Duke_RetentionBasin_20170728

(� DUKE
ENERGY
July 28, 2017
Mr. Larry Frost
North Carolina Department of Environmental Quality
Division of Waste Management
Solid Waste Section
2090 U.S. Highway 70
Swannanoa, North Carolina 28778
Re: Response to Email Requesting Retention Basins/Leachate Storage Designs
Dear Mr. Frost,
526 South Church Street:
Mail Code EC13K
Charlotte, North Carolina 28202
980-373-5697
As requested in the June 29, 2017 email titled Retention Basins/Leachate Storage Structures, please find
the enclosed design documents on the DVD for the proposed retention basins at Duke Energy's North
Carolina Stations.
The retention basins are designed to store and treat comingled wastewater as a replacement for the ash
basins. Design packages were submitted by Duke Energy's CCP Ash Management Projects Group to
NCDEQ Dam Safety for review and approval. Additionally, the treatment and discharge of these
retention basins have been permitted by NCDEQ Division of Water Quality under state authority of the
NPDES Program.
If you have comments and/or questions, please direct them to Tyler Hardin at 980-373-5697.
Respectfully Submitted,
erer � ruett, PE
Environmental Services
Cc (via e-mail): Ed Mussler, NCDEQ
Ed Sullivan, Duke Energy
Tyler Hardin, Duke Energy
Kimberlee Witt, Duke Energy
Sean DeNeale, Duke Energy
Melonie Martin, Duke Energy
Ryan Czop, Duke Energy
RECEIVED
JUL 312017
SOLID WAS% SECTION
ASHEVILLE REGIONAL OFFICE

BURNS MSDONNELL.
Belews Creek Station
Retention Basin and Holding Basin
Dam Permit Report
-�' DUKE
ENERGY
Duke Energy Carolinas, LLC
Process Water Redirection Program - Belews Creek Station
BMcD Project No. 88673
Revision F
June 2017

Belews Creek Station
Retention Basin and Holding Basin
Dam Permit Report
prepared for
Duke Energy Carolinas, LLC
Process Water Redirection Program - Belews Creek
Station
Walnut Cove, NC
BMcD Project No. 88673
Revision F
6/2 9/2 017
prepared by
Burns & McDonnell Consultants, Inc.
North Carolina License No. C-1435
COPYRIGHT © 2017 BURNS & McDONNELL CONSULTANTS, INC.

CERTIFICATION
Duke Energy Carolinas, LLC
Belews Creek Station
Project No. 88673
Retention Basin Dam Permit Report
Chapter
Number
Number
Chapter Title
of Paees
1.0
General Information
6
4.0
Hydrologic and Hydraulic Considerations
8
5.0
Design Elements
4
6.0
Construction and Operations
2
Appendix D
Hydraulic Calculations
59
Certification
I hereby certify, as a Professional Engineer in the state of North Carolina North Carolina, that the
information in the above sections of this document were assembled under my direct personal charge. This
report is not intended or represented to be suitable for reuse by the Duke Energy Carolinas, LLC or others
without specific verification or adaptation by the Engineer.
Ky e . Tonjes, N.E.
North Carolina License #044974
Dates /

Duke Energy Carolinas, LLC
Belews Creek Station
Project No. 88673 4
Retention Basin Dam Permit Report
Chapter Number
Number Chapter Title of Pages
2.0 Site Investigations 2
3.0 Geotechnical Considerations 5
Appendix E Geotechnical Calculations 156
Certification
I hereby certify, as a Professional Engineer in the state of North Carolina North Carolina, that the
information in the above sections of this document was assembled under my direct personal charge. This
report is not intended or represented to be suitable for reuse by the Duke Energy Carolinas, LLC or others
without specific verification or adaptation by the Engineer.
��2 aA;4toi,
Robert A. Abbott, Jr., P.E.
North Carolina License #025880
Date:

Duke Energy Carolinas, LLC
Belews Creek Station
Project No. 88673
Retention Basin Dam Permit Report
Chapter Number
Number Chapter Title of Pages
Appendix G Structural Calculations 908
Certification
I hereby certify, as a Professional Engineer in the state of North Carolina, that the information in the
above sections of this document was assembled under my direct personal charge. This report is not
intended or represented to be suitable for reuse by the Duke Energy Carolinas, LLC or others without
specific verification or adaptation by the Engineer.
i Zac ary S. rane, P.E.
0�(N� SRNorth Carolina License #042698
�..•pF O ' .-9 .
: S L • a
2698 : Date: (%`l 120 11
�v
s.9C. FNGI.NEEF.�QC�ee
��ygRYS.G �.

