north valmy generating station (ash landfill) … · topography slopes away from the landfill, so...

INITIAL RUN-ON AND RUN-OFF CONTROLS PLAN NORTH VALMY GENERATING STATION (ASH LANDFILL) HUMBOLDT COUNTY, NEVADA

OCTOBER 2016

PROJECT NO. 2016.R009 SUBMITTED TO:

NV Energy, Inc. 6226 W. Sahara Ave. M/S 30 Las Vegas, NV 89146 PREPARED BY:

Geo-Logic Associates 56 Coney Island Drive Sparks, Nevada 89431 (775) 284-5500

Initial Run-On and Run-Off Controls Plan North Valmy Generating Station (Ash Landfill)

56 Coney Island Dr. • Sparks, Nevada, 89431 • T 775.284.5500 • F 775.284.5504 • www.geo-logic.com

TABLE OF CONTENTS

1.0 INTRODUCTION ............................................................................................................ 1

2.0 RUN-ON ....................................................................................................................... 1

3.0 RUN-OFF ...................................................................................................................... 1

3.1 Method ................................................................................................................... 1

3.2 Rainfall Depth .......................................................................................................... 2

3.3 Landfill Surface Materials ....................................................................................... 2

3.4 Drainage Areas ........................................................................................................ 2

3.5 Run-Off Flows and Volumes .................................................................................... 2

4.0 RUN-OFF CONTROLS .................................................................................................... 3

4.1 Preexisting Run-Off Controls .................................................................................. 3

4.1.1 Perimeter Drainage Channel ....................................................................... 3

4.1.2 Detention Basin 1 ........................................................................................ 3

4.2 Additional Run-Off Controls .................................................................................... 4

4.2.1 SmartDitch® ................................................................................................ 4

4.2.2 Drainage Channels ...................................................................................... 4

4.2.3 Culverts ....................................................................................................... 4

4.2.4 Arizona Crossings ........................................................................................ 5

4.2.5 Toe Storage Basins ...................................................................................... 5

4.2.6 Detention Basins ......................................................................................... 5

5.0 CONSTRUCTION OF RUN-OFF CONTROLS ..................................................................... 6

5.1 General .................................................................................................................... 6

5.2 Periodic Observations ............................................................................................. 6

5.3 As-Built Surveys ....................................................................................................... 6

6.0 ONGOING INSPECTIONS AND MAINTENANCE .............................................................. 6

7.0 REFERENCES ................................................................................................................. 7

APPENDICES

Appendix A Figure 1 General Location Figure 2 Run-Off Controls Figure 3 Run-Off Control Details Appendix B 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

Project No. 2016.R009 | Initial Run-On and Run-Off Controls Plan, North Valmy Generating Station (Ash Landfill) 1 October 2016

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, §257.81 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 2016. 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 (tc) 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.

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.

TABLE 1 - DESIGN STORM RAINFALL DEPTH

STORM EVENT RAINFALL DEPTH (IN)

25 year, 24 hour 1.62

3.3 Landfill Surface Materials

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, ft3

1A 1.27 2,217

1B 5.4 9,425

2 2.62 4,559

3A 0.65 3,172

3B 0.21 1,027

4 10.13 23,259

5 5.39 9,389

6 2.76 4,812

7 4.57 8,592

8 1.55 2,703

9 4.44 7,731

10 49.59 100,423

11 15.84 32,074

12 2.59 5,253

13 24.63 52,439

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 2016. 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

4.1.1 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 5.

4.1.2 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.

4.2 Additional Run-Off Controls

4.2.1 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 0.022. 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 3.

4.2.2 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 4.

4.2.3 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 (Hw), tail water depth (tw), 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.

The detailed calculations and report sheets for culvert sizing are included in Appendix B, Attachment 5.

4.2.4 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 4.

4.2.5 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 6.

4.2.6 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.

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 6.

5.0 CONSTRUCTION OF RUN-OFF CONTROLS

5.1 General

Construction of the preexisting run-off controls took place in 2014. 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.

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).

