INITIAL RUN-ON AND RUN-OFF CONTROLS PLAN NORTH VALMY GENERATING STATION (ASH LANDFILL) HUMBOLDT COUNTY, NEVADA OCTOBER 2016 PROJECT NO

Transcription

1 INITIAL RUN-ON AND RUN-OFF CONTROLS PLAN NORTH VALMY GENERATING STATION (ASH LANDFILL) HUMBOLDT COUNTY, NEVADA OCTOBER 2016 PROJECT NO R009 SUBMITTED TO: NV Energy, Inc W. Sahara Ave. M/S 30 Las Vegas, NV PREPARED BY: Geo-Logic Associates 56 Coney Island Drive Sparks, Nevada (775)

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3 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) TABLE OF CONTENTS 1.0 INTRODUCTION RUN-ON RUN-OFF Method Rainfall Depth Landfill Surface Materials Drainage Areas Run-Off Flows and Volumes RUN-OFF CONTROLS Preexisting Run-Off Controls Perimeter Drainage Channel Detention Basin Additional Run-Off Controls SmartDitch Drainage Channels Culverts Arizona Crossings Toe Storage Basins Detention Basins CONSTRUCTION OF RUN-OFF CONTROLS General Periodic Observations As-Built Surveys ONGOING INSPECTIONS AND MAINTENANCE REFERENCES... 7 APPENDICES Appendix A Appendix B Figure 1 General Location Figure 2 Run-Off Controls Figure 3 Run-Off Control Details Attachment 1 Design Storm Data Attachment 2 Drainage Area Calculations Attachment 3 SmartDitch Sizing Attachment 4 Open Channel Sizing Attachment 5 Culvert Sizing Attachment 6 Basin Sizing 56 Coney Island Dr. Sparks, Nevada, T F

4 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) 1.0 INTRODUCTION Geo-Logic Associates, Inc. (GLA) has prepared this initial plan for run-on/run-off control systems (Initial Plan) for the existing coal ash landfill at NV Energy s North Valmy Generating Station, located in Humboldt County, Nevada. This Initial Plan has been prepared in accordance with the requirements of Federal Register, Vol. 80, No.74, Friday, April 17, 2015, Rule and Regulations, page 21480, Run-on and Run-off Controls for Coal Combustion Residuals (CCR) Landfills (the Rule). This Initial Plan presents how the run-on and run-off controls for the ash landfill were designed and constructed and includes relevant calculations and an as-built drawing showing the locations of installed run-off controls. Two categories of ash landfill run-off controls are presented based on when they were constructed. Preexisting run-off controls are controls that were in place prior to June Additional run-off controls were constructed in the July through September 2016 timeframe. Run-on is not an issue for the landfill as the surrounding topography slopes away from the landfill, so run-on controls are not necessary at this time. This Initial Plan includes the locations and sizing of ditches, channels, culverts, and basins required to collect and store landfill run-off from the 25 year, 24 hour storm event. The run-off controls are designed for the existing conditions of the ash landfill. Should future conditions change significantly this plan will require an update. As-built drawings and calculations are included in Appendices A and B, respectively. 2.0 RUN-ON Based on a review of surrounding topography and as reported in ASW 2013, run-on is not an issue for the Valmy coal ash landfill as the surrounding topography slopes away from the landfill. As such, recommendations regarding run-on controls are not necessary at this time. Should the surrounding topography be altered in the future, care should be taken to review proposed grading and implement controls should they be necessary. 3.0 RUN-OFF 3.1 Method AutoCAD Hydroflow Hydrograph extension was used to develop a Soil Conservation Service (SCS) hydrograph for each drainage area described in Section 3.4 below. The SCS hydrographs, in addition to the SCS curve number (CN), time of concentration (t c ) by the SCS Technical Release 55 (TR-55) method, and drainage area, described in the sections below, were used to determine the peak discharge from the 24-hour 25 year storm event. In calculating the surface hydrology, it is conservatively assumed that all run-off from the ash landfill is ultimately conveyed to designed drainage channels. It is also assumed that the design storm event will have a duration that exceeds the time of concentration of overland flow. Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 1 October 2016