Retention & Holding Basin, Dam Permit Report Revision F Table of Contents
TABLE OF CONTENTS
Page No.
1.0 GENERAL INFORMATION................................................................................1-1
1.1
Introduction..........................................................................................................
1-1
1.2
Project Owner and Operator................................................................................
1-1
1.3
Statement of Dam Purpose...................................................................................
1-1
1.3.1 Retention Basin.....................................................................................
1-2
1.3.2 Holding Basin.......................................................................................
1-2
1.4
Survey..................................................................................................................
1-2
1.5
Site Location and Description..............................................................................
1-2
1.6
National Pollution Discharge Elimination System (NPDES) Design Criteria ....
1-3
1.7
General Description of Retention Basin..............................................................
1-3
1.7.1 Flow Contributions...............................................................................
1-3
1.7.2 Construction..........................................................................................1-3
1.7.3 Operation...............................................................................................
1-4
1.7.4 Size........................................................................................................1-4
1.7.5 Dam Classification................................................................................
1-5
1.8
General Description of Holding Basin.................................................................
1-5
1.8.1 Flow Contributions...............................................................................
1-5
1.8.2 Construction..........................................................................................1-5
1.8.3 Size........................................................................................................1-6
1.8.4 Operation...............................................................................................
1-6
1.8.5 Dam Classification................................................................................
1-6
1.9
Description of Downstream Properties................................................................
1-6
2.0 SITE INVESTIGATIONS....................................................................................2-1
2.1 Geologic............................................................................................................... 2-1
2.1.1 Bedrock.................................................................................................2-1
2.1.2 Geologic Profiles and Report ................................................................ 2-1
2.1.3 Observed Water Level Information...................................................... 2-2
3.0 GEOTECHNICAL CONSIDERATIONS............................................................3-1
3.1 Assumptions for Foundation and Embankment Materials ................................... 3-2
3.2 Seepage Control................................................................................................... 3-2
3.2.1 Flow Net Analysis................................................................................. 3-2
3.2.2 Piezometer Design................................................................................ 3-2
3.3 Slope Stability Analysis....................................................................................... 3-3
3.3.1 Foundation Bearing Capacity and Sliding Base Analysis .................... 3-5
3.3.2 Overturning Stability Computations..................................................... 3-5
4.0 HYDROLOGIC AND HYDRAULIC CONSIDERATIONS..............................4-1
4.1 Hydrologic........................................................................................................... 4-1
4.1.1 Runoff Characteristics of Drainage Area .............................................. 4-1
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Retention & Holding Basin, Dam Permit Report Revision F Table of Contents
4.2
Watershed Development......................................................................................
4-1
4.3
Streamflow...........................................................................................................
4-2
4.4
Drainage Area......................................................................................................
4-2
4.5
Ground Cover Conditions....................................................................................
4-2
4.6
Design Flood and Wave Action...........................................................................
4-2
4.6.1 NPDES Design Requirements..............................................................
4-2
4.6.2 Dam Safety Design Requirements........................................................
4-2
4.7
Dam Breach Inundation Study.............................................................................
4-3
4.8
Spillway Design...................................................................................................
4-3
4.8.1 RB Primary Spillway............................................................................
4-3
4.8.2 RB Emergency Spillway.......................................................................
4-3
4.8.3 HB Emergency Spillway.......................................................................
4-4
4.8.4 Description of Emergency Spillway Design Storm ..............................
4-4
4.8.5 Spillway Types and Materials...............................................................
4-5
4.8.6 Minimum Time Requirement to Drain Reservoir .................................
4-5
5.0 DESIGN ELEMENTS...........................................................................................5-1
5.1 Permit Drawings..................................................................................................
5-1
5.1.1
Cross-Sections.......................................................................................5-1
5.1.2
Plan and Profiles...................................................................................
5-1
5.1.3
Pool Levels............................................................................................
5-1
5.2 Conduit Design....................................................................................................
5-1
5.2.1
Basin Drain System...............................................................................
5-2
5.2.2
Interior Surface of Conduit...................................................................
5-2
5.2.3
Seepage Protection................................................................................
5-3
5.2.4
Clogging Prevention.............................................................................
5-3
5.2.5
Conduit Loading...................................................................................
5-3
5.2.6
Material.................................................................................................5-3
5.2.7
Containment Berm Erosion and Damage Protection ............................
5-3
5.2.8
Temporary Erosion Control Measures during Construction .................
5-4
5.2.9
Riprap....................................................................................................5-4
5.2.10
Appurtenant Structure Resistance Against Flotation Uplift .................
5-4
6.0 CONSTRUCTION AND OPERATIONS...........................................................6-1
6.1
Construction Schedule.........................................................................................
6-1
6.1.1 Techniques and Work Force.................................................................
6-1
6.1.2 Activity Completion Time....................................................................
6-1
6.1.3 Stream Flow Diversion Techniques......................................................
6-1
6.1.4 Quality Control Extent and Methods ....................................................
6-1
6.2
Filling Schedule...................................................................................................
6-1
6.3
Construction Materials.........................................................................................
6-2
6.4
Sediment Control.................................................................................................
6-2
6.5
Maintenance and Operation Plan.........................................................................
6-2
6.6
Estimated Design Life..........................................................................................
6-2
6.7
Maintenance of Stream Flow Downstream..........................................................
6-2
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Retention & Holding Basin, Dam Permit Report Revision F Table of Contents
7.0 REFERENCES.....................................................................................................7-1
APPENDIX A - PERMIT DRAWINGS
APPENDIX B - SPECIFICATIONS
APPENDIX C - E&SC PLAN
APPENDIX D - HYDRAULIC CALCULATIONS
APPENDIX E - GEOTECHNICAL CALCULATIONS
APPENDIX F - GEOTECHNICAL DATA REPORT
APPENDIX G - STRUCTURAL CALCULATIONS
APPENDIX H - NOT USED
APPENDIX I - DAM BREACH INUNDATION STUDY
APPENDIX J - DAM PERMITTING CHECKLIST
Duke Energy Carolinas, LLC TOC-3 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
Table of Contents
Table 3-1
Table 3-2
Table 3-3
Table 3-4
Table 4-1
LIST OF TABLES
Factors of Safety ...................................
Soil Layer Material Properties .............
Retention Basin Results ........................
Holding Basin Results ..........................
PMPEvents ..........................................
Page No.
.................................................................... 3-3
.................................................................... 3-4
.................................................................... 3-4
.................................................................... 3-4
.................................................................... 4-4
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Retention & Holding Basin, Dam Permit Report Revision F Table of Contents
LIST OF FIGURES
Page No.
Figure 4-1: Cross Section of Belews Creek RB........................................................................... 4-7
Figure 4-2: Cross Section of Belews Creek HB.......................................................................... 4-8
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Retention & Holding Basin, Dam Permit Report Revision F
List of Abbreviations
LIST OF ABBREVIATIONS
Abbreviation
Term/Phrase/Name
BMcD
Burns & McDonnell Consultants, Inc.
CCR
Coal Combustion Residual
ELG
Effluent Limitation Guidelines
EPA
Environmental Protection Agency
E&SC Plan
Erosion and Sediment Control Plan
FGD
Flue Gas Desulfurization
GCL
Geosynthetic Clay Liner
HB
Holding Basin
HDPE
High -Density Polyethylene
HMR 51
Hydrometeorological Report No. 51
MG
Million Gallons
NCDEQ
North Carolina Department of Environmental Quality
NPDES
National Pollutant Discharge Elimination System
PMP
Probable Maximum Precipitation
PWR
Partially Weathered Rock
RB
Retention Basin
SPT
Standard Penetration Test
WR
Water Redirection
WWT
Waste Water Treatment
Duke Energy Carolinas, LLC i Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F General Information
1.0 GENERAL INFORMATION
1.1 Introduction
Duke Energy Carolinas, LLC (Duke Energy) (Owner) operates the Belews Creek Station (Belews Creek)
located in the city of Walnut Cove, Stokes County, North Carolina. Belews Creek consists of two
operating coal-fired units: Unit 1 is a 1,120 MW pulverized coal fired unit built in 1974 and Unit 2 is a
1,120 MW pulverized coal fired unit built in 1975.
Belews Creek will be subject to complying with the Environmental Protection Agency's Coal
Combustion Residual (CCR) Rule issued in April 2015 and the Steam Electric Power Generating Effluent
Limitation Guidelines (ELG) issued in September 2015. Duke Energy will make plant modifications to
comply with these rules (the Project). The work required to comply with the new rules includes the
addition of a new wastewater Retention Basin (RB) and redirecting wastewater and storm water flows
from the existing ash basin to the new basins. An existing Holding Basin (HB) will be renovated near the
Retention Basin for plant wastewater collection and pH treatment before being pumped to the new
Retention Basin. This report will focus on design criteria for the exterior containment berms at the RB
and HB relative to permitting as a regulated dam under North Carolina dam safety statutes.
1.2 Project Owner and Operator
The owner and operator, Duke Energy, will be responsible for completing the Project. Below is the
contact information for Duke Energy:
Duke Energy Carolinas, LLC
3195 Pine Hall Road
Belews Creek, North Carolina 27009
Phone: [phone]
1.3 Statement of Dam Purpose
This report presents the final design report for proposed dam facilities at Belews Creek Station: The
Retention Basin/Holding Basin. The perimeter containment dike for the RB and HB will provide water
retention designed to treat the influent for suspended solids, and pH to meet the National Pollutant
Discharge Elimination System (NPDES) permit requirements prior to discharging into the existing
external outfall 003. Drawing BLC00-CV-C-SI.EN-003 in Appendix A shows the location and the
general arrangement of the basins.
Duke Energy Carolinas, LLC 1-1 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
General Information
1.3.1 Retention Basin
The Retention Basin will be used as part of the Belews Creek Station wastewater treatment system. As
referred to in this report, the Retention Basin is comprised of a system of the three basins that will provide
treatment of various water sources from Belews Creek Station. See drawing BLC00-CV-C-SI.EN-003 in
Appendix A for basin layout. The Retention Basin will treat the influent for suspended solids and pH to
meet the National Pollutant Discharge Elimination System (NPDES) permit requirements. Treated water
will be discharged to a new outfall located north of the waste water treatment area. The following flows
will be routed to the RB for treatment:
• Boiler yard sump
• Consolidated sump
• Pine Hall road landfill cap drainage
• FGD WWT effluent from the new ultra -filtration system
• HB discharge
1.3.2 Holding Basin
The Holding Basin will be used to provide storage and treatment for coal pile runoff, as well as air heater,
precipitator, and fireside water washes. All flows will be pumped to the basin. Treatment includes TSS
settling and pH adjustment. Once the water is treated in the Holding Basin, it is pumped to the Retention
Basin for final treatment and discharge.
1.4 Survey
Refer to Appendix A for RB and HB site maps including location of proposed construction and control
points. All elevations shown on the drawings and referenced herein are North American Vertical Datum,
1988 (NAVD 88).
1.5 Site Location and Description
Duke Energy's Belews Creek Station is located in Stokes County adjacent to Belews Lake, northeast of
Winston-Salem, NC at 3195 Pine Hall Road in Walnut Cove in Stokes County, North Carolina. The
coordinates for the entrance to the water treatment basins site is latitude 36.284689' N, longitude
80.066377' W. The RB and HB facility will be located north of the main power station between Pine Hall
Road and the existing ash basin. The RB and HB location is shown in the project drawings found in
Appendix A.
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Retention & Holding Basin, Dam Permit Report Revision F
General Information
Both the process water influent and treated basin discharge are on the northern end of the RB. All normal
basin outflows are directed to the permitted plant outfall in accordance with the facility NPDES permit.
Permitted discharges from the RB emergency spillway during wet -weather flow to the existing ash
impoundment. The HB emergency spillway flows to the RB.
1.6 National Pollution Discharge Elimination System (NPDES) Design
Criteria
The RB is designed to maintain a permanent normal operating pool of 6-feet in depth. Allowance is made
above the normal operating pool for stormwater pumped to the basin during wet weather, for direct
rainfall on the basin, and for wave action.
The RB storage requirement is such that it will not discharge from the emergency spillway more
frequently than once every 25-years on the average (4% annual probability of exceedance) in accordance
with the facility NPDES permit. Wave action is considered since any flow over the basin spillway,
including that from intermittent wave run-up and stacking, must meet the 25-year NPDES criteria.
The HB only discharges to the RB therefore has no separate NPDES discharge permit.
1.7 General Description of Retention Basin
1.7.1 Flow Contributions
The proposed RB is a renovation of an existing wastewater treatment basin to lower the bottom elevation
and slightly raise the berm heights, as well as to modify the cell arrangements within the basin. The
proposed renovated RB includes two small primary basins and a larger secondary basin. All flow, except
for direct rainfall, is pumped to the primary basins from sources within the power station. The basins only
stormwater contributions include the precipitation that falls on the basin footprint and stormwater
components of the pumped wastewater. Pumped influent will enter the primary basins at the north end
and discharge at the south end via weir structures to the secondary basin. A perimeter road will be
installed around the new basin.
1.7.2 Construction
The primary basins are generally excavated into existing topography and separated from the secondary
basin with an intermediate fixed crest weir. The secondary basin is generally excavated into existing
topography in the northern, southern and western portions. However, the basin embankment along the
eastern sides of the secondary and eastern primary basin will be constructed in fill. This embankment
Duke Energy Carolinas, LLC 1-3 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
General Information
meets the criteria for a dam as defined by the State. The dam will consist of an earthen fill constructed on
existing ground. Borrow material for construction will be sourced from excavation of the basins. The
primary and secondary basins will be lined with a redundant liner system consisting of a high -density
polyethylene (HDPE) liner over a geosynthetic clay liner (GCL). The basin wall liners will be covered
with rip -rap. The primary basin and FIB floor liners will be covered with concrete to allow for periodic
removal of collected sediment and the secondary basin floor liner will be covered with crushed rock.
1.7.3 Operation
The Retention Basin is designed to maintain a permanent, normal operating pool. Allowance has been
made for additional storage above the normal operating pool for water pumped to the basin during storm
events, and for direct rainfall on the basin. The basin meets or exceeds the design criteria for the facility's
NPDES Permit and Dam Safety Design as described later.
1.7.4 Size
The two primary basins are identical in size. The bottom elevation of the each basin is 781 feet and the
crest elevation is 792 feet. The basin's combined maximum storage capacity at the basin crest is 10.6
acre-feet with a surface area of 0.6 acres at the pond bottom and 1.36 acres at the basin crest. The primary
basins are designed to maintain a normal operating pool. The normal operating pool elevation is
controlled by a weir structure at elevation 787 feet which equates to a volume of approximately 4.7 acre-
feet.
The secondary basin is rectangularly shaped. The bottom elevation of the basin is 781 feet. The crest
elevation around the basin is 792.0 feet with a maximum storage capacity of 124 acre-feet. The secondary
basin is designed to maintain a normal operating pool. The normal operating pool elevation is controlled
by a weir structure at elevation 787.0 feet which equates to a volume of approximately 62.8 acre-feet.
The combined primary and secondary basins of the RB will be approximately 1330 feet in length and 471
feet wide at the base. The basin's storage capacity will be approximately 23.3 MG (71.7 acre-feet) with a
surface area of 13.4 acres normal pond operating depth of 6-feet (elevation 787-feet). The total storage at
the top of the containment berm elevation of 792-feet is 145.5 acre-feet. The combined surface area
within the perimeter containment berm of the RB (including the HB) is 21.5 acres at the top of berm
elevation of 792-feet. The RB perimeter dike's maximum height above downstream toe is approximately
41 feet. This maximum berm height is located along the west side of the RB adjacent to the existing ash
impoundment.
Duke Energy Carolinas, LLC 1-4 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
General Information
1.7.5 Dam Classification
The Belews Creek RB is proposed as a medium size, Class C, High Hazard dam due to the overall height
of the perimeter treatment facility containment berm above the lowest toe of slope elevation. This
maximum height is approximately 41-feet which would constitute the medium size classification. The
total storage volume within the basins is well below the 750 acre-feet minimum for a medium size
classification.
The Class C designation is suggested for environmental releases due to a breach, rather than for effect on
downstream properties, since any release from the RB will enter the existing ash impoundment. This
classification affords the most conservative requirements for design, construction, operation and
maintenance.
The Class C, medium size classification requires that the emergency spillway be designed to pass one-half
of the probable maximum precipitation (1/2 PMP) event for the facility location. The basin volume and
spillway elevation shall be such that the emergency spillway is not activated by the 100-year event (1%
annual probability of exceedance). Note that wave action is not considered in determining the spillway
activation frequency under dam safety regulations.
1.8 General Description of Holding Basin
1.8.1 Flow Contributions
All flow into the HB is pumped from sources within the power station. The basins only stormwater
contributions are the precipitation that falls on the basin footprint and the stormwater component of the
pumped plant wastewater. Pumped influent will enter the HB at the south end. Flow will be recirculated
through the HB with pumps and associated piping for pH adjustment and settlement of solids before flow
is pumped to the RB. All HB effluent, including from the emergency overflow (spillway) structure
travels to the RB primary basins.
1.8.2 Construction
The existing HB will be excavated into existing topography. There are existing slopes on several sides.
The HB was not separately permitted as a dam when constructed. The existing basin will be deepened
with this project.
The HB will be lined with a redundant liner system consisting of a high -density polyethylene (HDPE)
liner over a geosynthetic clay liner (GCL). The basin wall liners will be covered with rip -rap. The HB
will be surfaced with concrete on the basin bottom and riprap on the side slopes. Storage is provided for
Duke Energy Carolinas, LLC 1-5 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
General Information
TSS settlement from coal pile runoff being pumped to the basin during storm events and direct rainfall on
the basin. After pH balance and addition of polymer to control total suspended solids, the effluent from
the Holding Basin is pumped to the primary basins of the Retention Basin.
1.8.3 Size
The Holding Basin is rectangular in shape. The length of the basin bottom is approximately 350 feet and
the width is approximately 120 feet. The bottom elevation of the basin is 785.0 feet. The top of the basin
is 804.0 feet. The maximum storage capacity is 32.67 acre-feet at the basin top elevation.
1.8.4 Operation
The water surface elevation in the basin is controlled by pumps with floating suction lines. The pumps are
capable of fully dewatering the HB. Flows into and out of the HB will be intermittent so no constant
operating level will be maintained. The design affords 1 foot of sediment storage in the basin. The HB has
a concrete ramp and basin bottom to allow periodic removal of settled solids.
1.8.5 Dam Classification
The Holding Basin is considered part of the RB system and is included in the calculations for RB
spillway capacity and activation frequency. The HB emergency spillway is designed to pass the '/z PMP
peak hourly flow in conjunction with the RB dam classification.
1.9 Description of Downstream Properties
There are no residential, commercial, or agricultural properties downstream of the RB/HB containment
berms. Any emergency wet -weather releases of the RB/HB, or containment berm breach flow would
enter and be contained by the existing ash impoundment. Refer to Appendix I for effects downstream
during a simulated failure of the RBand/or HB containment berm.
Duke Energy Carolinas, LLC 1-6 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F Site Investigations
2.0 SITE INVESTIGATIONS
2.1 Geologic
Refer to Appendix F for the site geotechnical report prepared by S&ME, Inc. for Duke Energy for the RB
and HB (S&ME Report). The following geologic descriptions are taken from the S&ME Report and
describe the regional geologic conditions that characterize the Belews Creek Steam Station project.
The Belews Creek Steam Station project site is located in the Piedmont Physiographic Province of North
Carolina. The Piedmont Physiographic Province is a relatively broad region extending from central
Alabama across Georgia and the Carolinas into Virginia. Rocks of the Piedmont occur in belts that
conform to the regional northeasterly trend of major geologic structural features. The belts are delineated
by gross differences in rock types, structure, and grade of metamorphism.
The major portion of the bedrock in the Piedmont is covered with a varying thickness of residual soil
which has been derived by chemical decomposition and physical weathering of the underlying rock.
Residual soils developed during the weathering of this bedrock consist predominately of micaceous sandy
silts and silty sands which grade to clayey silts and silty clays with nearness to the ground surface. The
thickness of the residual soils can vary from only a few feet to in excess of 100 feet.
The boundary between the residual soil and the underlying bedrock is not sharply defined. Generally, a
transition zone consisting of very hard soil to soft rock, appropriately classified as "partially weathered
rock", is found. Within the transition zone, large boulders or lenses of relatively "fresh" rock which are
generally much harder than the surrounding material often exist. The irregular bedrock surface is
basically a consequence of differential weathering of the various minerals and joint patterns of the rock
mass.
2.1.1 Bedrock
Partially Weathered Rock (PWR) in a massive form was encountered from 39.5 ft to 54 ft below existing
grade. Partially weathered rock is a transitional material between hard soil and rock and can be penetrated
with some difficulty by power augers. Standard penetration test values in weathered rock varied from 50
blows in 1 inch of penetration to 50 blows in 5 inches of penetration. Auger refusal was encountered from
an elevation range of 723 to 759 f ft.
2.1.2 Geologic Profiles and Report
Refer to Appendix F for the S&ME Report. As stated in the S&ME Report, it should be noted the natural
geological profile of parts of the site has been modified by past grading activities that have resulted in the
Duke Energy Carolinas, LLC 2-1 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F Site Investigations
placement of fill, with significant thicknesses present in the north and west portions of the Constructed
Treatment Wetlands (CTW)/Equalization Basin (EB) [future RB and HB]. Additional areas of existing fill
could be along the roads and trails, some areas of the drainage features, and around the former structures
that previously occupied portions of the site.
2.1.3 Observed Water Level Information
Water levels, were observed by S&ME in the borings made for the RB and HB subsurface investigation
after a period of about 24 hours, refer to Appendix F. It should be noted that fluctuations in water levels
may occur over more prolonged periods of readings and can be influenced by various outside factors. It
may take groundwater several days, or longer, to reach hydrostatic levels in holes in cohesive soils. Water
levels observed and recorded by others reflect only those conditions that existed at the time of
investigation and may vary from true phreatic groundwater levels.
Stabilized water levels in nine existing piezometers in the vicinity of the HB and RB (previously installed
as part of the CSA and CCR program) were reported by S&ME and are also included in Appendix F.
Seasonal variations in rainfall, changes to on -site conditions, and changes to off -site conditions can affect
groundwater levels. Fluctuations in groundwater levels from those noted in logs should be anticipated
during construction.
Duke Energy Carolinas, LLC 2-2 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F Geotechnical Considerations
3.0 GEOTECHNICAL CONSIDERATIONS
Finish grade of the RB and HB requires new cut and fill heights up to 12 feet (see Grading Sections,
Sheets 1 — 4 Appendix A) be made into or above existing manmade fill and cut slopes. Geotechnical
conditions affecting the use of existing fill and residual soils for use and support of new embankment fill
are therefore of primary importance to the design of the RB and HB. According to S&ME (see Appendix
F ) the primary geotechnical considerations for site grading will be the exposed sandy and silty residual
soils (both fill and excavation areas) and slope stability where the west embankment will be reconstructed
on top of tall existing fill slopes. Here, S&ME recommended thorough slope stability analyses to
determine if flatter slope inclinations are required to increase stability.
Slope stability sections analyzed for design of the RB and HB were selected based on slope geometry and
height. See Section 3.3 for further details. Additional discussion related to use of existing site soils for
embankment material and support of planned embankments provided below is taken from the S&ME
Report.
A majority of the subsurface soils have a slight to moderate silt and mica content. These soils can
generally provide suitable structural support, but they are sensitive to moisture during grading. Close
moisture control, and compaction using both sheep's foot and pneumatic tire roller type compactors will
be required during grading. This can be a significant consideration if grading is performed during
unfavorable weather. Also, these types of soil tend to degrade quickly, especially when heavy equipment
operates on the exposed subgrade during wet weather conditions. Depending on prevailing weather,
drying these soils with disc harrows or mixing crushed stone with them could be needed.
Excavation for the HB and RB will be made into existing fill and residual soils, characterized by S&ME
as low to moderately high consistency soils. S&ME states that the materials can be excavated by routine
earthmoving equipment. Residual soils on site appear generally adaptable for use as well -compacted
structural fill. Some moisture adjustment (wetting or drying) could be required to achieve the
recommended degree of compaction. Undercutting/stabilization of soils directly beneath the existing
CTW and EB should be anticipated to extend an additional 18 to 36 inches below the sediment depth.
Based on the boring data, materials explored in cut areas appear to be suitable for use as embankment
material. Existing fill soils will need to be evaluated by a Geotechnical Engineer to determine suitability
for reuse. Typically, these soils require significant drying prior to reuse as structural fill, or contain
organics or debris that must be segregated.
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Retention & Holding Basin, Dam Permit Report Revision F Geotechnical Considerations
Based on the boring data, the materials encountered in the borings appear to be suitable for support of
direct support of proposed or light ancillary structures. However, the existing fill composition,
consistency, and depths vary considerably across the RB[/HB] limits. Accordingly, some areas of
unsuitable fill are anticipated in unexplored areas. Existing fill can remain beneath embankment areas
provided they are stable under proofrolling. Unstable or otherwise unsuitable surface materials should be
undercut as recommended by the Geotechnical Engineer. Further evaluation with hand auger borings,
Dynamic Cone Penetrometer (DCP) testing, and/or backhoe excavated test pits could also be required if
unexpected conditions are encountered or for areas not accessible to proofrolling equipment.
3.1 Assumptions for Foundation and Embankment Materials
The borrow source for embankment fill is materials from the excavation of the RB. The HB does not
require any borrow material. Undisturbed and bulk samples were obtained from borings during the
geotechnical investigation. Moisture content, Atterberg limit, sieve analysis, Consolidated Undrained
Triaxial Compression Tests with pore pressure measurement (CU, R test) and direct shear tests were
performed on laboratory prepared test samples. The soil parameters used for embankment materials are
listed in Section 3.3, Table 3-3.
3.2 Seepage Control
A dual lining system (see paragraph 1.4) has been incorporated into the design of the RB and HB to cutoff
infiltration of stored water into underlying soils. While the dual liner system provides redundancy, and
lowers the risk of leakage, the potential for leakage exists due to the potential for manufacturer's and
construction defects. Potential leakage through the liner was estimated in accordance with available
literature and studies, at a rate of 5 gallons per acre per day. See Seepage Notes in Appendix E for
additional details.
3.2.1 Flow Net Analysis
The RB and HB design includes a dual liner system to cutoff infiltration of stored water into underlying
soils. For this reason, the estimated leakage will be insufficient to establish a hydrostatic pore water
pressures and thereby a seepage gradient within the embankments, therefore a flow net analysis was not
considered. See Seepage Notes in Exhibit H of Appendix E of this report for additional details concerning
estimated leakage through the liner system.
3.2.2 Piezometer Design
Nine existing monitoring wells (GWA-4D, GWA-5BR, GWA-5BR2, GWA-5D, GWA-5S, CCR-11S,
CCR-11D, CCR-12S and CCR-12D) will be used to monitor groundwater conditions prior to
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Retention & Holding Basin, Dam Permit Report Revision F Geotechnical Considerations
construction. Existing monitoring wells at GWA-5BR, GWA-5BR2, GWA-5D and GWA-5S will be
decommissioned prior to grading operations in those areas. Monitoring wells GWA-4D, CCR-11 S, CCR-
11D, CCR-12S and CCR-12D are planned to remain in service throughout the life of the RB and HB.
New piezometers will generally be constructed at approximately 500-foot intervals around the perimeter
of the RB and HB following completion of the embankments. The piezometers will extend to elevations
as indicated. The piezometers will be constructed according to details on the drawing. Refer to drawing
SKC008 in Appendix A for the piezometer locations, elevations and details.
Use of existing monitoring wells and new piezometers will allow for monitoring of piezometric pressure
conditions, monitoring pore water pressures to estimate effective stress to assess the strength of the dam,
and monitor seepage. Although the design calls for installation of a dual liner system to cutoff infiltration
of stored water into underlying soils, piezometers will be monitored as part of the inspection and
monitoring program. Given the Class C High Hazard classification, the use of monitoring wells to
monitor the phreatic zone for seepage and slope stability will be required per the North Carolina Dam
Safety Laws and Regulations (15A NCAC 02k. 0207 9(d)).
3.3 Slope Stability Analysis
Analyses were conducted for both local and global slope stability of the RB and HB. Local stability
(shallow, erosional) was considered by running infinite slope calculations to verify the appropriate factor
of safety as noted above. Global stability (deeper, circular failures) of selected critical sections were
checked with SLOPE/W stability software from GeoStudio 2016. Global stability was run for long term
steady state, end of construction, seismic (pseudo -static) and rapid drawdown loading conditions. A rapid
drawdown condition was analyzed to model the potential effect of an elevated pool elevation of the Ash
Basin due to a design flood event. The flood event would potentially impact the stability of the west and
north slopes of the existing RB and HB respectively. As explained in Section 3.2 and 3.2.1, hydrostatic
pore water pressures or a seepage gradient should not develop beneath the dual -liner system implemented
into the design of the RB and HB. Therefore, porewater pressure changes associated with a rapid
drawdown condition that could be seen within an unlined slope system will not develop during draining
of the respective basins. Project criteria for factors of safety were as follows:
Table 3-1: Factors of Safety
LOADING TYPE:
FS:
SOURCE:
Long term, steady state "normal" loading
1.50
NCAC — Title 15A, 2K
Short term, end of construction EOC
1.25
NCAC — Title 15A, 2K
Pseudo -Static Seismic loading
1.00
CCR Rule, EPA 40 CFR Parts 257 and 261
Rapid Drawdown
1.25
NCAC — Title 15A, 2K
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Retention & Holding Basin, Dam Permit Report Revision F Geotechnical Considerations
Material properties for the soil layers observed on site, as tested during the geotechnical investigation, are
as follows:
Table 3-2: Soil Layer Material Properties
Long Term
End -of -Construction
Drained
Undrained
Seismic Undrained
Seismic Drained
Unit
Friction
Friction
Friction
Friction
Weight
Angle
Cohesion
Angle
Cohesion
Angle
Cohesion
Angle
Cohesion
Material
c
de
s
de
s
de
s
de
s
New
Embankment
Fill
120
30
0
22
55
22
55
30
0
Existing Fill
120
30
0
22
55
22
55
30
0
Alluvium
110
26
0
0
625
0
625
26
0
Residuum
110
33
0
20
150
20
150
33
0
Weathered
Rock
130
35
0
35
0
35
0
35
0
For the RB slope, the following results were calculated and are reported:
Table 3-3: Retention Basin Results
CONDITION
CRITERIA
SLOPE/W FS
INFINITE SLOPE FS
Long Term Steady State
1.50
1.96
>1.50
End of Construction
1.25
1.48
> 1.25
Seismic Undrained
1.00
1.17
>1.00
Seismic Drained
1.00
1.55
>1.00
Rapid Drawdown
1.25
1.69
N/A
For the HB the following results were calculated and are reported:
Table 3-4: Holding Basin Results
CONDITION
CRITERIA
SLOPE/W FS
INFINITE SLOPE FS
Long Term Steady State
1.50
1.59
>1.50
End of Construction
1.25
1.26
> 1.25
Seismic Undrained
1.00
1.03
>1.00
Seismic Drained
1.00
1.29
>1.00
Rapid Drawdown
1.25
1.43
N/A
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Retention & Holding Basin, Dam Permit Report Revision F Geotechnical Considerations
Details are provided in Appendix E with the stability calculations and printed program output for each
analysis.
3.3.1 Foundation Bearing Capacity and Sliding Base Analysis
Foundation bearing capacity and base sliding were calculated and the results showed that the factor of
safety is greater than 2.0. Detailed calculations are provided in Appendix E.
3.3.2 Overturning Stability Computations
The RB containment berms are earthen embankments. Overturning is not a failure mode applicable to
earthen embankments therefore stability computations related to overturning were not performed.
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
4.0 HYDROLOGIC AND HYDRAULIC CONSIDERATIONS
4.1 Hydrologic
The RB and HB receive process water from several sources within the plant. Under dry -weather
conditions the process water inflow rate is equal to the RB outflow rate. During wet -weather, the plant
process water includes a stormwater component where rainwater comes in contact with locations that
require the runoff to be treated (termed contact stormwater). There are no streams or other surface
hydrologic sources flowing into the RB. The only stormwater flow entering the basin are plant process
flows and direct rainfall which falls within the footprint of the RB, including the HB.
Process wastewater pumps have a maximum capacity of 6,800 gpm. This will be the maximum process
water influent rate to the RB during wet weather. Dry weather process wastewater flows vary based on
plant operations. The maximum dry weather process wastewater flow rate is 3,400 gpm based on an
analysis of internal plant processes which generate wastewater. The RB discharge pumping capacity is
6,000 gpm.
For conservatism, it was assumed that the HB was filled to the height of the emergency spillway when the
design rainfall events occurred. This results in all rainfall contributing to the HB being routed through the
RB when determining emergency spillway capacity and activation frequency.
The RB volume is designed to meet the NPDES wastewater discharge requirements. The basin exceeds
the dam safety requirements to fully contain the 100-year event with no RB emergency spillway
activation since the '/z PMP, 6-hour event is fully contained, excluding wave action.
4.1.1 Runoff Characteristics of Drainage Area
The drainage area is the footprint acreage generally bounded by the center of the perimeter containment
dike on all sides and includes the HB on the north, which drains to the RB primary basins. Since the top
of the containment dikes are compacted and covered with granular surfacing, it is conservatively assumed
that the entire depth of rainfall on the RB/HB footprint enters the basins.
4.2 Watershed Development
The watershed for the RB only includes the area within the exterior dike of the retention basin and
holding basin. No runoff enters the basin other than direct rainfall and from the wet -weather component
of the pumped process flows.
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
4.3 Streamflow
No streamflow enters the RB. The basin does not obstruct the flow of any existing stream.
4.4 Drainage Area
The drainage area within the RB and HB perimeter is 21.5 acres. This is the area that contributes direct
rainfall to the basin.
4.5 Ground Cover Conditions
The basin berm top is to be covered with granular surfacing and the spillway is constructed of 8-inch
concrete. The bottom of the primary basins and HB are covered with 8-inch concrete and sides of the
basin are covered with 15-inch riprap. The bottom of the secondary basin is covered with 6-inch crushed
rock and sides of the basin are covered with 15-inch riprap. The outside face of the basins is seeded
except for the access road which is covered with granular surfacing.
4.6 Design Flood and Wave Action
4.6.1 NPDES Design Requirements
Basin design volume above the maximum process water level and below the emergency spillway contains
the 25-year, 24-hour NOAA Atlas 14 storm depth of 6.13-inches. It is assumed all rainfall falling on the
basin footprint enters the basin during this event. At a drainage area of 21.5 acres within the RB perimeter
and HB, the total runoff volume entering the basin during the 25-year, 24-hour event is 3.57 MG (10.96
acre-feet). Containing the 25-year event meets the NPDES requirements of the basin which allows
overflow through the emergency spillway no more frequently than 25 years on the average (4% annual
probability of exceedance).
Basin depth allowance below the emergency spillway also accounts for wave action of 2.37 feet in depth
along with the rise in water depth from the 25-year event. Basin volumetric calculations for process
flows, rainfall, and wave allowances to verify no overflow of the emergency spillway based on NPDES
criteria are found in Appendix D.
4.6.2 Dam Safety Design Requirements
The emergency spillway hydraulic capacity is designed to pass the PMP event as required for medium
size, Class C dam facilities. The PMP event is described in detail in Section 4.8.1. Excluding the wave
action allowance, the RB fully contains the '/2 PMP 6-hour and 24-hour event which exceeds the NCDEQ
Dam Safety requirement that a Class C dam facility fully contain the 100-year event. A basin
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
inflow/outflow hydrograph showing total storage and basin elevation at each time step during the '/2 PMP
event is included in Appendix D.
Figure 4-1 at the end of this section shows the relevant elevations of the basin design cross-section, along
with maximum water elevations calculated for the 25-year NPDES event including wave action
allowance, and the %2 PMP event excluding wave action.
The HB also fully contains the PMP, 6-hour event, and the emergency spillway is designed to convey
the '/2 PMP, 6-hour peak flow to the RB.
4.7 Dam Breach Inundation Study
A dam breach analysis was performed to determine downstream impacts related to a failure of the
treatment basin containment berm. The analysis included a sunny -day and stormy -day breach analysis.
The stormy -day analysis assumed process flows pumping into and out of the RB at maximum, concurrent
with a'/2 PMP event falling on the RB area. A separate analysis was performed on the HB.
A spreadsheet was developed to simulate an inflow hydrograph for the RB and HB during the %2 PMP
event. NRCS Type II, 6-hour and 24-hour rainfall distributions were applied to the'/2 PMP event rainfall
depth. The rainfall distribution were entered into a spreadsheet at 6-minute time steps over the event
duration. Maximum process influent and effluent flow rates were added to the rainfall at each time step.
This basin inflow hydrograph was used for the stormy -day breach analysis.
The Breach Analysis and Inundation Study can be found in Appendix 1. The RB and HB influent
hydrograph spreadsheet developed for the analysis is included in Appendix D.
4.8 Spillway Design
4.8.1 RB Primary Spillway
The primary spillway is a weir structure in the secondary treatment cell that during dry weather will
maintain a consistent depth of 6-feet in the primary and secondary cells. This weir structure will have
two pumps mounted on top, each with a capacity of 6,000 gpm.
4.8.2 RB Emergency Spillway
The emergency spillway is designed at an elevation above the primary spillway that will contain the 100-
year, (NOAA Atlas 14) rainfall event without overtopping excluding allowance for wave action to
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
comply with NCDEQ Dam Safety requirements. The RB design actually exceeds this standard as it will
fully contain the 6-hour or 24-hour'/z PMP event without overtopping the emergency spillway.
The emergency spillway hydraulic capacity is designed to pass the peak hourly flow rate from one-half of
the 6-hour PMP event. One-half of the 6-hour PMP is 14.5-inches in rainfall depth, while the wave action
height allowed for to determine the emergency spillway elevation is 2.37-feet, or 28.4-inches to assure
NPDES permit compliance. Discounting wave action the basin will actually fully contain the PMP
event without discharging through the emergency spillway. Therefore, the only flow that may discharge
during the '/2 PMP event would be caused by any wave action.
Also if wave action is added to the water surface elevation produced by the 100-year event the top of the
containment berm is not exceeded.
4.8.3 HB Emergency Spillway
In conjunction with the RB design criteria, the FIB emergency spillway is designed to pass the PMP, 6-
hour peak flow. The HB also exceeds the 100-year activation frequency criteria by fully containing the '/2
PMP, 6-hour event above maximum process pool elevation excluding wave action.
If you add wave action above the 100-year event pool elevation, the top of the containment berm is not
exceeded.
4.8.4 Description of Emergency Spillway Design Storm
Per North Carolina Administrative Code — Title 15a, Subchapter 2K, the design storm for a medium size,
high hazard classification dam shall be '/z of the probable maximum precipitation event (PMP). Per
Hydrometeorological Report No. 51 (HMR 51), US Department of Commerce, National Oceanic and
Atmospheric Administration, Et al, published June 1978, the PMP events for north -central North
Carolina, assuming the smallest drainage area published of 10 miz, are as follows:
Table 4-1: PMP Events
PMP Total Rainfall
PMP Duration
Depth
(hours)
inches
6
29
12
34.5
24
39
48
42
72
44
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
A Natural Resources Conservation Service (MRCS) Type 2 rainfall distribution was applied to the 24-
hour and 6-hour PMP events to determine the peak hour rainfall depth during the event. This analysis
yielded a peak hour rainfall depth of 8.84-inches for the 24-hour'/2 PMP event, and 9.31-inches for the 6-
hour'h PMP event. Based on the results a maximum rainfall intensity of 9.31 inches/hour was used to
determine the design flow rate through the emergency spillway. This yielded a maximum flow over the
spillway of 201.83 cubic feet per second. This peak flow was used for the RB emergency spillway design
and for riprap sizing on the slope downstream of the spillway.
Based on the above peak rainfall intensity the peak flow for the HB emergency spillway and pipe leading
to the RB influent structure is 25.32 cfs.
4.8.5 Spillway Types and Materials
RB Primary Spillway Description: The primary spillway is a reinforced concrete structure with an
overflow weir to take process water to a pump station located north of the wastewater treatment basin.
Design pumping rates are variable and intended to match influent process flow in order to maintain a
consistent pool depth of 6-feet in the treatment basin. The basin liner system will be bonded at the
concrete weir structure to prevent seepage.
RB Emergency Spillway Description: The emergency spillway elevation is such that it fully contains the
'/z PMP event, to be stored above the normal process water pool without overtopping.
The flow conveyance capacity of the emergency spillway is sized to pass the peak hourly flow from the '/2
PMP rainfall event.
The emergency spillway is 50-feet wide and concrete lined. To prevent erosion, rip -rap is included
downstream of the spillway crest on the dike exterior 3:1 slope and beyond on the natural slope to spread
the flow and reduce velocity to an acceptable rate for a vegetated slope.
HB Emergency Spillway Description: The HB emergency spillway consists of a reinforced concrete weir
structure with a 36-inch ductile iron discharge pipe that drains to the RB primary influent structure. The
concrete weir is 7-feet in length with 3 feet of freeboard to the basin top.
4.8.6 Minimum Time Requirement to Drain Reservoir
North Carolina Administrative Code Title 15A, Subchapter 2K requires that:
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Retention & Holding Basin, Dam Permit Report Revision F
Hydrologic and Hydraulic
Considerations
"Within 15 days following passage of the design storm peak, the spillway system shall be capable
of removing from the reservoir at least 80 percent of the water temporarily detained in the
reservoir above the elevation of the primary spillway."
In the case of the Belews Creek RB the primary spillway is a weir structure which serves as a wet well for
two effluent pumps that sends treated wastewater to the permitted outfall location. The weir is 6-feet
above the basin floor and maintains this normal operating pool level during dry weather. The maximum
pumping rate out of the RB is 6,000 gpm (14.19 cfs). The only other means of water leaving the basin is
via the emergency spillway. The maximum influent process water pumping rate is 6,800 which would
occur during wet weather. The estimated maximum dry weather process flow rate is 3,400 gpm.
The RB influent/effluent hydrograph was developed in a spreadsheet format with influent equal to the
maximum pumping rate of 6,800 gpm plus the direct rainfall from the %2 PMP event. Effluent flow was
set at the maximum pumping rate of 6,000. For each 6-minute time step total storage and RB pool level
was calculated. During the rainfall event water height in the RB does not reach the emergency spillway.
After the rainfall event influent flow was reduced to 3,400 gpm and effluent pumping was continued at
6,000 gpm to determine the time needed to return the RB to normal pool level (primary spillway
elevation). The results of this simulation indicate that the total time to pump out the 1/2 PMP, 6-hour event
is 56 hours (2.33 days). This is a conservative estimate since it is unlikely process inflows would remain
at 3,400 gpm during the entire pump -out time.
A similar spreadsheet was developed for the HB to determine time to pump out the 1/2 PMP, 6-hour event.
The maximum influent rate to the HB was set at 2000 gpm with the effluent maximum of 1600 gpm
based on pump capacities. After the event the HB influent rate was reduced to the average annual dry -
weather wastewater process flow of 134 gpm. The simulation on the HB only resulted in a time of 12.5
hours to return the basin to normal operation level.
Calculations for the time to return these basins to normal operating levels can be found in Appendix D.
Duke Energy Carolinas, LLC 4-6 Burns & McDonnell