APPENDIX A

NORTH VALMY

GENERATING STATION

WORTHWADS-

FERNLEY

TAHOELAKE

LAKEWALKER

LAKEPYRAMID

NV ENERGYNORTH VALMY GENERATING STATIONHUMBOLDT COUNTY, NV

56 Coney Island Drive, Sparks, NV 89431Ph: 775.284.5500 Fax: 775.284.5504

www.geo-logic.com

FIGURE 1GENERAL LOCATION MAP

INITIAL RUN-ON AND RUN-OFF CONTROLS PLANJOB NO. 2016.R009

OCTOBER 2016

0 275 550

APPENDIX B

ATTACHMENT 1

NOAA Atlas 14, Volume 1, Version 5 Location name: Golconda, Nevada, USA* Latitude: 40.8909°, Longitude: -117.1501°

Elevation: 4439.37 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

PF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1

DurationAverage recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 0.084(0.074-0.099)

0.107(0.093-0.126)

0.149(0.129-0.175)

0.187(0.160-0.219)

0.246(0.205-0.289)

0.300(0.245-0.355)

0.363(0.289-0.433)

0.436(0.336-0.524)

0.550(0.405-0.673)

0.654(0.464-0.811)

10-min 0.128(0.112-0.151)

0.163(0.142-0.192)

0.227(0.196-0.266)

0.284(0.244-0.333)

0.375(0.313-0.440)

0.456(0.374-0.540)

0.552(0.440-0.659)

0.663(0.512-0.798)

0.838(0.617-1.02)

0.996(0.707-1.23)

15-min 0.158(0.139-0.187)

0.202(0.176-0.238)

0.281(0.243-0.330)

0.352(0.302-0.413)

0.464(0.388-0.545)

0.566(0.463-0.669)

0.685(0.545-0.817)

0.822(0.635-0.989)

1.04(0.765-1.27)

1.23(0.876-1.53)

30-min 0.213(0.187-0.252)

0.272(0.238-0.321)

0.378(0.327-0.444)

0.474(0.407-0.557)

0.625(0.522-0.734)

0.762(0.624-0.901)

0.922(0.734-1.10)

1.11(0.855-1.33)

1.40(1.03-1.71)

1.66(1.18-2.06)

60-min 0.264(0.232-0.312)

0.337(0.294-0.397)

0.468(0.405-0.550)

0.587(0.504-0.689)

0.774(0.646-0.909)

0.943(0.772-1.12)

1.14(0.909-1.36)

1.37(1.06-1.65)

1.73(1.28-2.12)

2.06(1.46-2.55)

2-hr 0.334(0.299-0.383)

0.421(0.378-0.480)

0.562(0.502-0.639)

0.684(0.603-0.779)

0.877(0.758-1.00)

1.04(0.885-1.20)

1.24(1.02-1.44)

1.46(1.18-1.72)

1.81(1.40-2.16)

2.12(1.58-2.58)

3-hr 0.380(0.343-0.431)

0.477(0.429-0.539)

0.624(0.559-0.708)

0.748(0.665-0.847)

0.937(0.817-1.07)

1.10(0.945-1.26)

1.29(1.08-1.49)

1.50(1.23-1.75)

1.83(1.44-2.18)

2.13(1.63-2.60)

6-hr 0.500(0.456-0.561)

0.626(0.564-0.702)

0.803(0.724-0.900)

0.953(0.852-1.07)

1.17(1.03-1.32)

1.35(1.17-1.53)

1.55(1.32-1.76)

1.76(1.47-2.03)

2.08(1.69-2.45)

2.36(1.87-2.83)

12-hr 0.621(0.562-0.693)

0.781(0.708-0.870)

0.999(0.903-1.11)

1.18(1.06-1.31)

1.42(1.27-1.59)

1.62(1.43-1.81)

1.83(1.59-2.06)

2.05(1.75-2.33)

2.36(1.96-2.72)

2.61(2.13-3.06)

24-hr 0.742(0.682-0.808)

0.928(0.853-1.01)

1.17(1.08-1.27)

1.36(1.25-1.47)

1.62(1.49-1.76)

