphic Scale 10 `, 20 SITE PLAN PAD B STA: 6+99.98 0/5 63/61'R PAD EDGE STA: 7+55.98 0/5 63.54'R 5095-' 96.0 BOTTOM •EL. 5094 5095 • 5100 20 In Feet:1�" =20' 0 STA: 7+5565 0/5 69.16R 8" ADS INV. IN STA: 7+5599 EL. 5094.0 0/5 69.54'R ,STA: 7+61.80 0/5 72.49W 18" ADS INV IN EL. 6097.0 8" AD. 1.09 T4 7;(96.;28 207S 12,6.18R $=-ADS /NV OUT E.E. 609313 757A.1-74-63..78 r" 0/5 80.572 8 " VALVE &' , RISER 40.0 I.F. 1/4 `7$," ADS 42 1.259 STA? -7+85.08 0/5 105.01 R -18" - ADS- •7Nt� O(/T _.£(„__60965 OPE P'ATING C$o,F'.r�,I lit' DETENTION POND PLAN SGM 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com \\ `,-,s,. N i \ S�TA>6+5775 1 EL 509)3.3 C 2.8' A„ l- -/ / _ '1 T U6+56.25 - " x ra /S 295.38'L '-BEGIN;YDITC EL. 5097.5 SLOPE- ,,4 1.0,11 TO OUTLET AT DETENTONV--pND--56'5 L.F. I ,..57A.9+07.75 O%5-.295.55 L \ , EL 5V99.-75--- . F8.0' -3 Graphic Scale 0 25 50 100 In Feet: 1" = 50' •--- __ '5095 1 StA.8+57 7B N._ /S 245.52'L FfL, _ •'099.25 r�� /o 1 1 STA.7435,28-- r 0 SA45.44"L 5L! 5099.25 BMC . J 075,..9; 48 R / EL. 509925. ' I 1 ca „co- -------------- -STA.7+35.45 0/S 9.56=R 0.09 EL., -5099.25 ------------- 4 5099 STA. 6+57: 92- --Oj3--37.52'L EG PT EL. 5098.5 5100 L --;•57:4.94.;0 8, 0/5 54.;'45'W 1 EL 50.99.75x' F 5.7;' 0 00=-9- "i l },SEEDETthl;ION ;FOND ' ,•' PLAN FO•R •CON,5TN%2QT7.ON, ('`DETAILS: , , , _ STA.,6+57.96;' ;' ,01/S,•37.48 f7 EQ/FT"-E4--# 50.98: STA: 6+57 9F' _Y/5'54.61'Ri - EL; 5098.. C:5.2 STA. 6#,59.95, 0/S"66.£1.R ,,END -PAO' DITCfi/ -'EL- 5094.0 ,-',." 5 1ci GRADING AND DRAINAGE PLAN (TYP) FILL SLOPE 3 TANKS (8) 015' X 971 11-a__ I r CONTA/NM£NT RING 9' 75- RECEIVER 4i -5W BLOCK GATE 3'-4W t 17 LAUNCHER 4'-5'H (7YP) i1 \ WELL HEAD 3-4W COMBUSTOR 03' X 12H SEPARATORS (5) PUMP HOUSE 15" 111.1 II 18' 117 El 17W X 221 X 15'H COMMUNICA770N ANTENNA 18"H 1.5 ow) CUT SLOPE In Feet: 1" =20' URSA Operating Company, LLC Battlement Mesa PUD Phase I PAD FACILITIES AND STRUCTURES ELEVATION BMC B Site Plan, Grading & Drainage & Elevation View Job No. 2006-479.062 Drawn by: DCS Date: 10.3.14 QC: DJC PE: JJS File: 7232015 WeIIPadB_BM-2014 Of B3 5 \2006\2006-479\062-2014Rev:sons\Pl OW6:5\7232015 Wel/PodB_8M-2014.dwg Plotted: 7/23/2075 3:01 PM By: Jeff Simonson r RRIPRAP LOW PO/NTS :Or -BRUSH BARRIER AND 'EARTHEN BERM - AS NECESARY--TO f,AREVENT ,EROSION ..509Q_.. ................. BRUSH /BARRIER 509Q, - BRUSH, -BARRIER AND EARTHEN BERM TO -BE-INSTALLED AT/ BOTTOM OF TOB'" SLOPE AS SHOWN (TOP --SOIL TO BE USED HERE) BRUSH BARRIER ANC. EARTHEN BERM TO BE INSTALLED AT BOTTOM OF TOE SLOPE AS SHOWN' (TOPSOIL,. -TO- BE USED -'i .---7 i i INSTALL -2--CY D50=9'" RIP RAP AT OUTLET OF DITCH i�LINE RIPRAP WITH GEOTEXT/LE ".FABRIC. -140N OR -EOUIVILENT BMCB 5099 r- ..00: 0 tuIll tFIII i Its Vie••••r. --•- - `" -UPHILL DIVERSION 01 CH TO BE INSTALLED AS --SHOWN MIN. 18" DEEP &'-KL2% SLOPE TO OUTLET 0 /A/STALL 2 CY. D5QT5,`;','.'.'', RIP RAP -AT OUTG£'Tiaf '•7r -,T1, LINE RIPRAP_1Y1-l-l''G"e'OT XTLIS I.-FABRIC.'r4DN OR";Q,U/E ILEAr,;' INSTAL[ g '1(80=-9';" RIR RAP- A,T rOrt.2/7-/617.±.6; LINE;'R/RAP Thl",GE1TT FABRIC p46N OR , ff(1.91EN•; 10 h\ r r—� — VEHICLE TRACK/NG PAD STA. 1+,00 TO 1--40 • Inc a COV P.4�a'`t'' 6SGM 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com 7 URSA Operating Company, LLC Battlement Mesa PUD Phase �VTPSRS) CD VEHICLE TRACKING PAD SURFACE ROUGHENING W/ SEED CHECK DAM Revision NOTES: 7. CHECK DAMS AND INLET/OUTLET PROTECTION ARE TO BE CONSTRUCTED OF LOSE ROCK OR ROCK SOCKS. 2. SEED M/X /S TO BE URSA DRY LAND MIX OR OWNER APPROVED MIX. 3. TOPSOIL TO BE SPREAD EVENLY ON TOP OF BERMS AT TOE OF FILL SLOPES. 4. R/PRAP TO BE ANGULAR IN SHAPE NOT ROUND OR COBBLE 5. VEHICLE TRACK/NG PAD TO BE 8" DEEP OF 1 2 " MINUS CLEAN SCREENED ROCK UNDERLAIN BY 740N GEOTEXTILE FABRIC OR APPROVED EQUAL. BMC B Erosion Control Plan Graphic Scale 0 25 50 100 Job No. 2006-479.062 Drawn by: XX Date: 10.3.14 QC: XX I PE: XX File: 7232015 WeIIPadB_BM-2014 In Feet: 1" = 50' Of B5 5