EMERGENCY SPILLWAY
820
EL 791.0
820
25 YR EVENT WITH WAVE ACTION
MATCH EXIST
GRADE
EL 814.00
�g
o
EL 790.7
810
TOP OF BERM
1/2 PIMP (NO WAVE ACTION)
\
v \
i -----��---��
810
EL 792.0
EL 789.5—/
UZ 3:
Uz iW UZ 3iW /
800
16 OZISY GEOTEXTILE
NORMALPOOL
800
(TYP) (SEE NOTE 6)
EL 787.0
// 6'TOPSOI
/ AND SEEDING
(TYP)
790
MATCH EXIST GRADE
EL 788.0 0
8
790
FIN GRADE
DE
6' CRUSHED ROCK (TYP)
:EL BH.00
EL BH.O
- ANCHOR TRENCH (TYP)
\
15"RIPRAP
(TYP)
- -
- I I I1 (SEE NOTE 4)
780
- -
/ �i�,-�__________
GRANULAR
-
-' '-
_
780
/ MATERNL (TYP)
M
/
COMPACTED
BASIN LINER SYSTEM (TYP)
(SEE NOTE 3)
/
SUBGRADE (TYP)
770
/ EXIST GRADE
770
760
760
750
740
Figure 4-1
750
740
%BUPNS
DUE
RWDONNELL
VENERGY
Cross Section of Belews
Creek Retention Basin

Retention & Holding Basin, Dam Permit Report Revision F
Design Elements
5.0 DESIGN ELEMENTS
5.1 Permit Drawings
Refer Appendix A for drawings that include cross -sections, grading plans, proposed pool levels, surfacing
plans, erosion control plans and construction details for the Belews Creek R.B.
5.1.1 Cross -Sections
Refer to Appendix A Sheets GR.EV-001, 002, and 003 for cross sections of the RB and HB. Complete
cross sections are shown for the length and width of the RB, including critical sections where fill heights
are at maximum and through the proposed emergency spillway.
5.1.2 Plan and Profiles
Refer to Appendix A Sheets GR.PL-002, 003, and 004 for detailed plan views of the RB and HB.
5.1.3 Pool Levels
The basin bottom elevation is 781-feet with a normal maximum process pool elevation of 787-feet. The
emergency spillway elevation is 4-feet above the maximum process pool elevation at 791-feet. The pool
elevation for the 25-year NPDES design event including wave allowance is 790.7-feet. The maximum
pool elevation during the 'h PMP, 6-hour event is 788.2-feet and during the '/z PMP, 24-hour event is
789.5-feet.
5.2 Conduit Design
There are no conduits entering or exiting the RB through the containment berm with the exception of a 4-
inch caustic drain line that penetrates the liner on the north side of the east primary basin. The penetration
is located above the normal water level but could be inundated during rainfall events. This HDPE conduit
is to be bonded to the basin liner system to prevent seepage along the pipe through the berm, as shown in
the detail sheets of the drawings in Appendix A.
Influent flow to the primary basins is through a concrete distribution structure that can direct flow to
either or both primary cells. The flow enters the primary basins through two open concrete troughs
constructed above the basin liner system. Because of this, no additional measures are required to prevent
seepage along the influent troughs. Further, the invert elevations at the top of the trough are greater than
the max operating level in the RB, eliminating the hydraulic connection.
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Retention & Holding Basin, Dam Permit Report Revision F
Design Elements
RB effluent flow is through a weir structure at the south end of the secondary cell. This structure also
serves as a wet well for the effluent pumps mounted on top of the structure. The basin liner system is
mechanically bonded to the effluent structure.
There are existing conduits in the RB basin berms that are proposed to be abandoned. The conduits and
structures to be abandoned will be removed to three -feet below the berm surface with the remaining void
filled with flowable fill.
At the HB emergency spillway structure the basin liner system will also be mechanically bonded to the
concrete structure to prevent any seepage along the pipe leading to the RB influent structure.
5.2.1 Basin Drain System
Basin dewatering below the elevation of the effluent weir will occur if necessary for emergency purposes,
by use of a self -priming diesel driven pump. A suction pipe will be permanently fixed on the effluent
weir structure and provisions made to attach the diesel pump discharge to the basin outfall force main to
allow the diesel pump to remove all water from the secondary cell of the R.B. There is no gravity drain
conduit at the basin bottom elevation through the containment berm for environmental concerns to limit
the possibility of accidental discharge of non -fully treated wastewater to a downstream receiving water.
The diesel emergency pump will be procured with approximately the same discharge capacity (6,000
gpm) of the proposed electrically operated effluent pumps. At 6,000 gpm the diesel driven pump will be
able to remove all water from the RB secondary and primary cells below the normal pool elevation of 787
in a time period of 65.3 hours (2.7 days).
The diesel pump will be stored on -site at all times, available for connection to the permanent suction and
discharge pipes and placement into emergency service.
The HB is capable of being fully drained by the HB effluent pumping system. If the HB is at maximum
process wastewater pool elevation of 14-feet in depth, the HB effluent pumping system at maximum
capacity of 1,600 gpm can empty the HB in 71.9 hours (3 days).
5.2.2 Interior Surface of Conduit
The one pipe penetrating the basin liner system below the elevation of the containment berm crest is a 4-
inch DR- 11 solid wall HDPE pipe. The pipe will be heat -fusion welded.
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Retention & Holding Basin, Dam Permit Report Revision F
Design Elements
5.2.3 Seepage Protection
The basin liner system is mechanically bonded to the effluent discharge structures to prevent seepage at
the liner/concrete interface. The liner system is also bonded to the 4-inch HDPE caustic drain line
penetrating the liner in the RB primary basin area. Construction details of the basin liner system and
structure/pipe bonding details are found in the drawings in Appendix A.
5.2.4 Clogging Prevention
Since only clarified treated wastewater exits through the overflow weir clogging of the outlet structure or
pipe is not considered an issue.
5.2.5 Conduit Loading
The only conduit fully penetrating the basin containment berm is the 4-inch caustic drain line. This pipe
is solid wall HDPE, DR 11 and is structurally adequate for earth and live loads within the berm. The pipe
is also specified to have heat -fusion joints therefore is fully restrained within the berm.
5.2.6 Material
Process water entering and exiting the RB and HB pass through reinforced concrete structures. The
buried caustic drain line entering the RB primary basin is specified to be solid -wall, DR 11 HDPE. The
36-inch emergency overflow pipe from the HB to the RB is specified to be mechanical joint, Class 50
ductile iron, cement mortar lined, much of which will be placed above -ground.
5.2.7 Containment Berm Erosion and Damage Protection
The basin will be lined with a multi -layer geosynthetic liner that will prevent seepage from the basin and
help protect the interior of the basin from erosion and wave action. The liner system is protected by a
geotextile covered with a 12-inch layer of granular fill, which is then covered with 15-inches of riprap.
No adverse effects due to scour from influent or effluent flow are anticipated due to the presence of the
liner, granular fill, and riprap.
The exterior slopes are proposed to be seeded and then covered with erosion control matting. The
emergency spillway is lined with 9-inches of concrete over the spillway crest and riprap on the slope
downstream of the crest. The riprap downstream of the spillway crest extends to the bottom of the basin
containment berm and on to the natural slope below.
Duke Energy Carolinas, LLC 5-3 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
Design Elements
The bottom of the primary basins and HB are covered with 6-inches of concrete on the granular fill layer
to allow for periodic removal of sediment. Refer to drawings BLC00-CV-C-PA.PL-001, 002, and 003 in
Appendix A for the Surfacing Plan.
5.2.8 Temporary Erosion Control Measures during Construction
The Erosion and Sediment Control (E&SC) Plan has been submitted for approval to the regional office of
the NCDEQ. Refer to Appendix C for a copy of the submitted E&SC Plan.
5.2.9 Riprap
Riprap will be provided on the interior slopes as well as the exterior slope of the basin below the
emergency spillway crest. The riprap along the emergency spillway extends to the bottom of the 3:1
containment berm and onto the slope below. Flow velocity and riprap sizing calculations are included in
Appendix D. Riprap will be North Carolina Department of Transportation Class B or Class 1, depending
on location.
5.2.10 Appurtenant Structure Resistance Against Flotation Uplift
The resistance of the retention basin effluent structure and holding basin overflow structure against
flotation uplift was calculated. The buoyancy was checked assuming that the water table was at grade
during service. The results showed that the factor of safety for these structures is greater than 1.5.
Structural calculations for these structures is found in Appendix G.
Duke Energy Carolinas, LLC 5-4 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F Construction and Operations
6.0 CONSTRUCTION AND OPERATIONS
6.1 Construction Schedule
Overall, construction is scheduled to begin in May 2017 and be completed by May 2018.
6.1.1 Techniques and Work Force
The RB will be an earthen structure. Material from the immediate area will be used to source soil
material for construction. The basin will be constructed by a civil contractor with experience in
construction of similar basin structures. Design and construction quality assurance requirements will be in
accordance with Duke standards.
6.1.2 Activity Completion Time
The following are approximate durations for major construction activities for the basin:
• Excavation and earthwork — 5 months
• Installation of liner, riprap, concrete and crushed rock — 4 months
• Installation of mechanical and electrical systems — 4 months
• Startup and commissioning — 2 months
6.1.3 Stream Flow Diversion Techniques
No stream diversions are applicable.
6.1.4 Quality Control Extent and Methods
Specific quality control requirements are included in the applicable specification sections included in
Appendix B.
6.2 Filling Schedule
The Retention Basin is designed to accept primarily process water flow from Belews Creek Plant
operations. Normal operation of the basin is for flow coming into the basin to essentially equal flow
going out of the basin on an overall average basis. The basin provides for additional storage volume to
receive wastewater during major storm events. The basin will take approximately three days to get to the
normal operating level in the basin. The Holding Basin is designed to accept storm water flows from the
coal pile and miscellaneous plant maintenance activities. Therefore, it will normally be empty and there
is no filling schedule.
Duke Energy Carolinas, LLC 6-1 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F Construction and Operations
6.3 Construction Materials
Refer to Appendix B for technical specifications related to the project.
6.4 Sediment Control
Refer to project Erosion and Sediment Control Plan in Appendix C.
6.5 Maintenance and Operation Plan
The Owner currently maintains a maintenance and operation plan for other existing dams and wastewater
treatment facilities on site. This plan will be updated accordingly prior to placing the new wastewater
treatment basins in operation to incorporate maintenance and operation of the new Retention Basin.
6.6 Estimated Design Life
The estimated design life of the wastewater treatment system is considered to be 20-years based on
construction materials, equipment life, future obsolescence of plant processes, need for the waste
treatment system and experience with similar structures.
6.7 Maintenance of Stream Flow Downstream
The Belews Creek RB/HB complex does not block any existing natural stream. The footprint of the
proposed treatment basin generally coincides with the existing wastewater basins so no loss of drainage
area contributing downstream will occur. Rainfall falling on the basin footprint will be pumped and
discharged to the permitted plant outfall.
Duke Energy Carolinas, LLC 6-2 Burns & McDonnell

Retention & Holding Basin, Dam Permit Report Revision F
References
7.0 REFERENCES
"Chapter 2k — Dam Safety." North Carolina Administrative Code Title 15A — Environmental Quality.
Atlas 14 Point Precipitation Frequency Estimates. National Oceanic and Atmospheric Administration.
Hydrometerological Report No. 51, Probable Maximum Precipitation Estimates, United States East of the
105th Meridian. U.S. Department of Commerce, National Oceanic and Atmospheric
Administration and U.S. Department of the Army, Corps of Engineers. June, 1978.
Criteria for Classification of Solid Waste Disposal Facilities and Practices (Part 257). EPA Code of
Federal Regulation Title 40 — Protection of Environment.
Identification and Listing of Hazardous Waste (Part 261). EPA Code of Federal Regulation Title 40 —
Protection of Environment.
Duke Energy Carolinas, LLC 7-1 Burns & McDonnell