1.83(1.67-1.98)

2.05(1.85-2.21)

2.27(2.04-2.46)

2.57(2.29-2.79)

2.81(2.48-3.09)

2-day 0.854(0.788-0.924)

1.06(0.984-1.15)

1.32(1.22-1.42)

1.52(1.41-1.63)

1.79(1.65-1.92)

1.99(1.83-2.14)

2.20(2.02-2.37)

2.41(2.20-2.59)

2.68(2.43-2.89)

2.89(2.60-3.12)

3-day 0.919(0.850-0.993)

1.14(1.06-1.23)

1.41(1.31-1.52)

1.62(1.50-1.74)

1.89(1.75-2.03)

2.10(1.94-2.26)

2.31(2.13-2.49)

2.53(2.31-2.72)

2.80(2.55-3.03)

3.01(2.72-3.25)

4-day 0.984(0.913-1.06)

1.22(1.14-1.32)

1.50(1.39-1.61)

1.71(1.60-1.84)

2.00(1.86-2.14)

2.21(2.05-2.38)

2.43(2.24-2.61)

2.64(2.43-2.85)

2.92(2.66-3.16)

3.13(2.84-3.39)

7-day 1.13(1.05-1.22)

1.41(1.31-1.52)

1.72(1.61-1.85)

1.96(1.83-2.10)

2.27(2.11-2.43)

2.50(2.32-2.67)

2.72(2.52-2.91)

2.93(2.71-3.15)

3.20(2.94-3.44)

3.39(3.11-3.65)

10-day 1.23(1.14-1.33)

1.53(1.42-1.65)

1.88(1.75-2.02)

2.15(2.00-2.30)

2.49(2.31-2.66)

2.75(2.54-2.93)

3.00(2.77-3.21)

3.24(2.97-3.47)

3.54(3.24-3.80)

3.75(3.42-4.04)

20-day 1.53(1.42-1.65)

1.91(1.77-2.06)

2.36(2.20-2.54)

2.70(2.51-2.90)

3.13(2.91-3.36)

3.45(3.20-3.69)

3.76(3.48-4.03)

4.06(3.74-4.35)

4.43(4.06-4.75)

4.68(4.29-5.04)

30-day 1.76(1.64-1.89)

2.19(2.04-2.35)

2.70(2.52-2.89)

3.08(2.87-3.29)

3.57(3.32-3.80)

3.92(3.64-4.18)

4.27(3.95-4.56)

4.60(4.24-4.92)

5.01(4.60-5.38)

5.31(4.85-5.71)

45-day 2.10(1.95-2.26)

2.61(2.43-2.81)

3.21(2.99-3.43)

3.64(3.40-3.88)

4.18(3.91-4.44)

4.57(4.26-4.84)

4.92(4.59-5.21)

5.24(4.89-5.55)

5.61(5.24-5.93)

5.83(5.46-6.17)

60-day 2.40(2.24-2.57)

2.98(2.78-3.20)

3.66(3.42-3.91)

4.17(3.90-4.44)

4.82(4.50-5.11)

5.28(4.92-5.59)

5.71(5.32-6.05)

6.12(5.69-6.48)

6.60(6.12-6.99)

6.90(6.40-7.33)

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.

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APPENDIX B

ATTACHMENT 2

Hydraflow Table of Contents Final AS-Built Hydro_10-5-16.gpw

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 10 / 5 / 2016

25 - YearSummary Report......................................................................................................................... 1Hydrograph Reports................................................................................................................... 2