5 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) 3.2 Rainfall Depth The design rainfall depth was determined using the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 1, Version 5, which is used as a basis for determining the run-off potential from the ash landfill and overall storage basin sizing. Appendix B, Attachment 1 includes the design storm data. 3.3 Landfill Surface Materials TABLE 1 - DESIGN STORM RAINFALL DEPTH STORM EVENT RAINFALL DEPTH (IN) 25 year, 24 hour 1.62 Landfill surface materials include coal ash materials as well as silty-gravelly-sand cover materials placed by the landfill operator. A conservative CN of 85 was utilized for all of the landfill surface materials. 3.4 Drainage Areas The ash landfill was divided into 15 drainage areas (DA) based on general flow direction and ultimate location of discharge. AutoCAD Civil 3D was used to create each drainage area. Appendix A, Figure 2 depicts the DAs. 3.5 Run-Off Flows and Volumes The calculated flows for the 25 year, 24-hour storm event for each DA are summarized in Table 2, below. Supporting calculations are provided in Appendix B, Attachment 2. TABLE 2 RUN-OFF FLOWS AND VOLUMES, 25 year, 24 hour DRAINAGE AREA RUN-OFF FLOW, cfs RUN-OFF VOLUME, ft 3 1A ,217 1B 5.4 9, ,559 3A ,172 3B , , , , , , , , , , ,439 Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 2 October 2016

6 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) 4.0 RUN-OFF CONTROLS Two categories of ash landfill run-off controls are presented below based on when they were constructed. Preexisting run-off controls are controls that were in place prior to June Additional run-off controls are controls that were constructed in the July through September 2016 timeframe. The preexisting run-off controls were originally designed to accommodate the peak flow from the entire top deck of the landfill during the 25 year, 24 hour storm event. The additional run-off controls were designed to accommodate various areas of the landfill. As such, the preexisting run-off controls are larger than required to accommodate their current duty. Appendix A, Figure 2 shows the locations of run-off controls. Appendix A, Figure 3 includes run-off control details. 4.1 Preexisting Run-Off Controls Perimeter Drainage Channel A perimeter drainage channel is located along the south and west sides of the ash landfill. The drainage channel consists of a trapezoidal earthen channel. Sizing of the drainage channel was performed using Manning s equation and it was designed to accommodate the run-off flow rate from the entire top deck of the landfill. A Manning s n of 0.03 was used for the earthen channels and each channel was designed to a specific depth with 3H:1V sideslopes. The perimeter channel includes a 30 inch diameter corrugated steel culvert pipe where it crosses the main haul road. Sizing of the culvert was performed using the culvert design module in AutoCAD Hydraflow Express Extension. Figure 2 shows the location of the preexisting perimeter drainage channel and culvert. The detailed calculation and report sheet for drainage channel sizing are included in Appendix B, Attachment 4. The detailed calculation and report sheet for culvert sizing is included in Appendix B, Attachment Detention Basin 1 Detention Basin 1 is located to the northwest of the northwest corner of the landfill. The detention basin was designed and constructed to store landfill runoff received from the perimeter drainage channel. The Detention Basin 1 is roughly rectangular-shaped with an approximate length and width of 330 feet and 270 feet. The detention basin has a total depth of 6 feet (including 2 feet of freeboard) with interior side slopes of 3H : 1V (horizontal : vertical). AutoCad Hydraflow Hydrographs Extension was used to develop the runoff hydrograph and determine the stormwater volume used for detention basin sizing. Figure 2 shows the location of Detention Basin 1. The detailed calculation and report sheet for detention basin sizing is included in Appendix B, Attachment 6. Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 3 October 2016