APPENDIX A - PERMIT DRAWINGS

T
2
T
3
T
4
T
5
DUKE ENERGY
T
7
T
9
�—A
�_C
�—D
E
E 04/17/1TWEG1 BL I ISSUED FOR PERMITTING
D 04/13/1 T WEG 1 BL I ISSUED FOR PERMITTING
C 104/11/17MEG1 BL I ISSUED FOR PERMITTING
B 103/08/17MEG1 BL I ISSUED FOR PERMITTING
A I11/18/161 WEG I BL I ISSUED FOR PERMITTING
CIVIL
DWG. NO.
88673SKC053
B LC00-CV-C-G R. CS-002
B LC00-CV-C-S I . E N-001
B LC00-CV-C-S I . E N-002
B LC00-CV-C-S I . E N-003
BLC00-CV-C-EC. PL-004
B LC00-CV-C-G R. P L-002
B LC00-CV-C-G R. P L-003
B LC00-CV-C-G R. P L-004
BLC00-CV-C-PA. PL-001
BLC00-CV-C-PA. PL-002
BLC00-CV-C-PA. PL-003
BLC00-CV-C-PA. PL-004
BLC00-CV-C-PA. PL-005
B LC00-CV-C-G R. EV-001
B LC00-CV-C-G R. EV-002
B LC00-CV-C-G R. EV-003
B LC00-CV-C-G R. EV-004
BLC00-CV-C-EC.SD-002
BLC00-CV-C-EC.SD-003
B LC00-CV-C-G R. S D-001
B LC00-CV-C-G R. S D-002
B LC00-CV-C-G R. S D-003
B LC00-CV-C-G R. S D-004
B LC00-CV-C-G R. S D-005
SKC008
no. I date I by I ckd I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\88673SKC053.dgn
BELEWS CREEK STEAM STATION
WATER REDIRECTION PROJECT
WATER RETENTION BASIN AND HOLDING BASIN
STOKES COUNTY, NORTH CAROLINA
TITLE
COVER -INDEX
LEGEND, ABBREVIATIONS, VICINITY MAP, AND GENERAL NOTES
OVERALL SITE PLAN
KEY PLAN
WATER RETENTION BASIN SITE PLAN
WATER RETENTION BASIN EROSION CONTROL PLAN
WATER RETENTION BASIN GRADING AND DRAINAGE PLAN - SHEET 1
WATER RETENTION BASIN GRADING AND DRAINAGE PLAN - SHEET 2
WATER RETENTION BASIN GRADING AND DRAINAGE PLAN - SHEET 3
WATER RETENTION BASIN SURFACING PLAN - SHEET 1
WATER RETENTION BASIN SURFACING PLAN - SHEET 2
WATER RETENTION BASIN SURFACING PLAN - SHEET 3
WATER RETENTION CONCRETE PAVEMENT JOINTING PLAN - SHEET 1
WATER RETENTION CONCRETE PAVEMENT JOINTING PLAN - SHEET 2
WATER RETENTION BASIN GRADING SECTIONS - SHEET 1
WATER RETENTION BASIN GRADING SECTIONS - SHEET 2
WATER RETENTION BASIN GRADING SECTIONS - SHEET 3
WATER RETENTION BASIN GRADING SECTIONS - SHEET 4
EROSION CONTROL DETAILS - SHEET 1
EROSION CONTROL DETAILS - SHEET 2
MISCELLANEOUS DETAILS - SHEET 1
MISCELLANEOUS DETAILS - SHEET 2
MISCELLANEOUS DETAILS - SHEET 3
MISCELLANEOUS DETAILS - SHEET 4
MISCELLANEOUS DETAILS - SHEET 5
WATER RETENTION BASIN PIEZOMETER PLAN
F I06/29/171 WEG BL I ISSUED FOR PERMITTING
no. I date I by I ckd I description
VICINITY MAP N
INDEX OF DRAWINGS
STRUCTURAL
DWG. NO.
B LC00-CD-K-YM .00. P L-001
BLC00-CD-K-YM.00.PL-002
BLC00-CD-K-YM.00.PL-003
B LC00-CD-K-YM .00. P L-004
BLC00-CD-K-YM.00.PL-005
B LC00-CD-K-YM .00. P L-008
BLC00-CD-K-YM.00.PL-009
B LC00-CD-K-YM .00. P L-010
BLC00-CD-K-YM.00.PL-011
BLC00-CD-K-YM.00.SD-001
BLC00-CD-K-YM.00.SD-002
BLC00-CD-K-YM.00.SD-003
BLC00-CD-K-YM.00.SD-004
BLC00-CD-K-YM.00.SD-005
BLC00-CD-K-YM.00.SD-006
BLC00-CD-K-YM.00.SD-007
BLC00-CD-K-YM.00.SD-008
BLC00-CD-K-YM.00.SD-010
BLC00-CD-K-YM.00.SD-015
BLC00-ST-S-YM.00.SD-001
SK-001
DWG. NO.
SKM005
REFERENCE DWGS
TITLE
DWG. NO.
SITE PLAN
BLC00-CD-K-YM.00.PL-006
INTERMEDIATE WEIR STRUCTURE PLAN, SECTIONS, AND DETAILS
BLC00-CD-K-YM.00.PL-007
PRIMARY BASIN INLET STRUCTURE PLAN
BLC00-IS-P-WY.20010
EFFLUENT STRUCTURE PLAN, SECTIONS, AND DETAILS
OVERFLOW STRUCTURE PLAN, SECTIONS, AND DETAILS
VACUUM TRUCK UNLOADING PAD PLAN, SECTIONS, AND DETAILS
FLOATING SUCTION PUMPS PLAN, SECTIONS, AND DETAILS
HOLDING BASIN INLET TRENCH PLAN, SECTIONS, AND DETAILS
HOLDING BASIN TRENCH END BOXES PLANS, SECTIONS, AND DETAILS
STANDARD DETAILS SHEET 1
STANDARD DETAILS SHEET 2
STANDARD DETAILS SHEET 3
STANDARD DETAILS SHEET 4
STANDARD DETAILS SHEET 5
STANDARD DETAILS SHEET 6
STANDARD DETAILS SHEET 7
STANDARD DETAILS SHEET 8
PRIMARY BASIN INLET STRUCTURE SECTIONS AND DETAILS
TRENCH LID PENETRATIONS PLANS, SECTIONS AND DETAILS
STRUCTURAL STEEL STANDARD DETAILS SHEET 1
HOLDING BASIN MISCELLANEOUS PIPE SUPPORTS SECTIONS AND DETAILS
MECHANICAL
TITLE
RB/HB FLOW SCHEMATIC
PREPARED FOR:
DUKE ENERGY CAROLINAS
3195 PINE HALL ROAD,
BELEWS CREEK, NC 27009
PHONE: [phone]
TITLE
CHEMICAL FEED BUILDING PLANS, SECTIONS, AND DETAILS
CAUSTIC STORAGE TANK PLAN, SECTIONS, AND DETAILS
ISOMETRIC YARD DRAWING
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MSDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
Ike
r
1rOkA-
02-31-79
its$rt0t
Jun 29 2017 14:54:56
TITLE WATER REDIRECTION PROGRAM
COVER -INDEX
FOR BELEWS CREEK STEAM STATION
U1 &2
DUKE
ENERGY®
STOKES COUNTY, NC
SCALE: NONE
DWG TYPE:: CVL
DFOTR: SKN
JOB NO: 88673
CHKD: BL
DATE: 11/18/16
ENGR: TMP
FILENAME: 88673SKC053.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
SKC053
F
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4 5
h
7 8
I
0
29/2017 sknichols 11:14:38 AM

2
3
4
ABBREVIATIONS
i i i 1 1
5 6 7 8 9
LEGEND
NEW EXISTING
RAILROAD
ROADS
750 CONTOURS 750
—A
*TOP OF SLOPE
*TOE OF SLOPE
--- -- SWALE --- --
Now ••• mm- FLOWLINE No. •••111-
ff
,°��I_wu$ �� CRUSHED ROCK°°° �`°°
RIPRAP
—B
CONCRETE
ASPHALT
�V, TOPSOIL & SEED
FENCES
SILT FENCE
PROPERTY LINE
—C
STRUCTURES
SURVEY MONUMENTS O BNi
TOP OR TOE OF SLOPE TO MATCH EXIST. GRADE UNLESS AN ELEVATION
OR SLOPE IS INDICATED.
ALL SYMBOLS ARE STANDARD WITHOUT RESPECT TO CONTRACTS.
—E—A
3BREVIATION
TERM
ABBREVIATION
TERM
@
AT
M.O.
MID -ORDINATE
AHD
AHEAD
N
NORTH
ASPH
ASPHALT
NO
NUMBER
AUX
AUXILIARY
OD
OUTSIDE DIAMETER
BK
BACK
OPNG
OPENING
BLDG
BUILDING
±
PLUS OR MINUS
BM
BENCHMARK
PC
POINT OF CURVE
BOT
BOTTOM
PCC
PORTLAND CEMENT CONCRETE
CB
CATCH BASIN
PI
POINT OF INTERSECTION
C TO C
CENTER TO CENTER
PL
PROPERTY LINE
CL
CENTERLINE
PT
POINT OF TANGENT
CHDPE
CORRUGATED HIGH DENSITY POLYETHYLENE
P.R.C.
POINT OF REVERSE CURVE
CJ
CONSTRUCTION JOINT
P.V.C.
POINT OF VERTICAL CURVE
CMAP
CORRUGATED METAL ARCH PIPE
P.V.I.
POINT OF VERTICAL INTERSECTION
CMP
CORRUGATED METAL PIPE
P.V.R.C.
POINT OF VERTICAL REVERSE CURVE
CONC
CONCRETE
P.V.T.
POINT OF VERTICAL TANGENT
CPT
CORRUGATED POLYETHYLENE TUBING
R
RADIUS
DBL
DOUBLE
RB
RETENTION BASIN
DET
DETAIL
RD
ROAD
DI
DROP INLET
RPT
RADIUS POINT
DIA
DIAMETER
RCP
REINFORCED CONCRETE PIPE
DWG
DRAWING
RR
RAILROAD
ECB
EXISTING CATCH BASIN
RT
RIGHT
EDB
ELECTRICAL DUCT BANK
ROW
RIGHT-OF-WAY
E
EAST
S
SOUTH
EF
EACH FACE
SLP
SLOPE
EJ
EXPANSION JOINT
SHLDR
SHOULDER
EL
ELEVATION
STD
STANDARD
EMH
ELECTRICAL MANHOLE
ST
STORM SEWER
EQN
EQUATION
STA
STATION
EXIST
EXISTING
SWG
SWING
EW
EACH WAY
T&B
TOP AND BOTTOM
FBD
FLAT BOTTOM DITCH
TEMP
TEMPORARY
FLL
FLOWLINE
TOA
TOP OF ASPHALT
GA
GAGE
TOC
TOP OF CONCRETE
GALV
GALVANIZED
TO GRATING
TOP OF GRATING
HDPE
HIGH DENSITY POLYETHYLENE
TOM
TOP OF MANHOLE
HORIZ
HORIZONTAL
TOP
TOP OF PAVEMENT
HPT
HIGH POINT
TOR
TOP OF RAIL
HWY
HIGHWAY
TOSB
TOP OF SUBBALLAST
ID
INSIDE DIAMETER
TOSG
TOP OF SUBGRADE
IF
INSIDE FACE
TYP
TYPICAL
INTSCT
INTERSECTION
UON
UNLESS OTHERWISE NOTED
INVT EL
INVERT ELEVATION
VC
VERTICAL CURVE
L
LONG
VERT
VERTICAL
LT
LEFT
W
WEST
MAX
MAXIMUM
W/
WITH
MH
MANHOLE
W/O
WITH OUT
MIN
MINIMUM
WR
WATER RETENTION
MISC
MISCELLANEOUS
WWF
WELDED WIRE FABRIC
NOTES:
1. ALL ABBREVIATIONS ARE BURNS & McDONNELL STANDARDS WITHOUT RESPECT TO CONTRACTS.
2. ABBREVIATIONS ARE APPLICABLE TO ALL DWGS.
GENERAL NOTES APPLICABLE TO ALL DRAWINGS:
1. ALL ELEVATIONS SHOWN ARE TOP OF FINISHED SURFACING UNLESS NOTED OTHERWISE.
2. ALL SIDE SLOPES ARE 3H:1V UNLESS NOTED OTHERWISE.
3. INSTALL TEMPORARY EROSION CONTROL DEVICES AS INDICATED ON DRAWINGS BLC00-CV-C-EC.PL-004.
4. COORDINATES AND BENCHMARK ELEVATIONS PROVIDED BY WSP USA CORP IN MAY 2017.
5. CONTRACTOR SHALL VERIFY PROPERTY BOUNDARY COORDINATES WITH BENCHMARKS PROVIDED ON
DWG BLC00-CV-C-SI.EN-001
6. ANY AREAS DISTURBED BY THE CONSTRUCTION SHALL BE RESTORED TO PRE -CONSTRUCTION CONDITIONS.
7. ALL DISTURBED AREAS SHALL RECEIVE EITHER ROCK OR TOP SOIL AND SEED UNLESS NOTED OTHERWISE.
8. CONTRACTOR SHALL VERIFY LOCATION OF UNDERGROUND UTILITIES WITH DUKE PRIOR TO ANY EXCAVATION.
9. RADII ARE TO THE EDGE OF FINISHED DRIVING LANE.
10. COORDINATES AS INDICATED ARE PLANT GRID COORDINATES. FOLLOWING IS A TABLE FOR
USE IN CONVERTING BETWEEN PLANT GRID AND NORTH CAROLINA STATE PLANE GRID, NORTH ZONE, IN NAD83 AND
VERTICAL DATUM NAVD88:
PLANT GRID
STATE PLANE GRID
LOCATION
N
E
EL
N
E
EL
4,501.58
2,363.52
740.50'
923,722.09
1,687,411.54
740.07'
PLANT MON FGD-1
3,656.50
2,345.80
739.78'
923,086.11
1,686,854.73
739.35'
PLANT MON FGD-2
4,535.86
3,594.13
739.61'
922,957.34
1,688,376.34
739.18'
PLANT MON FGD-4
E 04/13/1T WEGI BL I ISSUED FOR PERMITTING
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
792
791
790
789
LU 788
W
U_
z 787
H
> 786
W
J
W
785
784
783
782
781
0 4 8 12 16 20 24 28 32 36 40
STORAGE (MILLION GALLONS)
WATER RETENTION BASIN ELEVATION VS. STORAGE PLOT
F �06/29/17�WEG� BL ISSUED FOR PERMITTING
no. date by I ckd
4
(FOR REFERENCE ONLY)
t 936
�t
Walnut Cove
FUlp
OLDTOWN RD
t9t5
� e�r�7ic
BELEWS CREEK POWER STATION ADDRESS:
3195 PINE HALL ROAD,
BELEWS CREEK, NC 27009
STOKES COUNTY, NORTH CAROLINA
LAT/LO N : 36.281756/-80.059231
804
803
801
799
797
Lu
Lu
U_
Z 795
0
H
Q 793
>
Lu
J
Lu 791
789
787
785
0 1 2 3 4 5 6 7 8 9
STORAGE (MILLION GALLONS)
HOLDING BASIN ELEVATION VS. STORAGE PLOT
— — — — — — — — — — — — — — — — — — — — — — — -
t9tt
t9tF
PINE HALL RD
a -yam:
description I
5 6 7 8
i I I I
BELEWS CREEK
VICINITY MAP
NOT TO SCALE
2031
Hillsboro
4
f
l
a
t�
Stokesda Ie
y
NORTH
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
I .
013179
dP
1
m rz
*this# tit���;
Jun 29 2017 14:55:43
F
TITLE WATER REDIRECTION PROGRAM
LEGEND, ABBREVIATIONS, VICINITY MAP
& GENERAL NOTES
FOR BELEWS CREEK STEAM STATION
U1 &2
DUKE
SCALE: NONE
5SKN0
DWG TYPE:: CVL
DO R:
ENERGY®
JOB NO: 88673
CHKD: BL
DATE: 08/05/16
ENGR: TMP
STOKES COUNTY, NC
FILENAME: BLC00-CV-C-GR.CS-002.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
00�42 0"
BLC00-CV-C-GR.CS-002
F
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.CS-002.dgn
9
I
1()/29/2017 sknichols 12:29:38 PM
I

6
0
LO
N
T
2
T
3
T
4
T
5
T
6
T
7
T
9
-1
�_C
�-D
�-E
X\\\\�
N 7,000
N 6,500
N 5,500
NOTES:
1. SEE DWGS BLC00-CV-C-PA.PL-001, BLC00-CV-C-PA.PL-002, AND BLC00-CV-C-PA.PL-003
FOR SURFACING PLAN.
2. SEE DWG BLC00-CV-C-GR.SD-004 FOR CULVERT SCHEDULE.
b • •
Mar 10 2017 10: 3 9:45
TITLE WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
PRELIMINARY -NOT SITE PLAN
FOR CONSTRUCTION
STATE PLANE FOR BELEWS CREEK STEAM STATION U1&2
NORTH BURNS �'` SCALE: 1" = 100' CON: 5.8120
D 03/08/17 WEG BL ISSUED FOR PERMITTING o � �� PLANT GRID �&MSDONNELL Angle (39 59 56.753460) NORTH DUKE DWG TYPE: CVL DFTR: SKN
C 11/18/16 WEG BL ISSUED FOR PERMITTING
0 100' 200' _�%. ENERGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY DATE: 08/03/16 ENGR: TMP
KANSAS CITY, MO 64114
B 11/04/16 TMP BL ISSUED FOR REVIEW NORTH SCALE IN FEET STOKES COUNTY, NC
U
816-333-9400 FILENAME: BLC00-CV-C-SI.EN-003.dgn APPD: WEG
A 09/19/16 TMP BL ISSUED FOR REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH E1 D
no. I date I by I ckd I description no. date by ckd description 30.0"x42.0" BLC00-CV-C-SI.EN-003
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-SI.EN-003.dgn 4 5 6 7 $ 9 1(3/8/2017 jmbrunkhor2t05:01 PM
i i I I I I
mw
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1=11 WE
MEN
mom
an
WIN
PENN
N 6,500
-C-1
N 6,000
�■
E N 5,500
SITE STABILIZATION REQUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION
TIME FRAME
TIME FRAME EXCEPTIONS
PERIMETER DIKES, DITCHES, SLOPES
7 DAYS
NONE
HIGH QUALITY WATER ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3.1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS WITH SLOPES
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HIGH
FLATTER THAN 4:1
QUALITY WATER ZONES
NOTES:
1. SEE DWGS BLC00-CV-C-EC.SD-002 AND 3. ALL AREAS DISTURBED BY CONSTRUCTION SHALL
BLC00-CV-C-EC.SD-003 FOR EROSION CONTROL BE TEMPORARILY SEEDED IMMEDIATELY UPON
DETAILS. COMPLETION OF GRADING IN ACCORDANCE WITH
SITE STABILIZATION REQUIREMENTS.
2. MAINTAIN EXISTING EROSION CONTROL DEVICES.
INSTALL, MAINTAIN AND COMPLY WITH NEW 4. BASINS ARE TO BE CLEANED OF SEDIMENT BEFORE
EROSION CONTROL DEVICES AS INDICATED. FINAL SURFACING.
D 03/08/17 WEG BL ISSUED FOR PERMITTING
C 11/18/16 WEG BL ISSUED FOR PERMITTING
B 11/04/16 TMP BL ISSUED FOR REVIEW
U
A 09/19/16 TMP BL ISSUED FOR REVIEW
LEGEND
00 \ CONSTRUCTION ENTRANCE 15" RIPAP (NCDOT CLASS B)
ROCK CHECK DAM (MAX SPACING 200 FEET)
DOUBLE SILT FENCE
SILT FENCE OUTLET (100' SPACING)
w
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
c-
11
I,
PLANT GRID
NORTH
0 100, 200'
SCALE IN FEET
no. I date I by I ckd I description no. date by I ckd I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-EC.PL-004.dgn 4 5 6 7 8
i i I I I
0
0
L0
W
745
750
'10% �Flfifff►II��f�ri/
H
SEAL
0231-79
offffe�i�t
Mar 10 2017 10:41:01
.�_'
FCC
I—D--�
TITLE F
WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
PRELIMINARY - NOT EROSION CONTROL PLAN
FOR CONSTRUCTION
FOR BELEWS CREEK STEAM STATION U1&2
BURNS 4",
SCALE: 1' = 100' CON: 5.8120
N MIEDONNELL DUKE DWG TYPE: CVL DFTR: SKN
E N E RGYO JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY KANSAS CITY, MO 64114 STOKES COUNTY, NC DATE: 08/26/16 ENGR: TMP
816-333-9400 FILENAME: BLC00-CV-C-EC.PL-004.dgn APPD: WEG
FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH E1 30.0"x42.0" BLCOO-CV-C-EC.PL-004 D
9 10 3/10/2017 jmbrunkhor9t13:51 AM
I I