Hydrograph No. 1, SCS Runoff, DA 13.................................................................................... 2Hydrograph No. 2, SCS Runoff, DA 1B.................................................................................... 3Hydrograph No. 3, SCS Runoff, DA 10.................................................................................... 4Hydrograph No. 4, SCS Runoff, DA 12.................................................................................... 5Hydrograph No. 5, SCS Runoff, DA 4...................................................................................... 6Hydrograph No. 6, SCS Runoff, DA 11.................................................................................... 7Hydrograph No. 7, SCS Runoff, DA 9...................................................................................... 8Hydrograph No. 8, SCS Runoff, DA 8...................................................................................... 9Hydrograph No. 9, SCS Runoff, DA 7.................................................................................... 10Hydrograph No. 10, SCS Runoff, DA 6.................................................................................. 11Hydrograph No. 11, SCS Runoff, DA 5.................................................................................. 12Hydrograph No. 12, SCS Runoff, DA 2.................................................................................. 13Hydrograph No. 13, SCS Runoff, DA 3.................................................................................. 14Hydrograph No. 14, SCS Runoff, DA 1A................................................................................ 15

Hydrograph Summary Report

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 SCS Runoff 24.63 1 719 52,439 ------ ------ ------ DA 13

2 SCS Runoff 5.415 1 716 9,425 ------ ------ ------ DA 1B

3 SCS Runoff 49.59 1 718 100,423 ------ ------ ------ DA 10

4 SCS Runoff 2.594 1 718 5,253 ------ ------ ------ DA 12

5 SCS Runoff 10.13 1 720 23,259 ------ ------ ------ DA 4

6 SCS Runoff 15.84 1 718 32,074 ------ ------ ------ DA 11

7 SCS Runoff 4.441 1 716 7,731 ------ ------ ------ DA 9

8 SCS Runoff 1.553 1 716 2,703 ------ ------ ------ DA 8

9 SCS Runoff 4.567 1 717 8,592 ------ ------ ------ DA 7

10 SCS Runoff 2.764 1 716 4,812 ------ ------ ------ DA 6

11 SCS Runoff 5.394 1 716 9,389 ------ ------ ------ DA 5

12 SCS Runoff 2.619 1 716 4,559 ------ ------ ------ DA 2

13 SCS Runoff 0.861 1 593 4,199 ------ ------ ------ DA 3

14 SCS Runoff 1.273 1 716 2,217 ------ ------ ------ DA 1A

Final AS-Built Hydro_10-5-16.gpw Return Period: 25 Year Wednesday, 10 / 5 / 2016

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4

Hydrograph Report

Hyd. No. 1

Hydrograph type = SCS Runoff Peak discharge = 24.63 cfsStorm frequency = 25 yrs Time to peak = 719 minTime interval = 1 min Hyd. volume = 52,439 cuftDrainage area = 27.980 ac Curve number = 85Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 7.10 minTotal precip. = 1.62 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (min)

Hyd. No. 1 -- 25 Year

Hyd No. 1

Hydrograph Report

Hyd. No. 2

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (min)

Hyd No. 2

Hydrograph Report

Hyd. No. 3

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

10.00 10.00

20.00 20.00

30.00 30.00

40.00 40.00

50.00 50.00

Q (cfs)

Time (min)

Hyd No. 3

Hydrograph Report

Hyd. No. 4

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)

Hyd No. 4

Hydrograph Report

Hyd. No. 5

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (min)

Hyd No. 5

Hydrograph Report

Hyd. No. 6

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (min)

Hyd No. 6

Hydrograph Report

Hyd. No. 7

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (min)

Hyd No. 7

Hydrograph Report

Hyd. No. 8

Hydrograph type = SCS Runoff Peak discharge = 1.553 cfsStorm frequency = 25 yrs Time to peak = 716 minTime interval = 1 min Hyd. volume = 2,703 cuftDrainage area = 1.500 ac Curve number = 85Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 2.00 minTotal precip. = 1.62 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

Hyd No. 8

Hydrograph Report

Hyd. No. 9

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (min)

Hyd No. 9

Hydrograph Report

Hyd. No. 10

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)

Hyd No. 10

Hydrograph Report

Hyd. No. 11

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (min)

Hyd No. 11

Hydrograph Report

Hyd. No. 12

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)

Hyd No. 12

Hydrograph Report

Hyd. No. 13

Hydrograph type = SCS Runoff Peak discharge = 0.861 cfsStorm frequency = 25 yrs Time to peak = 593 minTime interval = 1 min Hyd. volume = 4,199 cuftDrainage area = 2.330 ac Curve number = 85Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 2.00 minTotal precip. = 1.62 in Distribution = Type IStorm duration = 24 hrs Shape factor = 484