7 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) 4.2 Additional Run-Off Controls SmartDitch SmartDitch is a high density polyethylene (HDPE) channel lining system used to control and direct run-off from the top deck of the landfill to channels or detention basins at the toe of the landfill, along the landfill side slopes. SmartDitch sections consist of the 12 inch depth (nominal) trapezoidal product. Sizing of the SmartDitch was performed using Manning s equation and AutoCAD Hydraflow Express Extension. Inputs include the flow from the corresponding Drainage Area and the dimensions provided by the SmartDitch manufacturer. Manning s roughness coefficient (n) for the Smartditch product is provided as SmartDitch was designed and installed at four locations of the landfill, to accommodate flow from DA-2, DA-4, DA-5, and DA-7. Figure 2 shows SmartDitch locations. The detailed calculations and manufacturer product data sheets for SmartDitch sizing are included in Appendix B, Attachment Drainage Channels Various drainage channels were designed and constructed to collect run-off from the landfill and direct it to detention basins. In some cases, existing channels were utilized. The drainage channels consist of a v-shaped earthen channel. Sizing of the drainage channels was performed using Manning s equation and were designed to accommodate the run-off flow rate from the associated Drainage Area. A Manning s n of 0.03 was used for the earthen channels and each channel was designed to a specific depth with 3H:1V sideslopes. Drainage channels were designed and constructed around the entire landfill; except where toe storage containment was designed and constructed, discussed below, and at the southeast corner where a large cover material stockpile exists, which prevents runoff from flowing off the landfill. Figure 2 shows drainage channel locations. The detailed calculations and report sheets for drainage channel sizing are included in Appendix B, Attachment Culverts Culverts were designed and installed at three locations along the drainage channels to facilitate vehicular crossings. Culverts consist of 16 gage, corrugated steel culvert pipes of 18 inch or 24 inch diameter. Sizing of the culverts was performed using the culvert design module in AutoCAD Hydraflow Express Extension. This program takes into consideration the headwater depth (H w ), tail water depth (t w ), elevation and width of embankment, length of culvert, culvert material, and type of inlet structure. Culverts were designed and installed at three locations of the landfill, including, DA-1A, DA-12, and DA-10. Figure 2 shows culvert locations. Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 4 October 2016

8 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) The detailed calculations and report sheets for culvert sizing are included in Appendix B, Attachment Arizona Crossings Arizona-style low-water crossings were designed and constructed at three locations to facilitate haul truck crossings. Arizona crossings generally consist of a depressed channel, constructed across a road, with shallow slopes on each side to facilitate vehicular traffic. Arizona crossings were designed as shallow wide channels using Manning s equation to determine depth based on a specified flow rate. Arizona crossings were designed and installed at two locations of the landfill, in DA-10. Figure 2 shows Arizona crossing locations. The detailed calculations and report sheets for Arizona crossing sizing are included in Appendix B, Attachment Toe Storage Basins Toe storage basins were designed and constructed at the toe of the perimeter landfill slopes to collect and store run-off from landfill slopes. Toe storage basins were constructed in locations where existing topography did not permit the use of an open channel to direct run-off to a detention basin. Toe storage basins generally consist of 1.) a trapezoidal channel constructed parallel to the slope of the landfill with a bottom width of approximately 10 feet that is sloped downward away from the landfill and a 1.5 feet tall berm at the downslope end; or, 2.) a 2.5 feet deep V-shaped channel with 3H : 1V side slopes. AutoCad Hydraflow Hydrographs Extension was used to develop the runoff hydrograph and determine the stormwater volumes used for road/storage basin sizing. Toe storage basins were designed and constructed at 2 locations of the landfill, including, DA- 1B and DA-6. Figure 2 shows road/storage basin locations. The detailed calculations and report sheets for road/storage basin sizing are included in Appendix B, Attachment Detention Basins Additional detention basins (Detention Basin 2 through Detention Basin 5) were designed and constructed at various locations around the landfill to store landfill runoff. Detention Basins receive run-off from the open channels. Detention basins are roughly rectangular-shaped except for Detention Basin 5, with varying lengths and widths and range from 3 feet to 4 feet in effective depth, with interior side slopes of 3H : 1V (horizontal : vertical). AutoCad Hydraflow Hydrographs Extension was used to develop the runoff hydrograph and determine the stormwater volumes used for detention basin sizing. Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 5 October 2016