I I I 1 1
2 3 4 5 6
CURVE DATA
NO.
DELTA
DEGREE
RADIUS
TANGENT
LENGTH
HB-01
90000'00"
64001'03"
89.50'
89.50'
140.59'
HB-02
90000'00"
52019'30"
109.50'
109.50'
172.00'
HB-03
90000'00"
64001'03"
89.50'
89.50'
140.59'
HB-04
90000'00"
64001'03"
89.50'
89.50'
140.59'
WR-02
90"00'00"
114035'30"
50.00'
50.00'
78.54'
WR-03
90000-00"
114035'30"
50.00'
50.00'
78.54'
J_C m
N 7,250
Z30 M
-C-1
7
� ■
I;U,R�/ I
7 10
1.5k
PT ROAD H
(C RV�
N ,99 .54
W11,57 .93
EL 804.b8
(S OT c
� o
PIPES PPO T t
(BY OTHE S) (Y )
(C RVAP NO ��
N6ki'
0
0
LO
17
PT ROAD H -02'
' VE NO AB-01
N 7,197.55
?g PE MA E T S TTLEM NT E 80 OOg
SU VEY VIONUMEN l--
EE OT T T=60 '
N ,16 .88 N 7 1 2 3
OTI
CONCRETE
-- - - -- '' -- -- \ /CGURB (TYP)
END RAMP \ ?g (SEE NOTE 1)
�C/ ' ' HB-01
N
N 7 060.5
^°� W 1,452.64 \
EL 785.00
SEE REFERENCE \\
DWGS FOR EXISTING
BADE(SEE \
m o
o/
�9
12
RPT = 80.00'
N 7,097.80
W 1,183.88 o
END DOUBLE
G SIDED GUARDRAIL
V 003 (SEE NOTE 6)
C,R•E N 7,042.18
W 1,075.60
PT ROAD H B-02
(CURVE NO HB- 4)
N 7,040.22
1,079.32
EL 804.08
0 1 M14 11,
INU
7
o END 4' F
o N 7,392::
s
i
GIN / � 79 ?g
FENCE DEMO 9
N 7,369 .99
W 1,030.62 BEGIN 4' FBD BO
N 7,361.89
W 908.71 ST-1
L 792.55 (SEE NOTE 3)
PI ROAD HB-02 N 7,291.96
(CURVE NO HB-01) W 863.63 ♦ g0 14
,N 7,219.2 EL 801.17
W�,2g
,124 1
f PI FENCE
8.32 7,257.39
N 7,281.07 8
0
W 1� 18.E W 866.52
W 1,002.13
/EL 80400 EL 802.00 B0 PI FENCE
N 7,233.16 �N 7,286.16
W 1,099.15 W 846.66
EL 803.00 CL 40' MOTO IZE
-SLIDINGGATE
(SEE NOTE 4)
PC ROAD HB-02 `�' N 7,210.46 N 7,243.8
(CURVE NO HB-01) W 990.41 W 856.97
N 7 132.39 ° E L 802.00 g02
W 1,102.33 SLp END ROAD
H B-0
EL 804.08 N 7,245.26 - 7,118.3 12
BEGIN DOUBLE o
SIDED GUARDRAIL a' r W 851.64 W 896.40
(SEE NOTE 6) 'o � $0_00- EL 803.00
N 7,110.26 PI FENCE
�' 46 N 7 145 94
W 1,092.59 0� '
1(V 810.66
N 7,137.53
N 77137.76 W 823.99
W 1,07, .33 80 4 EL 8 2.94
EL 803.00 o
N 7,975.11 Q PI F _N E
N 7,149.85
2 W 1 P059.69 49 _ W 830.52
51
48
1
47
? gz�
34
\SLP = 10.75%- " �-
5
`Ao
At 0°j°
oo�
\8
\100POR pop IF IF
0-1,00 IRON
1 36
TRENCH F
25
w 1, 32.U6 \ W 418.4 E 80 08� EL 8-7.78� ? \
40 g
9 ?g
452.83
E EN 4" 1 E L 752 BEGIN ROAD WR-02 -
785 N 68 9 Pp = 33 0' , / \ BEGIN RAMP N 6,808.91I;
W 1,456.0 N 6 76 .9 WR-02 W 1,165.09 ?g RPT = 37�50
INVT EL 783. 2 W 1,376. 7 N 6,715.29 EL 792.36 N 6,801.3 `
78 •• s� /EL 792. 0� / W 1,123.75 �, W 894.07
\\ \\ EL 792.00 ?$
775 6 V- I 3 PC ROAD WR-01 - -- '' -` \ `` RPT = 37.50'
(CURVE NO WR-03) ,, N 6,787.96
N 6,763.37 \ \?g2 \ I I
- ?g � � W 947.54 `
77 EL \ 1 6� W 1,347.49 \ ?g `; RPT = 37.50' `; �� BEGIN BER 1
\ 1 EL 792.36 1 N 6,766.16
76 �� V N �_ 3 ?$5 N ; W 1,034.86 \ W 999.45
RPT = 37.50' `` N N o �` �` EL 792.08 I`
�� 15 N 6,752.81 `
AP. 'Qt \ N �; W 1,088.32
V R 03
7 .75 ® ECTION 37 RPT = 4.00' \ GR•E \
ySA - 38 \ ` N 6,709.05
W FOR CONTINUATION 12 CONCRETE
SEE iWi L-003 \� W 1,128� � CURBP�(SEE�TF�
NOTES: MATCHLINE N 6,683.08 - SEE DWG BLC00-CV-C-GR.PL-003
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BASIN 4. SEE DWG BLC00-CV-C-GR.SD-002 FOR FENCING DETAILS. 7. SEE DWG BLC00-CV-C-GR.SD-002 FOR PERMANENT ©9. NOT USED 12. SEE DWG BLC00-CV-C-GR.SD-005 FOR BASIN PIPE
SECTIONS AND DETAILS. SETTLEMENT SURVEY MONUMENT INSPECTION FRAME AND PENETRATION DETAIL.
5. PROVIDE FENCING WHERE TREELINE DOES NOT PROVIDE LID DETAIL.
2. SEE DWG BLCOO-CV-C-GR.SD-004 FOR TRENCH SCHEDULE, A NATURAL BARRIER. 10. SEE STRUCTURAL DWG BLC00-CD-K-YM.00.PL-010.
LOCATION, AND DETAIL. 8. SEE MECHANICAL ISOMETRIC BLC00-IS-P-WY.20010 FOR
6. SEE DWG BLC00-CV-C-GR.SD-002 FOR TYPICAL SINGLE AND CAUSTIC PIPE ROUTE. 11. PHASE 1 WILL PROVIDE AN ELEVATION OF 788.33' FOR THE
3. SEE DWG BLC00-CV-C-GR.SD-004 FOR CULVERT SCHEDULE. DOUBLE SIDEDGUARDRAIL DETAIL. BOTTOM OF THE HOLDING BASIN.
E 04/04/17 WEG BL ISSUED FOR PERMITTING
STATE PLANE
NORTH
D 03/08/17 WEG BL ISSUED FOR PERMITTING PLANT GRID
Angle (39' 59' 56.753460") NORTH
C 11/18/16 WEG BL ISSUED FOR PERMITTING H 07/11/17 TMP BL ISSUED FOR PERMITTING 0 30' 60'
B 11/04/16 TMP BL ISSUED FOR REVIEW G 06/29/17 WEG BL ISSUED FOR PERMITTING NORTH SCALE IN FEET
A 09/19/16 TMP BL ISSUED FOR REVIEW F 04/11/17 WEG BL ISSUED FOR PERMITTING
no. I date I by I ckd I description no. date by ckd description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.PL-002.dgn 4 5 6 7 8
i i I I I
9
:INTO �� o
IST � NC ti
D FEC E O KEY NOTES:
',381.22 1 RPT = 10.00' 15 RPT = 37.50' 35 BEGIN 45' ROAD
71.06 O N 6,727.16 O N 7,038.32
N 6,890.84 �/ 1 191.06 '
> E DWG 00- V-C-GR.AL-5�7 W 1,041.08 W 1,044.40
�R RETE �I�iv BASIN UTFALL 16 BEGIN 4" PIPE EL 802.97
PLAN AND P`kO IL 2 RPT = 10.00 O N 6,884.75
O N 6,906.59 W 1,018.55 36 END 45' ROAD
O
W 978.02 INVT EL 787.67 N 6,850,74
W 997.57
ORPT = 3.25' 17 450 BEND 4" PIPE EL 792.35
N 7,020.32 N 6,883.78
W 1,066.12 W 1,022.43 37 N 6,712.07
INVT EL 787.58 W 1,253.77
O RPT = 16.50'
55 N 7 070.64 18 45° BEND 4" PIPE 38 N 6,707.47
W 1,012.27 N ,027. 010
1
W 027.W 1,272.21
O5 RPT = 15.00' INVT EL 787.37 39 N 6,826.69
N 7,043.27 19 PVI 4" PIPE W 1,015.96
BEGIN ROAD W 1,004.11 N 6,849.13
O
H B-01 W 1,134.74 40 N 6, 832.51 6 RPT = 15.00 W 992.67
13 N 7,2 9. 4 N 7,012.71 INVT EL 784.88
W 79 .4 W 989.85 20 TRENCH D 41 N 6,945.82
L 800.83 (SEE NOTE 2 W 1,161.23
O7 RPT = 18.00' AND 10)
N 7,045.40 21 N 7,042.65 42 N 6,948.40
W 902.75 W 1,051.58 W 1,150.88
7, 1 .13 Og RPT = 17.00' EL 803.00 43 N 7,153.84
♦♦ 782.36 N 6,976.96 22 TRENCH B W 1,100.12
L 801 0 W 886.43 (SEE NOTE 2)
44 N 7,173.41
O9 RPT = 30.00' 23 PC V-DITCH 2 W 1,117.25
N 7,047.10 N 6,888.74
W 842.76 W 822.56 45 N 7,163.88
32 EL 789.61 W 970.57
10 RPT = 20.00' EL 803.00
co 11 N 6,968.44 24 PI V-DITCH 2
R = 52.53' 46 N 7,178.40
W 825.03 N 6,939.72 W 912.35
\ 11 RPT = 45.00' W 834.80 EL 803.00
N 7,193.10 25 PT V-DITCH 2 47 N 7,131.90
W 823.56 N 6,927.43 O
W 885.99 W 916.94
12 RPT = 20.00' EL 789.37
N 7,218.10 48 N 7,110.77
W 824.03 26 END V-DITCH 2 W 996.18
co N 6,905.82
0 13 RPT = 20.00' W 975.94 49 N 7,123.35
EL 789.09 W 945.72
N 7,282.44
31 W 840.54 27 BEGIN V-DITCH 3
N 6,881.23 50 N 7,126.58
14 RPT = 45.00' W 1,078.56 W 938.28
N 7,304.47 EL 788.76 51 N 7,104.13
W 852.47
?9? 28 BEGIN 30' FBD W 1,056.45
$0 N 7,056.03
W 1,008.84 52 N 7,120.62
EL 797.50 W 1,060.56
g0
_ 0 29 BEGIN 20' FBD 53 BEGIN 36" DUCTILE
SL - 0.5 /° IRON PIPE
N 7,021.51 N 6,948.08
W 870.93 1,156.29 W�o o EL 802.00 INVT EL 796.23
33 0 30 END 20' FBD 54 NOT USED
29 N 6,957.08
W 854.84
EL 799.34
31 PI 4' FBD
30 N 7,113.72 55 RPT = 16.65
N 7,306.58
W 777.76
10 EL 796.31 W 825.55
EL 800.00
2 cA o 32 END 4' FBD 56 RPT = 45.00'
w SLP = .0% N 7,203.07 O
W 805.63 N 6,876.10
EL 793.50 W 873.17
33 BEGIN 20' FBD 57 N 7,120.93
23 B GIN 4 B N 7,026.33
0 053 W 947.18
\ N 6,90 .8 EL 802.00 ©58 36" DUCTILE IRON PIPE
`Ao cAo� W71.5
EL 80 .0 34 END 20' FBD
N 7,071.46 59 PIPE CONTINUATION
\ W 883.32 ABOVE GROUND
E - 797.00
\ 60 PIPE CONTINUATION
AREA C� x I••IOL U I BELOW GROUND
STATE DOT TI
PERMIT IS OBTA N D
�. 3:1 LP (TYP) 61 END 4" HDPE PIPE
I O2 AD WR-01 (SEE NOTES 8 AND 12)
(C�I�RVE NO WR-02) N 6,811.13
N 6 88 .73 W 953.00
W 45.�0
INVT EL 789.40
PC OAP WR-01
o (C�UF�VE NO WR-02
o cs N , 840.2
--� W 833.29
tO EL 792.15
END SIDE�ING
GUARDRAIL
(SEE NOTE
N 6,798 23
BEGI MP t���N�llel�le�r�a
\ W 823.8 W R-01 �.���f•,
N 6,784. 4
W 845.17
�9L 792.00 EAL
u
a \ RPT = 4.00' 0231-79
�,781.48
\0' 38.21
3 8
m J_C
FCC
F-D�
.yoil
N 6,784.2
8920o Jul 13 2017 7:26:54
TITLE WATER REDIRECTION PROGRAM F
WATER RETENTION BASIN
PRELIMINARY - NOT GRADING AND DRAINAGE PLAN
SHEET 1
FOR CONSTRUCTION
FOR BELEWS CREEK STEAM STATION U1 &2
BURNS SCALE: 1" = 30' CON: 5.8120
N&MMONNELL -fit DUKE DWG TYPE: CVL DFTR: SKN
ENERGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY KANSAS CITY, MO 64114 STOKES COUNTY, NC DATE: 08/03/16 ENGR: TMP
816-333-9400
FILENAME: BLC00-CV-C-GR.PL-002.dgn APPD: WEG
FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH E1 30.0"x42.0" �+-
BLC00-CVC-GR.PL-OO2 H
9 1 11/2017 sknichols 8:44:07 AM
I I

-C-1
-E-1
PURM�MONUM� a
T.
Nssr"e:za 31
N6
3
N
BEGIN .� N
SPILLWAY m
N 6 653.70
W 1,371.65 - Z Z
EL 792.00
�G
oZ
N
RETENTION BASI
EMERGENCY SPILLWAY
(SEE NOTE 2) \\
END SPILLWAY
N 6,579.96 \\
W 1,353.24
EL 792.00
i
T
Y
15
rn
�
o
CO
-�
c9
N
(_0
N
Q
\
END BERM 2
PI ROAD WR-02
N 6,315.05
W 1,041.79
EL 792.08
\ /7785uo 00
LO
-� \
VJ \ \
5 6
MATCHLINE N 6 683.08 -SEE DWG BLC00-CV-C-GR.PL-002
` O `
Z\
\
-4 cA
\ \1_0 \
\ ` p N do
0 o
\
\
END AMP
WR-0? \ ,
\ N 6,512.25 `15
\W 1,039.05
EL 781.00 \ \
\
\
� P CONCRETE `
CUR (TYP) \
\\ RPT = 37.50'
N 6,386.81 \`
W 940.15
RPT = 37.50'
N 6,369.61 `\
`\ W 1,009.03 \
12�
EmD RAMP
W R-01
N 6,565.82
W 824.50 _
EL 781.00
\
CONCRETE
CURB (TYP)
\
\
\
\
\
RPT = 37.50'
N 6,425.81
W 783.94
\
RPT = 37.50'
N 6,408.61
\ W 852.83
7-
a
\
W
792
19 79
78
78 END BERM 1
\
PI BERM
N 6,354.05
W 885.59
N 6,293.55 EL 792.08 RPT = 37.50'
W 940.06 N 6,338.49
\
N 6,287.25 N 6,326.25 \/\/ 762.14
W 965.28 W 809.08
RPT = 37.50' N 6,332.55
N 6,282.29
W 783.85
W 987.23
77B.5
7 80
SEE REFERENCE
DWGS FOR EXISTING
GRADE
i
/,7785/
i
v
O
Qv
o
\o
N
A
do
c9
N 6,000 C Rm
GR.Ev ,00 Z N
o AGO
r��Z
Zy
o \
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BASIN SECTIONS AND DETAILS. 4. PROTECT BURIED PORTION OF TWO EXIST 12" HDPE PIPES AND
TRIM REMAINED EXPOSED PIPES AS NEED TO BE FLUSH WITH
2. SEE DWG BLC00-CV-C-GR.SD-004 FOR RETENTION BASIN EMERGENCY SPILLWAY DETAIL. SURFACE.
3. SEE DWG BLC00-CV-C-GR.SD-002 FOR PERMANENT SETTLEMENT SURVEY MONUMENT 5. SEE DWG BLC00-CV-C-PA.PL-002 FOR PIPE OUTLET PROTECTION.
INSPECTION FRAME AND LID DETAIL.
D 03/08/17 WEG BL ISSUED FOR PERMITTING
C 11/18/16 WEG BL ISSUED FOR PERMITTING
B 11/04/16 TMP BL ISSUED FOR REVIEW
A 09/19/16 TMP BL ISSUED FOR REVIEW
no. I date I by I ckd I description no. date by ckd description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Perm1t\BLC00-CV-C-GR.PL-003.dgn 4 5
\
LINE N 5,948.73 -
B L C00-CV-C-G R. P L-004
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
EC�IN �_-D
D\JTCH 1
!N TCH 2
,4 88?
I 4.45
\ \PA� W -0
6,3 0\6
/ 79 1q -o
Z
m
I
r
O
0
PLANT GRID
NORTH
0 30' 60'
SCALE IN FEET
I
a
i
\ Q0
P\ \ E \ CE o
N 6 14 .00 L'
\A/ GG7 A I1
EXIST 15" HDPE
N
�T 1 "HDPE
L O &5
NC
,0$7. 8
■ J_C
■
d
c9
I
C
�D�
SEAL
0231-79
Mar 10 2017 10:42:18
TITLE WATER REDIRECTION PROGRAM F
WATER RETENTION BASIN
PRELIMINARY - NOT GRADING AND DRAINAGE PLAN
FOR CONSTRUCTION SHEET 2
FOR BELEWS CREEK STEAM STATION U1 &2
BURNS SCALE: 1" = 30' CON: 5.8120
N&MMONNELL
DUKE DWG TYPE: CVL DFTR: SKN
E N E RGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY KANSAS CITY, MO 64114 STOKES COUNTY, NC DATE: 03/30/16 ENGR: TMP
816-333-9400 FILENAME: BLC00-CV-C-GR.PL-003.dgn APPD: WEG
FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH E1 30.0"x42.0" - BLC00-CVC-GR.PL-003 D
9 1 8/2017 sknichols 2:17:43 PM
I I

I I I I 1 1
2 3 4 5 6 7
I
MATCHLINE N 5 948.73 - SEE DWG BLCOO-CV-C-GR.PL-003
mi
CURVE DATA
NO.
DELTA
DEGREE
RADIUS
TANGENT
LENGTH
WR-01
39043'04"
127019'26"
45.00'
16.25'
31.19'
WR-04
90000'00"
125055'29"
45.50'
45.50'
71.47'
WR-05
17030'02"
163042'08"
35.00'
5.39'
10.69'
WR-06
17030'02"
163042'08"
35.00'
5.39'
10.69'
WR-07
17030'02"
163042'08"
35.00'
5.39'
10.69'
WR-08
17030'02"
163042'08"
35.00'
5.39'
10.69'
KEY NOTES:
BEGIN FENCE DEMO
N 5,580.75
W 402.06
-A-
PI FENCE DEMO
N 5,467.98
W 414.52
END FENCE DEMO
6
N 5,428.79
W 387.16
END FENCE DEMO
TIE INTO EXIST FENCE
(SEE NOTE 5)
N 5,398.43
W 437.61
N 5,750
-C-1
-E-1
N 5,500
0
C:,
LO
0
`11 60 0
C,
-A
mw*
LO
\�NT N
Mg U
('0 W6f
M
Rio]
PC ROAD WR-91
(CURVE NO WR-04
N 5,392.45
W 1,056.76
EL 792.08
PI ROAD WR-01
(CURVE NO WR-04)
DETAIL 6 0 10,
20'
NOTES: KL�7 SCALE IN FEET
1.
SEE DWG BLCOO-CV-C-GR.SD-003 FOR TYPICAL BASIN SECTIONS AND 4.
SEE DWG BLCOO-CV-C-GR.SD-002 FOR PERMANENT SETTLEMENT
DETAILS.
SURVEY MONUMENT INSPECTION FRAME AND LID DETAIL.
2.
SEE DWG BLCOO-CV-C-GR.SD-004 FOR CULVERT SCHEDULE. 5.
SEE DWG BLCOO-CV-C-GR.SD-002 FOR GATE AND FENCING DETAILS.
3.
SEE DWG BLCOO-CV-C-GR.SD-002 FOR TYPICAL SINGLE SIDED 6.
SEE DWG BLCOO-CV-C-GR.SD-001 FOR CASING PIPE DETAIL.
GUARDRAIL DETAIL.
E
06/29/17
WEG
BL
ISSUED FOR PERMITTING
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
lbylckdl
description
no.1
date
lbylckdl
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BEGIN SINGLL
SIDED GUAR RAIL
N 5,841.48
W 932.32
RPT = 45.00'
N 5,812.95
W 970.55
RPT 45.00'
N 5,754.75
W 901.90
00
CP
C-0
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0M."PIOR-0 WIN
T R AD R
0 W �0 1
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BEGIN ROAD WR-03\
N 5,366.47
W 1,039.10
EL 792.08-----
END SINGLE SIDED
GUARDRAIL
N 5,845.60
W 915.83
RPT = 45.00'
N 5,838.39
W 868.68
END ROAD WR-02
N 5,711.09
W 891.00
EL 792.00
SEE REFERENCE
DWGS FOR EXISTING
GRADE
C. ww 001"
STATE PLANE
NORTH
Angle (39' 59'56.753460")
- - - - - - - -
PLANT GRID
NORTH
0 30' 60'
SCALE IN FEET
LQ
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BEGIN SINGLE
SIDED GUARDRAIL
N 5,545.44
W 526.53
END SINGLE RPT = 38.00'
SIDED GUARDRAIL N 5,517.07
N 5,476.33 -
W 568.02 W 557.58
description
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N 5,486\.92
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N 5,522.5�
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RIPT = 16.0
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Jun 29 2017 15:04:36
TITLE WATER REDIRECTION PROGRAM F-
WATER RETENTION BASIN
PRELIMINARY - NOT GRADING AND DRAINAGE PLAN
FOR CONSTRUCTION SHEET3
*4*k* B U R N S
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
FOR BELEWS CREEK STEAM STATION
U1&2
DUKE
rl 110%%/
ENEM%.7 10
STOKES COUNTY, NC
SCALE: 1 30'
CON: 5.8120
DWG TYPE: CVL
DFTR-. SKN
JOB NO'. 88673
CHKD-. BL
DATE: 08/03/16
ENGR'. TMP
FILENAME: BLCOO-CV-C-GR.PL-004.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH El
30.0"x42.0"
BLCOO-CV-C-GR.PL-004
E
9
I
1 29/2017 sknichols 11:23:34 AM
I

ON
�—C
�—D
�—E
T
2
T
3
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTION PRIMARY/HOLDING BASIN AND
TYPICAL BERM SECTION SECONDARY BASIN.
2. SEE DWG BLC00-CV-C-PA.PL-004 FOR CONCRETE PAVING JOINTING PLAN.
3. SEE DWG BLC00-CV-C-PA.PL-005 FOR CONCRETE PAVING JOINTING PLAN.
D 103/08/171 WEGI BL I ISSUED FOR PERMITTING
C 111/18/161 WEGI BL I ISSUED FOR PERMITTING
B 111/04/16I TMP I BL I ISSUED FOR REVIEW
A �09/19/16�TMP� BL ISSUED FOR REVIEW
no. I date I by I ckd I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-PA.PL-001.dgn
T
4
T
5
4. ALL AREAS THAT ARE DISTURBED BY CONSTRUCTION AND NOT SHOWN TO BE SURFACED SHALL BE SEEDED.
no. I date I by I ckd I description
T
6
5"ASPHALT
D D D
. 8" CONCRETE
D D D
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
T
7
!�'I
�w-;-
4 5 6 7
1 1 1
6" CRUSHED ROCK
PLANT GRID
NORTH
0 30' 60'
SCALE IN FEET
I
6" TOPSOIL AND
SEEDING
T
9
11111111111111111111121
PRELIMINARY - NOT
FOR CONSTRUCTION
FOR
WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
SURFACING PLAN
SHEET 1
I
BELEWS CREEK STEAM STATION U1&2
BURNS SCALE: 1" = 30' CON: 5.8120
WISDONNELL
DUKE DWG TYPE: CVL DFTR: SKN
E N E RGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY KANSAS CITY, MO 64114 STOKES COUNTY, NC DATE: 08/03/16 ENGR: TMP
816-333-9400
FILENAME: BLC00-CV-C-PA.PL-001.dgn APPD: WEG
FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El BLC00-CV-C-PA.PL-001 D
9 1b8/2017 jmbrunkhor!2t22:16 PM
I I
FC
C--�
D--�
F--�

■
—C�
—E�
2 3 4
N 5,750
N 5,500
0
N 5,250
S.EE NOTE
0
0
LIMITS OF 6" CRUSHED ROCKJ
c
—LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK
/,--- LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK (EL 781')
\ \ 0 CO
00 c0 N
00 \
\—ice
Nv
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTION SECONDARY BASIN. 4. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL CONCRETE PAVEMENT DETAILS.
2. ALL AREAS THAT ARE DISTURBED BY CONSTRUCTION AND NOT SHOWN TO BE SURFACED 5. SEE DWG BLC�00-CV�-C-GRSD�-003FOR TYPICAL SPLASHPAD DETAIL.
SHALL BE SEEDED.
3. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL RIPRAP V-DITCH DETAIL.
E 06/29/17 WEG BL ISSUED FOR PERMITTING
D 03/08/17 WEG BL ISSUED FOR PERMITTING
C 11/18/16 WEG BL ISSUED FOR PERMITTING
B 11/04/16 TMP BL ISSUED FOR REVIEW
A 09/19/16 TMP BL ISSUED FOR REVIEW
no. I date I by I ckd I description no.1 date lbylckdl description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-PA.PL-003.dgn 4 5
H
LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK
LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK (EL 781') CP
LIMITS OF
8" CONCRETE
N 5,482.77
W 690.66
LIMITS OF
8" CONCRETE
N 5,480.35
W 700.37
SAW JOINT /
15' X 15' (TYP)
( EE NOTE 4)
8
LEGEND
6" CRUSHED ROCK 15" RIPRAP
QCI
6" TOPSOIL AND 8" CONCRETE
SEEDING
SAW JOINT
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
k-�IMITS OF
8" CONCRETE
N 5,437.58
W 689.69
LIMITS OF
8" CONCRETE
N 5,440.00
�W 679.99
PLANT GRID
NORTH
0 30' 60'
SCALE IN FEET
15" �lPf
N 5, 11.
W 616,7
6 7 8
I I I
:7
q
1
LIMIT OF
1 r5" �I RAP
S F 6" Ry' 'ED RO
I O 1Top..
P
I
II E T 3
I.1 Q A
vwv - SM T
0231-79
:+ w
. A&V � �*
Jun 29 2017 15:09:01
[Al
FCC
TITLE WATER REDIRECTION PROGRAM F
WATER RETENTION BASIN
PRELIMINARY - NOT SURFACING PLAN
FOR CONSTRUCTION SHEET 3
Nv
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTION SECONDARY BASIN. 4. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL CONCRETE PAVEMENT DETAILS.
2. ALL AREAS THAT ARE DISTURBED BY CONSTRUCTION AND NOT SHOWN TO BE SURFACED 5. SEE DWG BLC�00-CV�-C-GRSD�-003FOR TYPICAL SPLASHPAD DETAIL.
SHALL BE SEEDED.
3. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL RIPRAP V-DITCH DETAIL.
E 06/29/17 WEG BL ISSUED FOR PERMITTING
D 03/08/17 WEG BL ISSUED FOR PERMITTING
C 11/18/16 WEG BL ISSUED FOR PERMITTING
B 11/04/16 TMP BL ISSUED FOR REVIEW
A 09/19/16 TMP BL ISSUED FOR REVIEW
no. I date I by I ckd I description no.1 date lbylckdl description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-PA.PL-003.dgn 4 5
H
LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK
LIMITS OF 15" RIPRAP/
6" CRUSHED ROCK (EL 781') CP
LIMITS OF
8" CONCRETE
N 5,482.77
W 690.66
LIMITS OF
8" CONCRETE
N 5,480.35
W 700.37
SAW JOINT /
15' X 15' (TYP)
( EE NOTE 4)
8
LEGEND
6" CRUSHED ROCK 15" RIPRAP
QCI
6" TOPSOIL AND 8" CONCRETE
SEEDING
SAW JOINT
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
k-�IMITS OF
8" CONCRETE
N 5,437.58
W 689.69
LIMITS OF
8" CONCRETE
N 5,440.00
�W 679.99
PLANT GRID
NORTH
0 30' 60'
SCALE IN FEET
15" �lPf
N 5, 11.
W 616,7
6 7 8
I I I
:7
q
1
LIMIT OF
1 r5" �I RAP
S F 6" Ry' 'ED RO
I O 1Top..
P
I
II E T 3
I.1 Q A
vwv - SM T
0231-79
:+ w
. A&V � �*
Jun 29 2017 15:09:01
[Al
FCC
TITLE WATER REDIRECTION PROGRAM F
WATER RETENTION BASIN
PRELIMINARY - NOT SURFACING PLAN
FOR CONSTRUCTION SHEET 3
B U R N S
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
FOR BELEWS CREEK STEAM STATION
U1 &2
DUKE
ENERGY®
STOKES COUNTY, NC
SCALE: 1"= 30'
CON: 5.8120
DWG TYPE: CVL
DFTR: SKN
JOB NO: 88673
CHKD: BL
DATE: 08/03/16
ENGR: TMP
FILENAME: BLC00-CV-C-PA.PL-003.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
BLCOO-CV-C-PA.PL-003
E
g
I
1 29/2017 sknichols 11:48:16 AM
I

N 7,250
1 1
2 3 4 5 6 7
0
0
In
q
—C-1
-E-1
N 7,
7
CONCR�T€ C RB (TYP)
8p (SEE NO E 2 A
10
rod 8p4
1�
8p3
D�
DOELED CON RA TION JOINT
60' X 60' (TYP)
(SEE' OTE 1)
79
�cbh 1� END CONCRETE URB
N 7,�67.60
URB CRE E 1� W 1,15�.73
O 7,0514 �� 7g N� OI 5 96N RE CU B B
W 1,448.
O 1� -�_ RPT=-21.00' �\ ,152. 2
`b END CONCRETE C B
m BEGIN�NCR TE �� TETHER LOCATION N 7,097.82 - w N 7 028.18 8
URB SEE NOT 3 -- W 1,183.89 - o '
7 0 6.8 78 N 7,107,0 - - \ w W 1.145.
.� W 1,229.65
/
-`+- -- - SAW JOINT
15' X`15' (TYP)
1 (SEE NOTE 1)
-A --
Xx
- +- 1
5
5, 15 %RPT = 21.00'------ 8p5
- --� - ; - 15, 1 :'_.-- N 7,018.54
- 15, W 1,166.1Q - - - o C
RPT = 41.00'--- 15, , r - '- CP-
-N 7 021.06 5
-' -- 15' 1 -_ - TTETHER LOCATIO
W 1,465.69 15' SEE NOTE 3
15 _ N .6,--87.4T" - 0
15It -� --
15' _
\w 15`
wIt
cr_
OD _ ---� ,
w o ` RPT - 21.00' -, r - p�
w w N 6,943.45 --�8/
\ W 1,466.92-';---
-� BE N CO CRET B 8p�
N 7,0 3.93
o W 1,149.77 D
-t -
7
80
:+---TA
-
7
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL CONCRETE PAVEMENT DETAILS.
2. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL CONCRETE CURB DETAIL.
3. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL TETHER DETAIL.
D 103/08/171 WEGI BL I ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
LEGEND
------- SAW JOINT
DOWELED CONTRACTION JOINT
THICKENED EDGE
79
5-
S 00
x
7g5 y
9 �
7g2
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
PLANT GRID
NORTH
0 20' 40'
SCALE IN FEET
7
v'
/ SEA
0231-79
��III �• ►kti�
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
no. I date I by I ckd I description
4 5 6 7 8 9
i i I I I I
f
. !l1#111;10N, -
Mar 10 2017 10:44:51
TITLE WATER REDIRECTION PROGRAM F
WATER RETENTION BASIN
CONCRETE PAVEMENT JOINTING PLAN
SHEET 1
FOR BELEWS CREEK STEAM STATION U1 &2
DUKE DWG TYPE: CVL DO R: 5SKN0
ENEnmkfl'7'* YO JOB NO: 88673 CHKD: BL
STOKES COUNTY, NC DATE: 08/26/16 ENGR: TMP
FILENAME: BLC00-CV-C-PA.PL-004.dgn APPD: WEG
DWG SIZE DRAWING NO. REVISION
ARCH E1
30.0"X42.0" BLC00-CV-C-PA.PL-004 D
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-PA.PL-004.dgn
1b/8/2017 sknichols 2:30:05 PM
I

I I I I 1 1
2 3 4 5 6 7
IJ_1
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�C
�D
�E
7g
W 1,000 j
W 750
0 0
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BEGIN
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END
CUR[
N 6,3
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0
LO
ti
[(i
1
BEGIN CONCRETE
5
CURBco
N 6,515.74
15
�$
W 1,03 .68
END NCR
1
/
- 5' 15
CU�co
N 509.69
_ 15
W 1,045.55
5
/
15,
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--
1
5'
5' 1
-
-
0000
15,
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15,
-
/�ICRET
=
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N 6,760.8
1,031. 7
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785
END CONCRET
URB�/
N 6,7
_
.87
947.5
,�
7g
>
E
7g2
DOWELED CONTRACTION JOINT
60' X 60' (TYP)
(SEE NOTE 1)
SAW JOINT
15' X 15' (TYP)
(SEE NOTE 1)
CONCRETE CURB (TYP)
(SEE NOTE 2)
END CONCRETE
CURB
N 6,765.66
W 1,043.05
v�0
79 =
oa
15,
15
BEGIN CONCRETE
CURB
N 6,791.37
W 940.08
15 - SAW JOINT
�\� N 15' - ` 15' X 15' (TYP)
co
`O - - 15(SEE NOTE 1)
15 1 CO CRETE CURB TYP
/ , 1
5, ( )
EE NOTE 2)
r DOWELED CONTRACTION JOINT
B GI ON E 5, 1 = 60X 60' (TYP)
CVRB� - 1 - (SEE NOTE 1)
N 6,412.84 15 j
W 829.6 -v 15, 15
0 16 ; / — 15' 15' 10'
\ \� 15, 151 11 15
N Q0 'A 15 15, - - = 15' 15' 15'
15 15
15' > 15' 15' 15'
10' �` 15 15
_ - %ENJC ONCCgETE
CAB i
�B / BEG CO RETE N 6,564.
\ - N 7BCUR W 3.5 2
/ 7� 79
EN � C � N ,566.
CURB W 8 .55
N 6,41 .66
7g
7g2�
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL CONCRETE PAVEMENT DETAILS.
2. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL CONCRETE CURB DETAIL.
D 103/08/171 WEG I BL I ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-PA.PL-005.dgn
LEGEND
------------------- SAW JOINT
DOWELED CONTRACTION JOINT
THICKENED EDGE
no. I date I by I ckd
description
5
i
■
N
M
STATE PLANE
Angle (39' 59' 56.753460") NORTH
PLANT GRID
NORTH
7
0 20' 40'
SCALE IN FEET
a
1
TITLE
PRELIMINARY - NOT
FOR CONSTRUCTION
NBURNS
&MSDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
9
1
1
1
1
1
�y
a
SEA
0 2 31-7 9
�oil# 11 ON,
Mar 10 2017 10:45:21
WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
CONCRETE PAVEMENT JOINTING PLAN
SHEET 2
FOR BELEWS CREEK
STEAM STATION
U1 &2
DUKE
ENERGY®
STOKES COUNTY, NC
5SKNxf 0
DWG TYPE: CVL
DO R:
JOB NO: 88673
CHKD: BL
DATE: 08/26/16
ENGR: TMP
FILENAME: BLC00-CV-C-PA.PL-005.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"X42.0°
BLC00-CV-C-PA.PL-005
D
1 8/2017
1
jmbrunkhor2t14:10 PM
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SUBGRADE (TYP)
I
770
770
0 40' 80'
HORIZ:
SECTION
A
SCALE IN FEET
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0 10, 20'
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SCALE IN FEET
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ROCK FINISH GRADE
EL 781.00
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(SEE NOTE 5)
L
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780
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12" GRANULAR
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770
770
0
40' 80,
HORIZ:
SECTION
A
SCALE IN FEET
LOOKING EAST
GR.PL-002
0
10, 20'
GR.PL-003
VERT:
GR.PL-004
SCALE IN FEET
830
830
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780
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-I
--
-- -- -- --
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ANCHOR TRENCH
FINISH GRADE (TYP) (SEE NOTE 5)
780
,r�+'' �rr��i++r►r
+*'�
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(SEE NOTE 4)
1
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VL
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8" CONCRETE (TYP)
SEAL
770
12" GRANULAR
770
0231-79
MATERIAL
IL
m C`�tiY�ky
111+eoi
760
760
0
40' 80'
Mar 10 2017 10:46:06
HORIZ:
SECTION
B
SCALE IN FEET
LOOKING NORTH
GR.PL-003
0
10, 20'
`�
VERT:
NOTES:
SCALE IN FEET
1. SEE DWG BLC00-CV-C-GR.SD-003
FOR TYPICAL BERM SECTIONS.
4.
SEE DWG BLC00-CV-C-GR.SD-003 FOR GEOTEXTILE,
HDPE AND
7. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL ROAD SECTION
TITLE WATER REDIRECTION PROGRAM
GCL LINER
ARRANGEMENTS.
DETAIL.
WATER RETENTION BASIN
2. SEE DWGS BLC00-CV-C-PA.PL-001,
BLC00-CV-C-PA.PL-002, AND
BLC00-CV-C-PA.PL-003 FOR WATER RETENTION BASIN SURFACING
5.
SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL ANCHOR
TRENCH
PRELIMINARY -NOT
GRADING SECTIONS
PLANS.
DETAIL.
SHEET 1
FOR CONSTRUCTION
3. SEE DWG BLC00-CV-C-GR.SD-003 FOR CONCRETE CURB DETAIL.
6.
SEE REFERENCE DWGS FOR EXIST GRADE.
FOR BELEWS CREEK STEAM STATION U1&2
I
BURNS
N&MMONNELL
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
DUKE
SCALE: 1"=40'
CON: 5.8120
ENERGY®
DWG TYPE: CVL
DFTR: SKN
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
JOB NO: 88673
CHKD: BL
9400 WARD PARKWAY
STOKES COUNTY, NC
DATE: 08/03/16
ENGR: TMP
B
11/04/16
WEG
BL
ISSUED FOR REVIEW
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
FILENAME: BLC00-CV-C-GR.EV-001.dgn
APPD: WEG
A
09/19/16
WEG
BL
ISSUED FOR REVIEW
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
BLCOO-CV-C-GR.EV-001
D
no.
I date
I by
I ckd
I description
no.
date
by
ckd
description
�`C
EN 0
C-
D-
F-
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.EV-001.dgn
4 5 6 7 8 9
1 1 1 1 1 1
10/8/2017 sknichols 2:09:19 PM
I

T
2
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3
T
4
T
5
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7
T
9
�_C
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820
810
800
790
z
O
780
W
J
W
770
760
750
740
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTIONS.
2. SEE DWGS BLC00-CV-C-PA.PL-001, BLC00-CV-C-PA.PL-002, AND
BLC00-CV-C-PA.PL-003 FOR WATER RETENTION BASIN SURFACING
PLANS.
D 103/08/171 WEGI BL I ISSUED FOR PERMITTING
C 111/18/161 WEGI BL I ISSUED FOR PERMITTING
B 111/04/161 TMP I BL I ISSUED FOR REVIEW
MATCH EXIST
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6
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00
~o
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0
00
oo
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3
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=
ANCHOR TRENCH (TYP)
(SEE NOTE 4)
_
(TYP)
_
%
�- --I
-- 11 Ll_ -J -_ -- -- -- -- -- -- -- -- -- --
L LI
J L-- - -- -- -- -- -- -- -- 1-11-1-1L.--- -- -- -- -- -- -- -- 1� -- -- -- -- --
H LrLr lT
LLI
-- = - -
—_
—
I i
12" GRANULAR
MATERIAL
(TYP)
BASIN LINER SYSTEM
(TYP)
COMPACTED
(SEE NOTE 3)
SUBGRADE (TYP)
EXIST GRADE
3. SEE DWG BLC00-CV-C-GR.SD-003 FOR GEOTEXTILE, HDPE, AND
GCL LINER ARRANGEMENTS.
4. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL ANCHOR TRENCH
DETAIL.
5. SEE REFERENCE DWGS FOR EXIST GRADE.
A �09/19/16� TMP BL ISSUED FOR REVIEW
no. I date I by I ckd I description
/:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.EV-002.dgn
no. I date I by I ckd
6. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL ROAD SECTION.
description
0 40' 80'
HORIZ: mmmml
SECTION C SCALE IN FEET
LOOKING NORTH GR-PL-003 0 10, 20'
`i VERT:
SCALE IN FEET
820
810
800
790
z
O
780 �
W
J
W
770
760
750
740
11111114
PRELIMINARY - NOT
FOR CONSTRUCTION
FOR
BURNS
N&MMONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
_
SEAL �I
w
0231-79
��� ��yyttitti�
fit tot
Mar 10 2017 10:46:37
WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
GRADING SECTIONS
SHEET 2
BELEWS CREEK STEAM STATION U1&2
DUKE DWG TYPE CVL DO R: 5SKN0
Aft ENERGY® JOB NO: 88673 CHKD: BL
STOKES COUNTY, NC DATE: 08/03/16 ENGR: TMP
FILENAME: BLC00-CV-C-GR.EV-002.dgn APPD: WEG
DWG SIZE DRAWING NO. REVISION
ARCH El B LC00-CV-C-G R. EV-002 D
FC
C__�
D--�
F--�
4
5
6 7
1 1
8 9
1 1
10/8/2017 sknichols 2:10:35 PM
I

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2
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7
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9
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SECTION
LOOKING NORTHEAST GR-PL-002
0 20' 40'
HORIZ:
SCALE IN FEET
VERT: o s' 10'
SCALE IN FEET
0 20' 40'
HORIZ:
SECTION F SCALE IN FEET
LOOKING NORTHEAST GR-PL-002 0 5' 10,
`000 VERT:
SCALE IN FEET
We
BE
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790
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WOE
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z
O
>
w
J
w
790
770
z
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O
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a
a
w
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J
J
w
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NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTIONS. 4. SEE DWG BLC00-CV-C-GR.SD-003 FOR GEOTEXTILE, HDPE AND 7. SEE DWG BLC00-CV-C-GR.SD-004 FOR TYPICAL BASIN STRUCTURE/LINER
GCL LINER ARRANGEMENTS. CONNECTION DETAIL.
2. SEE DWGS BLC00-CV-C-PA.PL-001, BLC00-CV-C-PA.PL-002, AND
BLC00-CV-C-PA.PL-003 FOR WATER RETENTION BASIN SURFACING 5. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL ANCHOR TRENCH 8. SEE REFERENCE DWGS FOR EXIST GRADE.
PLANS. DETAIL.
9. SEE DWG BLC00-CV-C-GR.SD-001 FOR TYPICAL ROAD SECTION.
3. SEE DWG BLC00-CV-C-GR.SD-003 FOR CONCRETE CURB DETAIL. 6. SEE DWG BLC00-CV-C-GR.SD-004 FOR TRENCH SCHEDULE.
E 06/29/17 WEG BL ISSUED FOR PERMITTING
D 04/04/17 WEG BL ISSUED FOR PERMITTING
C 03/08/17 WEG BL ISSUED FOR PERMITTING
B 111/18/171WEGI BL I ISSUED FOR PERMITTING
z
O
>
w
J
w
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790
:1
1
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790
770
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GRADE
0°
N
EL 805.03
co
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��
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// EXIST GRADE
/
/
FINISH GRADE
6" CRUSHED
/
ROCK
/
/
6" TOPSOIL AND
— —
SEEDING (TYP)
3
11
16 OZ/SY GEOTEXTILE (TYP)
(SEE NOTE 9)
o
3—
II
ANCHOR TRENCH
(SEE NOTE 5)
BASIN LIN(TYPER
SYSTEM
15" RIPRAP (TYP)
SEE NOTE 4)
� )
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12 GRANULAR
— — —
/CONCRETE CURB
MATERIAL (TYP)
— - —
I.
(SEE NOTE 3)
—111 —
8" CONCRETE (TYP)
FINISH GRADE
EL 781.00'
COMPACTED
SUBGRADE (TYP)
SECTION
LOOKING NORTH GR-PL-002
SECTION G
LOOKING NORTHEAST GR-PL-002
10. REFER TO PIPE MATERIAL SPECIFICATIONS.
11. CONTINUATION OF PIPELINE TO RETENTION BASIN PRIMARY INLET
STRUCTURE. SEE DWG BLC00-CV-C-GR.PL-002 FOR PIPE ROUTING
A �11/04/16�TMPJ BL I ISSUED FOR REVIEW
no. I date I by I ckd I description no. I date I by I ckd description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.EV-003.dgn 4 5 6 7 8
i i I I I
0 20' 40'
HORIZ:
SCALE IN FEET
VERT: 0 5' 10'
SCALE IN FEET
0 20' 40'
HORIZ: 00000119
SCALE IN FEET
VERT: o s' 10'
SCALE IN FEET
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
S&MSDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
1
1
:11
790
770
:11
790
z
O
>
w
J
w
z
O
a
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J
w
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}
r7CliL � 4
0231-79
d'
m E
Jun 29 2017 14:57:08
TITLE WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
GRADING SECTIONS
SHEET 3
FOR BELEWS CREEK STEAM STATION
U1&2
DUKE
ENERGY®
STOKES COUNTY, NC
.8120
5SKN
DWG TYPE CVL
DO R:
JOB NO: 88673
CHKD: BL
DATE: 08/03/16
ENGR: TMP
FILENAME: BLC00-CV-C-GR.EV-003.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
BLC00—CV—C—GR.EV-003
E
A-�
C�
D--�
F�
10/29/2017 sknichols 12:40:04 PM
I