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

Hyd No. 13

Hydrograph Report

Hyd. No. 14

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

Hyd No. 14

APPENDIX B

ATTACHMENT 3

Channel Report

Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Oct 5 2016

Smart Ditch 12 Inch

TriangularSide Slopes (z:1) = 2.00, 2.00Total Depth (ft) = 1.20

Invert Elev (ft) = 100.00Slope (%) = 33.00N-Value = 0.022

CalculationsCompute by: Q vs DepthNo. Increments = 10

HighlightedDepth (ft) = 1.20Q (cfs) = 73.78Area (sqft) = 2.88Velocity (ft/s) = 25.62Wetted Perim (ft) = 5.37Crit Depth, Yc (ft) = 1.20Top Width (ft) = 4.80EGL (ft) = 11.40

0 1 2 3 4 5 6 7

Elev (ft) Depth (ft)Section

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

Reach (ft)

Product Data & Dimens ions

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.

ITEM DESCRIPTION ITEM # 12" DEPTH TRAPEZOIDAL 24" DEPTH TRAPEZOIDAL 24" DEPTH SEMI-CIRCULAR

Overall exterior width A 50.00 in / 1270.00.mm 80.00 in / 2032 mm 39.00 in / 990.60 mm

Overall exterior height B 16.25 in / 412.75 mm 30.00 in / 762 mm 19.00 in / 482.60 mm

Bottom channel exterior width C 10.00 in / 254.00 mm 15.25 in / 387 mm N/A (Rounded Bottom)

Overall exterior length D 120.00 in / 3048.00 mm 97.00 in / 2463 mm 93.00 in / 2362.20 mm

Lay length E 112.00 in / 2844.80 mm 92.75 in / 2356 mm 88.00 in / 2235.20 mm

APPENDIX B

ATTACHMENT 4

Channel Report

Pre-Existing Channel 2'

TrapezoidalBottom Width (ft) = 1.00Side Slopes (z:1) = 3.00, 3.00Total Depth (ft) = 2.00Invert Elev (ft) = 100.00Slope (%) = 1.00N-Value = 0.030

0 2 4 6 8 10 12 14 16 18

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

102.50 2.50

103.00 3.00

Reach (ft)

Channel Report

Pre-Existing Channel 2.5'

0 2 4 6 8 10 12 14 16 18 20

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

102.50 2.50

103.00 3.00

Reach (ft)

Channel Report

Pre-Existing Channel 3.5'

0 5 10 15 20 25 30 35

99.00 -1.00

100.00 0.00

101.00 1.00

102.00 2.00

103.00 3.00

104.00 4.00

Reach (ft)

Channel Report

1.5' Channel

0 1 2 3 4 5 6 7 8 9 10 11

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

Reach (ft)

Channel Report

2.0' Channel

0 2 4 6 8 10 12 14 16

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

102.50 2.50

103.00 3.00

Reach (ft)

Channel Report

2.5' Channel

0 2 4 6 8 10 12 14 16 18 20

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

102.50 2.50

103.00 3.00

Reach (ft)

Channel Report

AZ Crossing 1

CalculationsCompute by: Known QKnown Q (cfs) = 49.59

0 10 20 30 40 50 60 70 80 90 100 110

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

Reach (ft)

Channel Report

AZ Crossing 2

CalculationsCompute by: Known QKnown Q (cfs) = 39.98

0 5 10 15 20 25 30 35 40

99.50 -0.50

100.00 0.00

100.50 0.50

101.00 1.00

101.50 1.50

102.00 2.00

102.50 2.50

103.00 3.00

Reach (ft)

APPENDIX B

ATTACHMENT 5

Culvert Report

30inch CMP Culvert

Invert Elev Dn (ft) = 4440.00Pipe Length (ft) = 164.00Slope (%) = 1.83Invert Elev Up (ft) = 4443.00Rise (in) = 30.0Shape = CircularSpan (in) = 30.0No. Barrels = 1n-Value = 0.024Culvert Type = Circular Corrugate Metal PipeCulvert Entrance = ProjectingCoeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9