9 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) Additional detention basins were designed and constructed at 4 locations around the landfill. Figure 2 shows the locations of Detention Basin 2 through Detention Basin 5. The detailed calculations and report sheets for detention basin sizing are included in Appendix B, Attachment CONSTRUCTION OF RUN-OFF CONTROLS 5.1 General Construction of the preexisting run-off controls took place in Construction of the additional run-off controls was performed during the July through September 2016 timeframe. Construction of the additional run-off controls also included minor regrading of the top deck of the landfill at areas needing improvements to reduce the potential for ponding and promote drainage toward the run-off controls. 5.2 Periodic Observations Periodic observations were performed by GLA during construction. Periodic observations consisted of visually inspecting the run-off controls and taking measurements to check for recommended dimensions. Locations where measurements did not meet recommended dimensions were communicated to the contractor and improved. GLA performed follow-up observations after the locations were improved. 5.3 As-Built Surveys As-built surveys were performed by aerial survey as well as ground survey. The aerial survey was performed on September 5, 2016 and was used for the general as-built base map. The ground survey was performed on September 7, 2016 and focused on the run-off controls; SmartDitch, drainage channels, culverts, Arizona crossings, road/storage basins, and detention basins. 6.0 ONGOING INSPECTIONS AND MAINTENANCE Ongoing inspections and maintenance is a critical component of ensuring adequate function of run-off controls. It is recommended that routine inspections be performed of all run-off controls as part of the current 7 day inspections for the landfill. Inspections should consist of visually inspecting the existing run-off controls and looking for deficiencies, which may include: obstructions, berm failures, ponded water, etc. Measurements should be taken periodically to check for recommended dimensions. The landfill, including the top deck, should be inspected for areas of ponded water or areas with the potential to pond water. This is especially important because the landfill is currently active and the general topography of the top deck will change with ash disposal. Areas of obvious blocked drainage, depressions, or ponding should be remediated by removing the drainage obstruction, filling in the low spot, or constructing ditches that allow water to drain toward the run-off controls. All remediation should be documented on the 7 day inspection forms. Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 6 October 2016

10 Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill) 7.0 REFERENCES Hydraflow Hydrographs Extension for AutoCAD Civil3D 2015 by Autodesk, Inc. v10.4 Hydraflow Express Extension for Autodesk AutoCAD Civil3D by Autodesk, Inc. PendaForm, November 2013, SmartDitch Technical Manual and Installation Guidelines. Applied Soil Water Technologies, LLC, August 2013, Engineering Design Report, Permit SW174R02 Modification, North Valmy Power Plant, Humboldt County, Nevada, prepared for NV Energy (ASW 2013). Project No R009 Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 7 October 2016

11 APPENDIX A

12 NORTH VALMY GENERATING STATION PYRAMID LAKE WADS- WORTH FERNLEY LAKE TAHOE WALKER LAKE NV ENERGY NORTH VALMY GENERATING STATION HUMBOLDT COUNTY, NV FIGURE 1 GENERAL LOCATION MAP INITIAL RUN-ON AND RUN-OFF CONTROLS PLAN JOB NO R009 OCTOBER Coney Island Drive, Sparks, NV Ph: Fax:

13 Feet

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15 APPENDIX B ATTACHMENT 1

16 NOAA Atlas 14, Volume 1, Version 5 Location name: Golconda, Nevada, USA* Latitude: , Longitude: Elevation: ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular PF_graphical Maps_&_aerials Duration 5-min 10-min 15-min 30-min 60-min 2-hr 3-hr 6-hr 12-hr 24-hr 2-day 3-day 4-day 7-day 10-day 20-day 30-day 45-day 60-day PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) 1 Average recurrence interval (years) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.13 ( ) 1.23 ( ) 1.53 ( ) 1.76 ( ) 2.10 ( ) 2.40 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.06 ( ) 1.14 ( ) 1.22 ( ) 1.41 ( ) 1.53 ( ) 1.91 ( ) 2.19 ( ) 2.61 ( ) 2.98 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.17 ( ) 1.32 ( ) 1.41 ( ) 1.50 ( ) 1.72 ( ) 1.88 ( ) 2.36 ( ) 2.70 ( ) 3.21 ( ) 3.66 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.18 ( ) 1.36 ( ) 1.52 ( ) 1.62 ( ) 1.71 ( ) 1.96 ( ) 2.15 ( ) 2.70 ( ) 3.08 ( ) 3.64 ( ) 4.17 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.17 ( ) 1.42 ( ) 1.62 ( ) 1.79 ( ) 1.89 ( ) 2.00 ( ) 2.27 ( ) 2.49 ( ) 3.13 ( ) 3.57 ( ) 4.18 ( ) 4.82 ( ) ( ) ( ) ( ) ( ) ( ) 1.04 ( ) 1.10 ( ) 1.35 ( ) 1.62 ( ) 1.83 ( ) 1.99 ( ) 2.10 ( ) 2.21 ( ) 2.50 ( ) 2.75 ( ) 3.45 ( ) 3.92 ( ) 4.57 ( ) 5.28 ( ) ( ) ( ) ( ) ( ) 1.14 ( ) 1.24 ( ) 1.29 ( ) 1.55 ( ) 1.83 ( ) 2.05 ( ) 2.20 ( ) 2.31 ( ) 2.43 ( ) 2.72 ( ) 3.00 ( ) 3.76 ( ) 4.27 ( ) 4.92 ( ) 5.71 ( ) ( ) ( ) ( ) 1.11 ( ) 1.37 ( ) 1.46 ( ) 1.50 ( ) 1.76 ( ) 2.05 ( ) 2.27 ( ) 2.41 ( ) 2.53 ( ) 2.64 ( ) 2.93 ( ) 3.24 ( ) 4.06 ( ) 4.60 ( ) 5.24 ( ) 6.12 ( ) ( ) ( ) 1.04 ( ) 1.40 ( ) 1.73 ( ) 1.81 ( ) 1.83 ( ) 2.08 ( ) 2.36 ( ) 2.57 ( ) 2.68 ( ) 2.80 ( ) 2.92 ( ) 3.20 ( ) 3.54 ( ) 4.43 ( ) 5.01 ( ) 5.61 ( ) 6.60 ( ) ( ) ( ) 1.23 ( ) 1.66 ( ) 2.06 ( ) 2.12 ( ) 2.13 ( ) 2.36 ( ) 2.61 ( ) 2.81 ( ) 2.89 ( ) 3.01 ( ) 3.13 ( ) 3.39 ( ) 3.75 ( ) 4.68 ( ) 5.31 ( ) 5.83 ( ) 6.90 ( ) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of 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

17 APPENDIX B ATTACHMENT 2

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19 Hydraflow Table of Contents Final AS-Built Hydro_ gpw Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / Year Summary Report... 1 Hydrograph Reports... 2 Hydrograph No. 1, SCS Runoff, DA Hydrograph No. 2, SCS Runoff, DA 1B... 3 Hydrograph No. 3, SCS Runoff, DA Hydrograph No. 4, SCS Runoff, DA Hydrograph No. 5, SCS Runoff, DA Hydrograph No. 6, SCS Runoff, DA Hydrograph No. 7, SCS Runoff, DA Hydrograph No. 8, SCS Runoff, DA Hydrograph No. 9, SCS Runoff, DA Hydrograph No. 10, SCS Runoff, DA Hydrograph No. 11, SCS Runoff, DA Hydrograph No. 12, SCS Runoff, DA Hydrograph No. 13, SCS Runoff, DA Hydrograph No. 14, SCS Runoff, DA 1A... 15

20 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 1 SCS Runoff , DA 13 2 SCS Runoff , DA 1B 3 SCS Runoff , DA 10 4 SCS Runoff , DA 12 5 SCS Runoff , DA 4 6 SCS Runoff , DA 11 7 SCS Runoff , DA 9 8 SCS Runoff , DA 8 9 SCS Runoff , DA 7 10 SCS Runoff , DA 6 11 SCS Runoff , DA 5 12 SCS Runoff , DA 2 13 SCS Runoff , DA 3 14 SCS Runoff , DA 1A Final AS-Built Hydro_ gpw Return Period: 25 Year Wednesday, 10 / 5 / 2016

21 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 1 DA 13 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 52,439 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.10 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 13 Hyd. No Year Q (cfs) Time (min) Hyd No. 1

22 Hydrograph Report 3 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 2 DA 1B Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 9,425 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 2.90 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 1B Hyd. No Year Q (cfs) Time (min) Hyd No. 2

23 Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 3 DA 10 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 100,423 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.40 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 10 Hyd. No Year Q (cfs) Time (min) Hyd No. 3

24 Hydrograph Report 5 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 4 DA 12 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 5,253 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.10 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 12 Hyd. No Year Q (cfs) Time (min) Hyd No. 4

25 Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 5 DA 4 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 23,259 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.40 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 4 Hyd. No Year Q (cfs) Time (min) Hyd No. 5

26 Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 6 DA 11 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 32,074 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 5.90 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 11 Hyd. No Year Q (cfs) Time (min) Hyd No. 6

27 Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 7 DA 9 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 7,731 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 2.50 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 9 Hyd. No Year Q (cfs) Time (min) Hyd No. 7

28 Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 8 DA 8 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 2,703 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 2.00 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 8 Hyd. No Year Q (cfs) Time (min) Hyd No. 8

29 Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 9 DA 7 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 8,592 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 4.60 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 7 Hyd. No Year Q (cfs) Time (min) Hyd No. 9

30 Hydrograph Report 11 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 10 DA 6 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 4,812 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 2.00 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 6 Hyd. No Year Q (cfs) Time (min) Hyd No. 10