EmbankmentTop Elevation (ft) = 4446.00Top Width (ft) = 35.00Crest Width (ft) = 90.00

CalculationsQmin (cfs) = 15.84Qmax (cfs) = 15.84Tailwater Elev (ft) = (dc+D)/2

HighlightedQtotal (cfs) = 15.84Qpipe (cfs) = 15.84Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 3.91Veloc Up (ft/s) = 5.90HGL Dn (ft) = 4441.92HGL Up (ft) = 4444.34Hw Elev (ft) = 4445.11Hw/D (ft) = 0.84Flow Regime = Inlet Control

Culvert Report

DA 1A 24inch CMP

HighlightedQtotal (cfs) = 1.27Qpipe (cfs) = 1.27Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 0.65Veloc Up (ft/s) = 2.96HGL Dn (ft) = 4416.63HGL Up (ft) = 4418.02Hw Elev (ft) = 4418.28Hw/D (ft) = 0.32Flow Regime = Outlet Control

Culvert Report

DA 10 24inch CMP

Culvert Report

DA 12 18inch CMP

APPENDIX B

ATTACHMENT 6

Basin 1 DA-1A DA-4 DA-13 DA-12 DA-10 DA-11 Total2,217 23,259 52,439 100,423 5,253 32,074 215,665 cubic feet

Basin Storage Capacity: 336,940 cubic feet

Basin 2 DA-2 DA-3A Total4,559 3,172 7,731 cubic feet

Basin 3 DA-5 DA-3B Total9,389 1,027 10,416 cubic feet

Basin 4 DA-8 DA-7 Total2,703 8,592 11,295 cubic feet

Basin 5 DA-9 Total7,731 7,731 cubic feet

East Toe Storage DA-6 Total4,812 4,812 cubic feet

North Toe Storage DA-1B Total9,425 9,425 cubic feet

Run-Off (cubic feet)

Run-Off (cubic feet)SUMMARY OF RUN-OFF AND STORAGE CAPACITY

Run-Off (cubic feet)

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

Sum of East Toe Drain Storage

16,537

Trapezoidal Channel- North

Cross Sectional Area 15.8 square feet

Cut/Fill Report

Generated: 2016-10-10 16:52:07

By user: rspreeman

Drawing:

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 TypeCut

Factor

Factor2d Area(Sq. Ft.)

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

Volume

full 1.000 1.000 82312.11 0.00 12479.27 12479.27<Fill>

Totals

2d Area(Sq. Ft.)

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

Total 82312.11 0.00 12479.27 12479.27<Fill>

* Value adjusted by cut or fill factor other than 1.0

10/10/2016file:///C:/Users/rspreeman/AppData/Local/Temp/CutFillReport.xml

Cut/Fill Report

Generated: 2016-10-05 10:57:31

By user: aristinen

Drawing:

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_9-14-

16.dwg

Volume Summary

Name TypeCut

Factor

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

2 full 1.000 1.000 8599.99 0.20 984.16 983.96<Fill>

3 full 1.000 1.000 8709.70 0.00 830.99 830.99<Fill>

4 full 1.000 1.000 7597.04 0.00 643.53 643.53<Fill>

Totals

2d Area(Sq. Ft.)

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

Total 24906.74 0.20 2458.68 2458.48<Fill>

10/5/2016file:///C:/Users/aristinen/AppData/Local/Temp/CutFillReport.xml

Cut/Fill Report

Generated: 2016-10-05 10:24:54

By user: rspreeman

Drawing:

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 TypeCut

Factor

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

Volume

full 1.000 1.000 11969.41 0.00 508.04 508.04<Fill>

Totals

2d Area(Sq. Ft.)

Cut(Cu. Yd.)

Fill(Cu. Yd.)

Net(Cu. Yd.)

Total 11969.41 0.00 508.04 508.04<Fill>

10/5/2016file:///C:/Users/rspreeman/AppData/Local/Temp/CutFillReport.xml

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