31 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 11 DA 5 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 9,389 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 2.90 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 5 Hyd. No Year Q (cfs) Time (min) Hyd No. 11

32 Hydrograph Report 13 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 12 DA 2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 4,559 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 1.90 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 2 Hyd. No Year Q (cfs) Time (min) Hyd No. 12

33 Hydrograph Report 14 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 13 DA 3 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 593 min Time interval = 1 min Hyd. volume = 4,199 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 2.00 min Total precip. = 1.62 in Distribution = Type I Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 3 Hyd. No Year Q (cfs) Time (min) Hyd No. 13

34 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016 Hyd. No. 14 DA 1A Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 1 min Hyd. volume = 2,217 cuft Drainage area = ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 2.00 min Total precip. = 1.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA 1A Hyd. No Year Q (cfs) Time (min) Hyd No. 14

35 APPENDIX B ATTACHMENT 3

36 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct Smart Ditch 12 Inch Triangular Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.20 Invert Elev (ft) = Slope (%) = N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.20 Q (cfs) = Area (sqft) = 2.88 Velocity (ft/s) = Wetted Perim (ft) = 5.37 Crit Depth, Yc (ft) = 1.20 Top Width (ft) = 4.80 EGL (ft) = Elev (ft) Depth (ft) Section Reach (ft)

37 Product Data & Dimensions PRODUCT DATA The SmartDitch system is a corrugated section of HDPE sheet formed in a predetermined shape. In the thermoforming process, the plastic sheet is heated to forming temperatures, allowing it to conform to the mold. The minimum formed thickness in all of the channels is 55 mil. The versatility of this manufacturing process provides Penda with unmatched in-house sheet and thermoforming capabilities that enable us to deliver greater production efficiency on a full range of designs. Penda supports your operation at every level, right from the start. Our world-class design/engineering capabilities allow us to partner with you to meet virtually any project need. PRODUCT ATTRIBUTES, DIMENSIONS & WEIGHTS SmartDitch offers water management channels in the following specific depth/sizes: Trapezoidal design 12" depth series 24" depth series Semi-circular design (Above Ground) 24" depth series Note: The semi-circular design is for above ground installations only by use of saddles. E C E C ITEM DESCRIPTION ITEM # 12" DEPTH TRAPEZOIDAL 24" DEPTH TRAPEZOIDAL 24" DEPTH SEMI-CIRCULAR Overall exterior width A in / mm in / 2032 mm in / mm Overall exterior height B in / mm in / 762 mm in / mm Bottom channel exterior width C in / mm in / 387 mm N/A (Rounded Bottom) Overall exterior length D in / mm in / 2463 mm in / mm Lay length E in / mm in / 2356 mm in / mm For More Information: / Hotline: Penda Corp. 02/13

38 APPENDIX B ATTACHMENT 4

39 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct Pre-Existing Channel 2' Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = Slope (%) = 1.00 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.00 Q (cfs) = Area (sqft) = Velocity (ft/s) = 5.04 Wetted Perim (ft) = Crit Depth, Yc (ft) = 1.88 Top Width (ft) = EGL (ft) = 2.39 Elev (ft) Depth (ft) Section Reach (ft)

40 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct Pre-Existing Channel 2.5' Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = Slope (%) = 1.00 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.50 Q (cfs) = Area (sqft) = Velocity (ft/s) = 5.79 Wetted Perim (ft) = Crit Depth, Yc (ft) = 2.38 Top Width (ft) = EGL (ft) = 3.02 Elev (ft) Depth (ft) Section Reach (ft)

41 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct Pre-Existing Channel 3.5' Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 3.50 Invert Elev (ft) = Slope (%) = 1.00 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 3.50 Q (cfs) = Area (sqft) = Velocity (ft/s) = 7.17 Wetted Perim (ft) = Crit Depth, Yc (ft) = 3.41 Top Width (ft) = EGL (ft) = 4.30 Elev (ft) Depth (ft) Section Reach (ft)

42 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct ' Channel Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.50 Invert Elev (ft) = Slope (%) = 0.30 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.50 Q (cfs) = Area (sqft) = 6.75 Velocity (ft/s) = 2.16 Wetted Perim (ft) = 9.49 Crit Depth, Yc (ft) = 1.09 Top Width (ft) = 9.00 EGL (ft) = 1.57 Elev (ft) Depth (ft) Section Reach (ft)

43 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct ' Channel Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = Slope (%) = 0.30 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.00 Q (cfs) = Area (sqft) = Velocity (ft/s) = 2.62 Wetted Perim (ft) = Crit Depth, Yc (ft) = 1.47 Top Width (ft) = EGL (ft) = 2.11 Elev (ft) Depth (ft) Section Reach (ft)

44 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct ' Channel Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = Slope (%) = 0.30 N-Value = Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.50 Q (cfs) = Area (sqft) = Velocity (ft/s) = 3.04 Wetted Perim (ft) = Crit Depth, Yc (ft) = 1.87 Top Width (ft) = EGL (ft) = 2.64 Elev (ft) Depth (ft) Section Reach (ft)

45 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct AZ Crossing 1 Triangular Side Slopes (z:1) = 25.00, Total Depth (ft) = 1.62 Invert Elev (ft) = Slope (%) = 3.13 N-Value = Calculations Compute by: Known Q Known Q (cfs) = Highlighted Depth (ft) = 0.67 Q (cfs) = Area (sqft) = Velocity (ft/s) = 4.17 Wetted Perim (ft) = Crit Depth, Yc (ft) = 0.74 Top Width (ft) = EGL (ft) = 0.94 Elev (ft) Depth (ft) Section Reach (ft)

46 Channel Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct AZ Crossing 2 Triangular Side Slopes (z:1) = 6.00, 9.00 Total Depth (ft) = 2.00 Invert Elev (ft) = Slope (%) = 3.28 N-Value = Calculations Compute by: Known Q Known Q (cfs) = Highlighted Depth (ft) = 0.99 Q (cfs) = Area (sqft) = 7.35 Velocity (ft/s) = 5.44 Wetted Perim (ft) = Crit Depth, Yc (ft) = 1.13 Top Width (ft) = EGL (ft) = 1.45 Elev (ft) Depth (ft) Section Reach (ft)

47 APPENDIX B ATTACHMENT 5

48 Culvert Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct inch CMP Culvert Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 1.83 Invert Elev Up (ft) = Rise (in) = 30.0 Shape = Circular Span (in) = 30.0 No. Barrels = 1 n-value = Culvert Type = Circular Corrugate Metal Pipe Culvert Entrance = Projecting Coeff. K,M,c,Y,k = 0.034, 1.5, , 0.54, 0.9 Embankment Top Elevation (ft) = Top Width (ft) = Crest Width (ft) = Calculations Qmin (cfs) = Qmax (cfs) = Tailwater Elev (ft) = (dc+d)/2 Highlighted Qtotal (cfs) = Qpipe (cfs) = Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.91 Veloc Up (ft/s) = 5.90 HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 0.84 Flow Regime = Inlet Control

49 Culvert Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct DA 1A 24inch CMP Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 5.43 Invert Elev Up (ft) = Rise (in) = 24.0 Shape = Circular Span (in) = 24.0 No. Barrels = 1 n-value = Culvert Type = Circular Corrugate Metal Pipe Culvert Entrance = Projecting Coeff. K,M,c,Y,k = 0.034, 1.5, , 0.54, 0.9 Embankment Top Elevation (ft) = Top Width (ft) = 8.00 Crest Width (ft) = Calculations Qmin (cfs) = 1.27 Qmax (cfs) = 1.27 Tailwater Elev (ft) = (dc+d)/2 Highlighted Qtotal (cfs) = 1.27 Qpipe (cfs) = 1.27 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 0.65 Veloc Up (ft/s) = 2.96 HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 0.32 Flow Regime = Outlet Control

50 Culvert Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct DA 10 24inch CMP Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 1.54 Invert Elev Up (ft) = Rise (in) = 24.0 Shape = Circular Span (in) = 24.0 No. Barrels = 1 n-value = Culvert Type = Circular Corrugate Metal Pipe Culvert Entrance = Projecting Coeff. K,M,c,Y,k = 0.034, 1.5, , 0.54, 0.9 Embankment Top Elevation (ft) = Top Width (ft) = 8.00 Crest Width (ft) = Calculations Qmin (cfs) = 9.61 Qmax (cfs) = 9.61 Tailwater Elev (ft) = (dc+d)/2 Highlighted Qtotal (cfs) = 9.61 Qpipe (cfs) = 9.61 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.67 Veloc Up (ft/s) = 5.38 HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 0.88 Flow Regime = Inlet Control

51 Culvert Report Hydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Wednesday, Oct DA 12 18inch CMP Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 3.83 Invert Elev Up (ft) = Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-value = Culvert Type = Circular Corrugate Metal Pipe Culvert Entrance = Projecting Coeff. K,M,c,Y,k = 0.034, 1.5, , 0.54, 0.9 Embankment Top Elevation (ft) = Top Width (ft) = 6.00 Crest Width (ft) = Calculations Qmin (cfs) = 2.60 Qmax (cfs) = 2.60 Tailwater Elev (ft) = (dc+d)/2 Highlighted Qtotal (cfs) = 2.60 Qpipe (cfs) = 2.60 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 1.96 Veloc Up (ft/s) = 3.85 HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 0.59 Flow Regime = Inlet Control

52 APPENDIX B ATTACHMENT 6

53 SUMMARY OF RUN-OFF AND STORAGE CAPACITY Run-Off (cubic feet) Basin 1 DA-1A DA-4 DA-13 DA-12 DA-10 DA-11 Total 2,217 23,259 52, ,423 5,253 32, ,665 cubic feet Basin Storage Capacity: 336,940 cubic feet Run-Off (cubic feet) Basin 2 DA-2 DA-3A Total 4,559 3,172 7,731 cubic feet Basin Storage Capacity: 26,567 cubic feet Run-Off (cubic feet) Basin 3 DA-5 DA-3B Total 9,389 1,027 10,416 cubic feet Basin Storage Capacity: 22,437 cubic feet Run-Off (cubic feet) Basin 4 DA-8 DA-7 Total 2,703 8,592 11,295 cubic feet Basin Storage Capacity: 17,375 cubic feet Run-Off (cubic feet) Basin 5 DA-9 Total 7,731 7,731 cubic feet Basin Storage Capacity: 13,717 cubic feet Run-Off (cubic feet) East Toe Storage DA-6 Total 4,812 4,812 cubic feet Basin Storage Capacity: 16,537 cubic feet Run-Off (cubic feet) North Toe Storage DA-1B Total 9,425 9,425 cubic feet Basin Storage Capacity: 11,905 cubic feet

54 Toe Storage Calculation Calc By: RTS 10/10/2016 Trapezoidal Channel- East Cross Sectional Area 15.8 square feet Channel Legnth 617 feet Total Storage Capacity 9,749 cubic feet 2.5' Triangular Basin-East Cross Sectional Area 19 square feet Channel Legnth 362 feet Total Storage Capacity 6,788 cubic feet Sum of East Toe Drain Storage 16,537 Trapezoidal Channel- North Cross Sectional Area 15.8 square feet Channel Legnth 754 feet Total Storage Capacity 11,905 cubic feet

55 file:///c:/users/rspreeman/appdata/local/temp/cutfillreport.xml Page 1 of 1 10/10/2016 Generated: :52:07 By user: Drawing: rspreeman Cut/Fill Report K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\New Hydro\K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\New Hydro\Basin 1 Volume.dwg Volume Summary Name Type Cut Factor Fill Factor 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Basin 1 Volume full <Fill> Totals 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Total <Fill> * Value adjusted by cut or fill factor other than 1.0

56 file:///c:/users/aristinen/appdata/local/temp/cutfillreport.xml Page 1 of 1 10/5/2016 Generated: :57:31 By user: Drawing: aristinen Cut/Fill Report K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\WP-6\K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\WP-6\Pond Volumes_ dwg Volume Summary Name Type Cut Factor Fill Factor 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Basin 2 Basin 3 Basin 4 full <Fill> full <Fill> full <Fill> Totals 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Total <Fill> * Value adjusted by cut or fill factor other than 1.0

57 file:///c:/users/rspreeman/appdata/local/temp/cutfillreport.xml Page 1 of 1 10/5/2016 Generated: :24:54 By user: Drawing: rspreeman Cut/Fill Report K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\New Hydro\K:\000_GLA_new jobs\2016\2016.r021 NVE - Valmy Ash LF-Run-Off Controls Work Packages\New Hydro\Basin 6 Volume.dwg Volume Summary Name Type Cut Factor Fill Factor 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Basin 5 Volume full <Fill> Totals 2d Area (Sq. Ft.) Cut (Cu. Yd.) Fill (Cu. Yd.) Net (Cu. Yd.) Total <Fill> * Value adjusted by cut or fill factor other than 1.0