T
2
T
3
T
4
T
5
N
T
7
T
9
�—A
�C
�—D
�E
NOTES:
1. SEE DWG BLC00-CV-C-GR.SD-003 FOR TYPICAL BERM SECTIONS
3. SEE DWG BLC00-CV-C-GR.SD-003 FOR GEOTEXTILE, HDPE AND
GCL LINER ARRANGEMENTS.
2. SEE DWGS BLC00-CV-C-PA.PL-001, BLC00-CV-C-PA.PL-002, AND 4. SEE DWG BLC00-CV-C-GR.SD-004 FOR TYPICAL BASIN
BLC00-CV-C-PA.PL-003 FOR WATER RETENTION BASIN SURFACING STRUCTURE/LINER CONNECTION DETAIL.
PLANS.
5. SEE REFERENCE DWGS FOR EXIST GRADE.
C 106/29/171 WEGI BL I ISSUED FOR PERMITTING
B 103/08/171 WEGI BL I ISSUED FOR PERMITTING
A 111/18/161 WEGI BL I ISSUED FOR PERMITTING
z
O
I-
Q
LU
J
W
:11
r•1
r:l
770
760
z
O
Q
LU
J
W
no. I date I by I ckd I description I no. date by ckd description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.EV-004.dgn 4 5
F-1111111
:11,
790
770
SECTION M
LOOKING NORTHWEST GR-PL-003
SECTION W
LOOKING EAST GR-PL-004
0 20' 40'
HORIZ:
SCALE IN FEET
VERT: o s' 10'
SCALE IN FEET
:11,
:R
770
0 20' 40'
HORIZ: 0009
SCALE IN FEET
VERT: 0 5' 10'
SCALE IN FEET
z
O
Q
LU
J
W
:11
790
:1
770
760
z
O
I-
Q
LU
J
W
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
".._ S -..
EAL
0231-79
'Qm • �,,t
Jun 29 2017 14:58:24
TITLE WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
GRADING SECTIONS
SHEET 4
FOR BELEWS CREEK STEAM STATION
U1 &2
DUKE
ENERGY®
STOKES COUNTY, NC
5SKN0
DWG TYPE CVL
DO R-
JOB NO: 88673
CHKD: BL
DATE: 11/17/16
ENGR: TMP
FILENAME: BLC00-CV-C-GR.EV-004.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
B LC00-CV-C-G R. EV-004
C
A--�
C�
D--�
F�
h
7
I
h
0
1()/29/2017 sknichols 11:26:28 AM

I I I
2 3 4
5'MAXCTor
5 6
4'
(MAX)
STEEL POST
(TYP)
WIRE FENCING
(IF APPLICABLE)
100' MIN
I�
I
�_C
�D
I— E
5' MAX
(TYP)
GEOTEXTILE FABRIC
PERSPECTIVE VIEW
44" MIN FENCE
POST (5' MAX C TO C)
z z
GEOTEXTILE FABRIC 7�;
0 0
N N
44" MIN FENCE POSTS
DRIVEN 24" INTO GROUND
44" MIN FENCE POST (5' MAX C TO C)
GEOTEXTILE FABRIC
ASTM D4751 WITH 0-6MM AIDS
ASTM D4632 RATED 40ON (90 LB)
ASTM D4491 PERMITIVITY 0.05 SEC
UNDISTURBED 6" (MIN) 6" (MIN
GROUND
FLOW
II-IIII-III �=1 = II � -IIII=IIII=1111� II-IIII-III �=1 - II
IIII=1 11= III z' 1 I=1 I I I=1 I 117 IIII=1 I I-
-
IIII=- -IIII=III
00
N N
'--COMPACTED
SOIL
EMBED GEOTEXTILE FABRIC
INTO GROUND
TYPICAL DOUBLE SILT FENCE TRENCH INSTALLATION DETAIL
NOT TO SCALE
CONSTRUCTION NOTES FOR FABRICATED SILT FENCE
1. GEOTEXTILE FABRIC TO BE FASTENED SECURELY TO
TO FENCE POSTS WITH WIRE OR PLASTIC
ZIP (50 LB TENSILE).
2. WHEN TWO SECTIONS OF GEOTEXTILE FABRIC
ADJOIN EACH OTHER THEY SHALL BE OVER-
LAPPED BY 4 FEET TO NEXT POST.
3. MAINTENANCE SHALL BE PERFORMED AS
NEEDED AND MATERIAL REPLACED WHEN
"BULGES" DEVELOP IN THE SILT FENCE.
4. MAINTENANCE SHALL BE PERFORMED AS REQUIRED
BY THE INSPECTION AND MAINTENANCE PLAN IN THE
EROSION AND SEDIMENT CONTROL PLAN:
- MAINTENANCE SHALL INCLUDE REPLACING TORN,
DECOMPOSED, OR OTHERWISE COMPROMISED
SILT FENCE AS SOON AS PRACTICABLE UPON
IDENTIFICATION.
- SEDIMENT DEPOSITS ON THE UPSLOPE SIDE OF
SILT FENCE SHALL BE REMOVED PROMPTLY TO
PROVIDE ADEQUATED STORAGE VOLUME FOR
THE NEXT RAIN EVENT.
- CARE SHALL BE TAKEN NOT TO DAMAGE THE SILT
FENCE DURING SEDIMENT REMOVAL.
- ONCE THE CONTRIBUTING AREA HAS BEEN
STABILIZED, INSPECTED, AND APPROVED, REMOVE
ALL FENCING MATERIALS, BRING THE DISTURBED
AREA TO GRADE, AND STABILIZE.
FLOW
IIII=IIII=1111�
' 1 I=1 I I I=1 I 11=
COMPACTED SOIL
EMBED GEOTEXTILE FABRIC
INTO GROUND
5. POSTS: STEEL EITHER "T" OR "U" TYPE.
6. INSTALL SAFETY CAPS FOR SILT FENCE STEEL POSTS.
2" OVERLAP
(MIN)
NOTES: (EROSION CONTROL BLANKET SLOPE INSTALLATION)I—IIII-
1. SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT
FOR PROPER SOIL CONTACT.
2. STAPLING PATTERN AS PER MANUFACTURES
RECOMMENDATIONS.
3. DO NOT STRETCH BLANKETS/MATTING TIGHT. ALLOW THE
z
00
3" MIN. NC DOT #5 OR
#57 WASHED STONE -
CLASS I AND II RIPRAP-
z
N
- I
IH=WI_
---:I I I = I -
BRING MATERIAL DOWN TO
A LEVEL AREA, TURN THE
END UNDER 4" AND STAPLE
AT 12" INTERVALS
N HARDWARE CLOTH
-- BETWEEN POSTS AND
COVERED BY STONE
. elm am... i. vami. .9mm.
2 �C
I 'III I �= IIII = IIII = IIII = IIII = IIII = iiii� IIII — I
' ll L ....— = I = j111 —IIII i — — = Ii' III —: _ = I
....
WOVEN FILTER
.—
FABRIC I —
ROLLS TO CONFORM TO ANY IRREGULARITIES.
TYPICAL EROSION CONTROL BLANKET SLOPE INSTALLATION
4. LIME, FERTILIZE, AND SEED BEFORE INSTALLATION. NOT TO SCALE
PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER
INSTALLATION.
D 1 03/08/171 WEGI BL I ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
date
by
I ckd
I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-EC.SD-002.dgn
no. date by ckd
4
L
FRONT VIEW
TYPICAL SILT FENCE OUTLET
NOT TO SCALE
NOTES: (SILT FENCE OUTLET)
1. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY
USING APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED IN A
MINIMUM OF 12 INCHES IN LENGTH AND BACKFILLED PROPERLY AS SHOWN
IN ABOVE DETAIL. HARDWARE CLOTH TO BE SAME AS STD. #30.09 (19 GAUGE,
1/4" SPACING.)
2. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED
AND AT DIRECTION OF THE INSPECTOR.
3. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
DOWNSTREAM SLOPE
OF STRUCTURE
ROCK SET IN A 4" OR
DEEPER TRENCH —
SIDE VIEW
AlrlT Trl 0f�AI C
FRONT VIEW
NOT TO SCALE
i —M1=11
ANCHOR IN 6"X6" MIN
_ _ I TRENCH AND STAPLE AT
12" INTERVALS
— 5" STAPLE SPACING
OVERLAPS (MIN)
TYPICAL ROCK CHECK DAM
NOT TO SCALE
HARDWARE CLOTH
WASHED STONE
(NCDOT #5 OR #57) °
2 °
00
PtOvv 1
� EXIST ROAD
00
1 W =_ I -
ANCHOR SKIRT: 4"
EXCAVATE TRENCH
AND COMPACT
BACKFILL ; STEEL POST
(TYP)
SECTION
PLAN VIEW
NOT TO SCALE
SEE PLAN
FLOWLINE PROFILE
NOT TO SCALE
PLAN
8" THICKNESS OF 2" TO 3"
COARSE AGGREGATE
-II 11,1
COMPACTED GEOTEXTILE
SUBGRADE SECTION
TYPICAL STABILIZED CONSTRUCTION ENTRANCE
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS
(STABILIZED CONSTRUCTION ENTRANCE)
1. STONE SIZE - USE 2"-3" COARSE AGGREGATE, RECLAIMED OR
RECYCLED CONCRETE EQUIVALENT.
2. LENGTH - NOT LESS THAN 100 FEET
3. WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL
WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. TWENTY
-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE.
4. GEOTEXTILE - SHALL BE PLACED OVER THE ENTIRE AREA PRIOR TO
PLACING OF COARSE AGGREGATE.
5. ALL SURFACE WATER FLOWING OR DIVERTED TOWARD
CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE
ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1
SLOPES WILL BE PERMITTED.
6. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOWING OF SEDIMENT OUT OF THE
CONSTRUCTION AREA, ALL SEDIMENT SPILLED, DROPPED, WASHED
OR TRACTED OUT OF THE CONSTRUCTION AREA SHALL BE
REMOVED IMMEDIATELY.
7. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA
STABILIZED WITH STONE AND WHICH DRAINS INTO AN APPROVED
SEDIMENT TRAPPING DEVICE.
8. PERIODIC INSPECTION AND MAINTENANCE SHALL BE PROVIDED
AFTER EACH RAIN EVENT.
NU I tJ (KUI►IX l►1'iLUM LJAIVI IN UI I l►H):
1. ROCK CHECK DAM SHALL COMPLY WITH NCDEQ REQUIREMENTS.
2. MAINTENANCE SHALL BE PERFORMED AS REQUIRED BY THE INSPECTION AND
MAINTENANCE PLAN IN THE EROSION AND SEDIMENT CONTROL PLAN:
- MAINTENANCE SHALL INCLUDE REMOVING SEDIMENT WHEN IT REACHES
ONE-HALF OF THE DESIGN VOLUME; FIXING EROSION, PIPING,
UNDERCUTTING, OR ROCK DISPLACEMENT; AND ADDING FINE GRAVEL TO
THE UPSTREAM FACE OF THE DAM IF THE SEDIMENT POOL DRAINS TOO
QUICKLY (LESS THAN 6 HOURS).
- ONCE THE CONTRIBUTING AREA HAS BEEN STABILIZED, INSPECTED, AND
APPROVED, THE DAM MUST BE REMOVED AND DISPOSED OF IN
ACCORDANCE WITH ALL APPLICABLE REGULATIONS.
description
5 6 7 8
I I 1
'�,'i��y�y�rr� �i� ��►rar����rri
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SEAL
0231-79
e1
t;oll ky�
1111
Mar 10 2017 10:48:48
TITLE WATER REDIRECTION PROGRAM
EROSION CONTROL
PRELIMINARY -NOT DETAILS
FOR CONSTRUCTION SHEET 1
BURNS
N&MMONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
9
1
FOR BELEWS CREEK STEAM STATION U1&2
DUKE DWG TYPED: CVL DNE O R: 5SKN0
® JOB NO: 88673 CHKD: BL
ENERGY
STOKES COUNTY, NC DATE: 08/26/16 ENGR: TMP
FILENAME: BLC00-CV-C-EC.SD-002.dgn APPD: WEG
DWG SIZE DRAWING NO. REVISION
ll
00� 42.0" BLC00-CV-C-EC.SD-002 D
10/8/2017 sknichols 2:04:43 PM
1
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C�
D�
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I I
2 3
I I I 1 1
4 5 6 7 8
m
I�
�_C
�D
�E
4n A 1IAnrl\AIAnr-
PLAN
SECTION
TYPICAL GRAVEL INLET PROTECTION
NOT TO SCALE
3xPIPE OD 4xPIPE OD
n
;LASS B
ICKENED EDGE
RIPRAP (TYP)
1 VL VMILL
SEE NOTE 1 FOR DEPTH
ELEVATION A►
NOTES: (RIPRAPPED RCP END SECTION)
1. TOE WALL SHALL BE 18" BELOW BOTTOM OF END SECTION ON UPSTREAM
END AND 24" ON DOWNSTREAM END.
2. WHEN PIPE CL AND DITCH FLOWLINE INTERSECTION IS APPROX PERPENDICULAR,
EXTEND RIPRAP UP SIDE SLOPE OPPOSITE PIPE DISCHARGE TO HEIGHT LEVEL
WITH TOP OF PIPE.
3. PLACE RIPRAP AT ALL END SECTIONS UNLESS LOCATED IN A CONCRETE
LINED DITCH.
TYPICAL RIPRAPPED RCP END SECTION
NOT TO SCALE
FLOW
EXIST GRADE
F� Olv
CROP INLET O
19GA HARDWARE z O
LOTH (1/4" OPENING) 2 O
0
0
O
0
VLL 1 L/11Y
PLAN
10'-0" MIN.
A
OCDO 0
0
0
00
A
SANDBAGS (TYP)
OR STAPLES
1:1 SIDE
SLOPE (TYP)
'Il- - -
- X
oz oQ
c0 L �
SECTION A -A
HIGH UUHE61VE & LUVA
FILTRATION SOIL BERN
10 MIL PLASTIC
LINING
SANDBAGS (TYP)
OR STAPLES
II 00
= II-
11�,.
6"
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
NOTES
1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
PLAN MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY.
3. CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARLY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
EXIST GRADE
rrI -
RIPR)
HEAD
lj ' -
_
—CLASS B RIPRAP
I
FILTER BERM
NCDOT #5 OR #57 _
WASHED STONE I---
CL OF FBD
RIPRAP HEADWALL
1' 3' 1' MIN HEIGHT FROM
ROAD SHOULDER —
PIPE INVERT
\—CLASS B RIPRAP
NCDOT #5 OR #57
WASHED STONE
ELEVATION
TYPICAL CULVERT INLET PROTECTION
NOT TO SCALE
EXIST GRADE
Inv nvl KAIAI
SANDBAGS (TYP)
OR STAPLES
2'-0"
SANDBAGS (TYP) 10 MIL PLASTIC HIGH COHESIVE & LOW
OR STAPLES LINING (TYP) FILTRATION SOIL BERM
1:1 SIDE SLIPE
(TYP)
ao
Oz_ OQ 611
C 7 ZO
SECTION B-B
u
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
PLAN
NOTES
1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CPACITY WITH A MINIMUM 12 INCHES
OF FREEBOARD.
3. CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARLY MARKED WITH SIGNAGE NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
r~ L
11L
SEAL
0231-79
fit tot
Mar 10 2017 10:49:23
TITLE WATER REDIRECTION PROGRAM
EROSION CONTROL
PRELIMINARY -NOT DETAILS
FOR CONSTRUCTION SHEET 2
FOR BELEWS CREEK STEAM STATION U1&2
D 03/08/17 WEG BL ISSUED FOR PERMITTING � BURNS 4C SCALE: NONE CON: 5.8120
N&MMONNELL
DUKE DWG TYPE: CVL DFTR: SKN
C 11/18/16 WEG BL ISSUED FOR PERMITTING ENERGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY DATE: 08/26/16 ENGR: TMP
B 11/04/16 TMP BL ISSUED FOR REVIEW KANSAS CITY, MO 64114 STOKES COUNTY, NC
U
816-333-9400 FILENAME: BLC00-CV-C-EC.SD-003.dgn APPD: WEG
DWG SIZE DRAWING NO. REVISION
FIRM LICENSE NO. C-1435
A 09/19/16 TMP BL ISSUED FOR REVIEW ARCH E1 BLCOO-CV-C-EC.SD-003 D
no. I date I by I ckd I description no. date by ckd description 30.0"X42.0"
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-EC.SD-003.dgn 4 5 6 7 8 9 10/8/2017 sknichols 2:06:04 PM
I I I I I
c�
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2 3 4 5
TOP OF BERM
FINISHED
6 7 8 9
I I
TOP OF RAMP
SEE PLAN FOR EL
SLOPE GCL
CONCRETE THICKENED EDGE
GRADE INTERNAL — 3 a
SLOPE 3.1 =� SLP - 1.0 /o (SEE DETAIL ON THIS DWG)
111111
OVER BUILD LAYERS 4' TYPICAL THREADED CONCRETE
EXTERNAL Leff AND TRIM TO DESIGN LAPPING BOTTOM GCL a D RAMP DETAIL (SEE DETAIL THIS DWG)
TOP OF EXISTING SLOPE 3:1 GRADE AS INDICATED
Q� � O � � Q� � O SLP
O D D D
co
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BERM SUBGRADE FOR RIPRAP = — —I (See pLR�ES #4 REBAR @ 12" OC. EW.
n—rriT— - I : ' ° o D 8" CONCRETE
- 00 BOT OF BASIN
APPROX 25' TYPICAL GCL SLOPE TO BOTTOM LAPPING 16 OZ/SY GEOTEXTILE _ D Q ° D D Q SEE PLAN FOR EL
..:: .: ... ... : .. D D � D D ° ° �
COMPACTED
/ \ EXIST GRADE SUBGRADE D D D o D D D D D D C
/ EXISTING GRADE N
W D Q D Q D Q D
REMOVE 2 FEET OF �.� °0
DETAIL NOT APPLICABLE
-AEXISTING MATERIAL � z J ' . ,....' .. ' .. .. • . .. ; ,; .. <
PREPARE LAYER TO DAM SAFETY REPORT
AS SPECIFIED _ 5, 12" GRANULAR MATERIAL
SEE TRENCH ICALAIN HOR DWG 16 OZ/SY GEOTEXTILE
OVEREXCAVATE MIN 4 OR UNTIL BLC00-CV-C-GR.SD-003 16 OZ/SY GEOTEXTILE
NOTES: (BERM SUBGRADE CONSTRUCTION) SUITABLE MATERIAL IS REACHED 3
1. EXISTING SUITABLE POND MATERIAL MAY AND COMPACT SUBGRADE a 1 HDPE
6"
BE REUSED FOR POND CONSTRUCTION. (TYP) GCL
� -II
TYPICAL BERM SUBGRADE CONSTRUCTION —
CL NOT TO SCALE -I - I EXIST GRADE U_TYPICAL CONCRETE RAMP DETAIL
- 12 -6 12 -6 - COMPACTED TOPSOIL AND EXISTING GRADE J NOT TO SCALE
- - SUBGRADE SEEDING EXISTING GRADE
EXISTING
GRADE
PROFILE EL
TOPSOIL & SEED
OR SOD AS 1�� 1�4�T
SPECIFIED °
-B 1 _
3--
16 OZ/SY -
1 GEOTEXTILE
3 COMPACTED7
EL VARIES EMBANKMENT
SEE PLAN
STRIP AS SPECIFIE
WIDTH VARIES CUT FILL
SEE PLAN
TYPICAL ROAD SECTION
NOT TO SCALE
1
6" CRUSHED
ROCK
SURFACING
EXISTING
GRADE
1L 1
3 3
EL VARIES
SEE PLAN
WIDTH VARIES
SEE PLAN
MAX 111777111% A11777KI-r C-I IME77A/-11777
2" SURFACE
COARSE SF 9.5A
(SEE NOTE 1)
3" BASE
COARSE 1 19.013
(SEE NOTE 1)
8" CRUSHED ROCK
16 OZ/SY GEOTEXTILE
COMPACTED SUBGRADI
TYPICAL 5" ASPHALT PAVING SECTION
NOT TO SCALE
NOTES: (5" ASPHALT PAVING SECTION)
SOLID STEEL EPDXY COATED DOWEL 1. FOR ASPHALT PAVEMENT REFER TO NORTH CAROLINA DOT
1" DIA X 1'-10" LONG SPACED AT ASPHALT QUALITY MANAGEMENT SYSTEM: MATERIALS AND
18-20" OC. BAR CLEARANCE AT EDGE TESTS UNIT (2015) AND NORTH CAROLINA DOT STANDARD
-C OF PANEL SHALL BE A MIN OF 1/2 TO 7" 7" PAVEMENT SPECIFICATIONS FOR ROADS AND STRUCTURES (2012), SECTION
MAX OF 3/4 OF THE BAR SPACING SURFACE 610- ASPHALT CONCRETE PLANT MIX PAVEMENTS.
" D D PAVEMENT
SURFACE00
2
0 0
C D a
d.'.
#4 @ 12" OC EW LUBRICATE ONE HALF OF DOWEL 00
OR INSTALL DOWEL BAR
EXPANSION CAP AND SLEEVE
NOTES: (DOWELED CONTRACTION JOINT)
1. VERIFY THE SPACING OF BARS AT EDGE
OF PANEL. MAXIMUM SPACE IS 1/2 OF THE
JOINT SPACING TO 3/4 OF THE JOINT #4 @ 12" OC EW
-D SPACING.
DOWELED CONTRACTION JOINT SAWED JOINT
-E-1
3/8" ± 1/16"
p .
Q a
00 v
c�
JOINT o'
SEALER
a :
EXPANSION JOINT CAP
NOT TO SCALE
I_UTAIMA1211►111111
SURFACE
1 /4"R _
(TYP) N
r
D
d.
" D
or����j�o NON -EXTRUDING
v PREFORMED
COMPRESSIBLE
MATERIAL
DETAIL /
NOT TO SCALE
TYPICAL CONCRETE PAVEMENT DETAILS
NOT TO SCALE
NOTES: (GENERAL)
1. CONCRETE SHALL HAVE 4,000 PSI COMPRESSIVE STRENGTH
AT 28 DAYS.
2. REFER TO SPECIFICATIONS FOR CONCRETE INSTALLATION
DETAILS.
NOT TO SCALE
3/8" ± 1 /16"
PAVEMENT SURFACE
00
co
0 �
p.
JOINT
z SEALER
D.
O d
'o I
C.
BACKER ROD
JOINT BOTTOM
DETAIL 2
NOT TO SCALE
NOTES: (SAWED JOINT)
1. FOR IRREGULAR JOINT SPACING, THE SLAB PANEL ASPECT
RATIO MUST BE 1.5 OR LESS. L AND T SHAPED PANELS SHALL BE
AVOIDED.
2. SPACING BETWEEN JOINTS SHALL NOT EXCEED 15 FEET.
E
06/29/17
WEG
BL
ISSUED FOR PERMITTING
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
C
11/18/16
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.SD-001.dgn
U
6" TOPSOIL AND I
SEEDING (TYP)
i 6"
TYPICAL 5' BERM SECTION 2"
3 3 (TYP = 0- #4 REBAR @ 12" OC. EW.
NOT TO SCALE
IJ VL/"�L7 L7 U I\Ir I\/"lr
TYPICAL RIPRAP V-DITCH
NOT TO SCALE
-11 =
—Ilia III = °
6" TOPSOIL
AND SEEDING
JMPACTED FILL 8" CONCRETE
6" CRUSHED
ROCK
INSTALL SAWED JOINT EVERY 15'-/
OTEXTILE ALONG BOTTOM OF 2' FBD
f m
w
ILL
�0
00
o0
U
U
U
IIVJ I 11LL J/1VVL.L/ J\JIIV I LV Lr\ 1 IJ
DETAIL NOT APPLICABLE ALONG BOTTOM OF 8' FBD
TO DAM SAFETY REPORT TYPICAL 6' FBD AND 8' FBD SECTION
NOT TO SCALE
1 CONCRETE
I D'
2' W z
W Q
U) J
8" (TYP) ° a
D D
°
° I
_ I I #4 REBAR @ 12" OC EW
SAWED JOINT (TYP)
(SEE DETAIL THIS DWG)
COMPACTED
SUBGRADE (TYP)
TYPICAL 2' FBD SECTION
(TYP) >
80
D Q
D D
D
TYPICAL THREADED CONCRETE RAMP DETAIL
NOT TO SCALE
"ABLE 6" CRUSHED ROCK CONCRETE
:PORT 16 OZ/SY GEOTEXTILE #4 REBAR @ 12" OC. EW.
00 =
1 ao
COMPACTED
SUBGRADE 1
1
12" 16 OZ/SY GEOTEXTILE 12" GRANULAR MATERIAL
16 OZ/SY GEOTEXTILE
G GRADE TYPICAL THICKENED CONCRETE EDGE DETAIL
EXISTING GRADE
z
J � �
1 � �
3
'EW �1
1) 6" TOPSOIL AND =
)WG) SEEDING (TYP) I— D
8'
COMPACTED I—IH—8" (TYP)
SUBGRADE (TYP)—�
EXISTING GRADE
3
1�
w
WQ
�az
o 8" CONCRETE ° � � ° o � �_
I
#4 @ 18" EW ALL AROUND 6" CRUSHED — #4 REBAR @ 12" OC EW
(MIN 3" CONCRETE COVER TOP OF RAMP ROCK SAWED JOINT (TYP)
(SEE DETAIL THIS DWG)
6" CRUSHED ROCK Hill
LL
CD Z
co D16
1
1' 1111-
INVT EL
— _ \ (SEE PLAN)
-- --- - - - - - - - - --- - - - - ----- -- - - -- --- - - - - -- - - --
CASING PIPE DETAIL TOP OF PROJECTED
NOT TO SCALE BERM SUBGRADE
6" TOPSOIL AND
SEEDING (TYP)
3
1 4' 3
1�
15" RIPRAP — v
16 OZ/SY GEOTEXTILE - —�
COMPACTED
SUBGRADE (TYP)
TYPICAL 4' FBD SECTION
� r
31AL
09
14M It
fell tot;0
Jun 29 2017 15:05:45
NOT TO SCALE
TITLE WATER REDIRECTION PROGRAM
MISCELLANEOUS DETAILS
PRELIMINARY - NOT SHEET 1
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
no. date by ckd description I I
4 5 6 7 8 9
i i I I I I
1
1-C-
1
FOR BELEWS CREEK STEAM STATION U1&2
SCALE: NONE DUKE DWG TYPE:: CVL DO R- 5SKN0
ENERGY® JOB NO: 88673 CHKD: BL
STOKES COUNTY, NC DATE: 08/03/16 ENGR: TMP
FILENAME: BLC00-CV-C-GR.SD-001.dgn APPD: WEG
DWG SIZE DRAWING NO. REVISION
ARCH Ell
BLC00-CV-C-GR.SD-001 E
10/29/2017 sknichols 12:31:29 PM
I
S�

GATE POST
T
2
GATE OPENING BETWEEN POSTS
1
3 4 5 6 7 8
END BAY n 10'-0" (MAXIMUM) MULTIPLES OF
GATE POST
9
SURVEY MONUMENT INSPECTION FRAME
W/ SOLID LID (TRAFFIC RATED/HEAVY
DUTY) NEENAH FOUNDRY MODEL
#R-1978-A2, OR APPROVED EQUAL
CRUSHED ROCK ROAD
SURFACE/CREST OF BERM
CHAIN
AS INDICATED ON PLANS
BARBED WIRE
AGATE FRAME
ANGLE OR
CORNER
POST
Mich Mr,
MESA,
OWN RWA
101100 OWN 00 ow,
—C-1
—E-1
BARBED WIRE
�I
CHAIN LINK
FABRIC —
Q BRACE
TRUSS TRUSS TRUSS
ROD ROD O FINISH GRADE ROD —I
N
PLUNGER ROD CATCH
CONCRETE GRADE III�'
II—II1�,1 L I I'�III— II o co (TYP)
I �o
1 � TYP .I M
CONCRETE 9" MIN c� M 1 1 1 1
1-' (TYP) I I
1 I
1 '-0" MIN 1'-0" MIN co
8" MIN
8" 9" MAX 811
3/4" DIA HOLE
FINISH
GRADE
=I .I
�I—III' n
11" MAX
SECTION
3/4" DIA HOLE
8" MIN 8"
9" MAX
ti
6"X8"X 1 '-2" o�
ROUGH N
WOOD BLOCK
FINISH
GRADE
1-
11" MAX
SECTION
NOT TO SCALE
TYPICAL DOUBLE SIDED GUARDRAIL DETAIL
NOT TO SCALE
6'-3"
FRONT
10'-0" MAXIMUM
TOP RAIL
0
LINE POST
1 I =dill- 1 1
_ N
III �'rlll_ -
BOTTOM III o m
TENSION WIRE 11: 1 cr) M
II' Q
1 �I 2
10" MIN C-0
CHAIN LINK FENCE DETAILS
NOT TO SCALE
END SECTION (TYP) —7
6'-3" END SECTION (TYP)
CORNER POST TO LINE POST & LINE POST TO LINE POST
UNLESS OTHERWISE NOTED
GALV STEEL GUARDRAIL
0 0
61PX8"X1'-2"
ROUGH WOOD BLOCK
TOP OF FINISHED GRADE
TYPICAL SINGLE SIDED GUARDRAIL DETAIL
NOT TO SCALE
FRONT
0 0
o, o
vi--uwL—v vviiXL—
FENCE CORNER PLAN
NOT TO SCALE
LOCATION POINT
GATE POST
2" SQL
ALUM
FRAME
SECTION P
NOT TO SCALE
C? IIII—II
o — -
cd
COMPACTED _ I� ; '
SUBGRADE & BACKFILL-
--
Jill
1 1/2" DIA PVC SLEEVE I 3/4" DIA GALV STEEL PIPE
6 5/8'
SQUARE
PERMANENT SETTLEMENT SURVEY
MONUMENT INSPECTION FRAME & LID
NOT TO SCALE
GATE OPERATOR
LOCATION POINT
29'-911 GATE POST 12'-0"
GATE POST
PLAN
30'-0" BALLAST LENGTH
FRONT STOP 2" SQUARE GATE POST NO FABRIC THIS PORTION OF GATE GATE
GATE POST_ ALUMINUM (TYP) BARBED WIR SUPPORT BRACKET POST
ASSEMBLY
X X X X X X X X X, X X x
X X X X X X X X X X X X X X X X X X X X x-
v vX X X X X X X X X X X X x- X X X
r
LATCH
ASSEMBLY --,,,BRACE
0
ti
BRACE CHAIN LINK BRACE
FABRIC (TYP GATE OPERATOR
AND CONCRETE PAD.
o LOCATE AND INSTALL
-;�>< >< r, -- -- - -- -I AS RECOMMENDED BY
N ' 5" MIN I MANUFACTURER.N b
— 11I ; 111- I +I 2"x4" ALUMINUM 3/8" DIA GALVV = I I p . °� ' 'd 3" MIN = 1 11=
o I I I� I — co TUBE BOTTOM TRUSS RODS (TYP) _ o II j l� 6„ 11 I I� �—
_ _
I I —I ALL JOINTS #5 REBAR @ 8 EW ~=1 I ' o
WELDED (TYP) M 1 I I I TOP & BOTTOM 1 11 -1
1 CONCRETE (TYP) I _� I
1 1 1 I I ROLLER GUIDE
I 1
-- J ASSEMBLY (TYP) FINISH GRADE
I —_ J
P
CANTILEVER SLIDING GATE DETAIL
NOT TO SCALE
0
r`
VL
SEAL
0231-79
MIN t
ofllfe>Ii�t
Mar 10 2017 10:50:47
■
FCC
�D�
TITLE WATER REDIRECTION PROGRAM F
MISCELLANEOUS DETAILS
PRELIMINARY - NOT SHEET 2
FOR CONSTRUCTION
FOR BELEWS CREEK STEAM STATION U1&2
D 03/08/17 WEG BL ISSUED FOR PERMITTING BURNS SCALE: NONE CON: 5.8120
N&MMONNELL
DUKE DWG TYPE: CVL DFTR: SKN
C 11/18/16 WEG BL ISSUED FOR PERMITTING ENERGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY DATE: 09/14/16 ENGR: TMP
B 11/04/16 TMP BL ISSUED FOR REVIEW KANSAS CITY, MO 64114 STOKES COUNTY, NC
U
816-333-9400 FILENAME: BLC00-CV-C-GR.SD-002.dgn APPD: WEG
A 09/19/16 TMP BL ISSUED FOR REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. - - REVISION
ARCH E1 BLCOOCVC-CV-002 D
no. I date I by I ckd I description no. date by ckd description 3o.o��X42.o�� �+ V �+
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.SD-002.dgn 4 5 6 7 8 9 1(3/8/2017 sknichols 2:21:46 PM
I I I I

I I 1 1
2 3 4 5
8
�-A
�-C
�-D
�E
CONCRETE CURB
Ole
811 I °
I1III
CRUSHED
ROCK
6"
°
--- � /
6" CRUSHED I TOP OF BERM
ROCK S=1.0�16 OZ/SY GEOTEXTILE
15" NCDOT 3 I I —
1 6" TOPSOIL AND SEEDING
CLASS B RIPRAP
p - I=- _�
p = I --III 3
COMPACTED - _
SUBGRADE 1
0° 16 OZ/SY GEOTEXTILE
OD ANCHOR TRENCH
(SEE DETAIL THIS DWG) /
16 OZ/SY GEOTEXTILE
HDPE _ — —
G C L-
12" GRANULAR _ — — — EXISTING GRADE
MATERIAL
TYPICAL BERM PRIMARY/ SOUTH COAL PILE RUNOFF/ HOLDING BASIN SECTION
NOT TO SCALE 75
IY
LU
m
J
U
I
15'
6" CRUSHED I TOP OF BERM
ROCK S=1.0�16 OZ/SY GEOTEXTILE
� ;
3
15" NCDOT
CLASS B RIPRAP 1 O0 - — ___ 6 TOPSOIL AND SEEDING
3
° _-- COMPACTED —� 11
SUBGRADE �
16 OZ/SY GEOTEXTILE ANCHOR TRENCH
1 O (SEE DETAIL THIS DWG)
16 OZ/SY GEOTEXTILE �
HDP"-
GCL � -----
—'
— EXISTING GRADE
12" GRANULAR
MATERIAL
CONCRETE CURB
(SEE DETAIL THIS
DWG)
2" PVC SCH 40 WEEP HOLE
@ 30' O.C. MAX SPACING
12" GRANULAR
D
V
D
D
°
.
D•
.
D
D
D
D '
D
°
D
°
15" NCDOT CLASS
B RIPRAP,
16 OZ/SY GEOTEXTILE
16 OZ/SY GEOTEXTILE
HDPE
51 GCL
SEE NOTE 1
NOTES: DETAIL 3
1. SPACING IS SHOWN FOR CLARITY. NOT TO SCALE
NOTES: DETAIL 4
3Y GEOTEXTILE
TILE
TYPICAL BERM SECONDARY BASIN SECTION 1. SPACING IS SHOWN FOR CLARITY. NOT TO SCALE
LU NOT TO SCALE
m
J
U
15" NCDOT CLASS
TOP OF BERM (778') B RIPRAP CONCRETE CURB
5'
16 OZ/SY GEOTEXTILE (SEE DETAIL THIS
D ° DWG)
6" CRUSHED 5
� `_ 15" NCDOT ROCK g�OQ D D
- CLASS B RIPRAP 2" PVC SCH 40 WEEP HOLE
15 NCDOT � � a� �
3 SO — ° CLASS B RIPRAP o� v- p' ' o @ 30' O.C. MAX SPACING
/ ♦ 1 �� °�\ CONCRETE CURB `� oG�VO`� oQ "
o ° 12 GRANULAR
v - - ` �� OO ° ° ° MATERIAL
0 COMPACTED i v ♦ o o O O O D
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0 0 I 16 OZ/SY GEOTEXTILE
I I 16 OZ/SY GEOTEXTILE / °p � / ' • . x D ° • ° ° • ° •
HDPE ° 8" '
GCL 1
/ EXISTING GRADE
/ ANCHOR TRENCH 12" GRANULAR
`♦ / (SEE DETAIL THIS DWG) MATERIAL ♦� �/
NORTH COAL PILE RUNOFF BASIN BERM SECTION 16 OZ/SY GEOTEXTILE
DETAIL NOT APPLICABLE 16 OZ/SY GEOTEXTILE
SEE TYPICAL 4' FBD NOT TO SCALE TO DAM SAFETY REPORT
SECTION ON DWG HDPE
BLC00-CV-C-GR.SD-001 GCL
SEE NOTE 1
75
LU
m
J
U
I
14' 16'
TOP OF BERM DRIVING PIPE 6" TOPSOIL
LANE CORRIDOR AND SEEDING
6" CRUSHED
S=1.00%
to 3
ROCK
C
3
15" NCDOT
CLASS B RIPRAP
CONCRETE
CURBp
��--
`♦
°�p
-III = I'
♦�
♦
o0°
—
16 OZ/SY GEOTEXTILE,
— —
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16 OZ/SY GEOTEXTILE
16 OZ/SY GEOTEXTILE
811
I
°
'
pD
°�
HDPE
EXISTING GRADE
ANCHOR TRENCH
/
GCL
(SEE DETAIL THIS DWG)
12" GRANULAR
,
MATERIAL i
i
_
WATFR RFTGAITlnK] RAQlKl FACT RGRM Ql=rTlr%M
NOT TO SCALE
E 106/29/171 WEG I BL I ISSUED FOR PERMITTING
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
C
11/18/17
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
no.
date
I by
I ckd
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673—BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.SD-003.dgn 4
6" THICK CRUSHED
ROCK SURFACING
16 OZ/SY GEOTEXTILE
COMPACTED FILL
NOTES:
1. SPACING IS SHOWN FOR CLARITY.
RHINO TRIVIEW MARKER POST OR
APPROVED EQUAL
(66" POST, ORANGE COLOR)
TOP OF SLOPE
16 OZ/SY GEOTEXTILE
16 OZ/SY GEOTEXTILE
HDPE
GCL
1..J 1 \ 1 1 I \!11
12" GRANULAR
MATERIAL
TYPICAL ANCHOR TRENCH DETAIL
NOT TO SCALE
NOTES (TYPICAL ANCHOR TRENCH DETAIL:
1. INSTALL MARKERS AT EVERY 50' ALONG EDGE OF LINER
ANCHOR TRENCH.
2. STICKER ON MARKERS TO INDICATE "EDGE OF LINER".
description I
5 6
i I
5'
• �_11 _ •:
2'
CONTINUOUS -
#4 BARS
bo
t3 TIES @ 24" -
N
?" PVC SCH 40 WEEP HOLE
�P 30' O.C. MAX SPACING
rr-r %,W, I L
TYPICAL CONCRETE CURB
NOT TO SCALE
7 8
I I
1" DIA X 16" LG GALV
GRAINGER EYE BOLT
(MODEL #N2010-12)
CONCRETE CURB
(SEE DETAIL THIS
O DWG)
PL 1 /2X2X0'-2
D °
3/16 3 PTS
D °
DAMAGE LAST THREAD
D TO PREVENT REMOVAL
TYPICAL TETHER DETAIL
NOT TO SCALE
TITLE
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MMONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
rSlEa
r Q�
Q231-79 f
Jun 29 2017 15:06:27
WATER REDIRECTION PROGRAM
MISCELLANEOUS DETAILS
SHEET 3
FOR BELEWS CREEK STEAM STATION
U1 &2
DUKE
W ENERGY®
STOKES COUNTY, NC
SCALE: NONE
5SKN0
DWG TYPE: CVL
DO R:
JOB NO: 88673
CHKD: BL
DATE: 08/03/16
ENGR: TMP
FILENAME: BLC00-CV-C-GR.SD-003.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH El
BLC00-CV-C-GR.SD-003
E
10/29/2017 sknichols 12:35:12 PM
I
GT
C—
F—

I I I
2 3 4
5 6
7 8
0
�-A
�-C
�-D
�E
CULVERT SCHEDULE
LINE
LENGTH
INVERT ELEV.
INVERT LOCATION
SLOPE IN
END
NO.
FT.
PERCENT
SIZE
TYPE
CLASS
SECT.
QTY.
UPPER
LOWER
UPPER
LOWER
ST-1
189
793.50
792.55
N 7 203.07
W 805.63
N 7,361.89
W 908.71
0.5
24"
RCP
IV
2
789.09
788.76ST-2
N 6,905.82
N 6,881.23106
0.3
24"
RCP
IV
2
W 975.94
W 1,078.56
ST-3
96
788.14
787.85
N
N 5
0.3
18"
RCP
IV
2
W 474.91
474.91
W 515.83
15.830
ST-4
95
779.45
774.88
3 768. 0
N 3,859.58
4.8
30"
RCP
IV
2
E 864.47
E 837.04
ST-5
149
782.48
777.00
N 3,697.10
N 3,841.69
3.7
36"
RCP
IV
EI
E 908.66
E 945.86
J
J
MI
SPILLWAY LO
THICKENED EDGE U
(SEE THIS DWG EL 778.00
FOR DETAIL) 50,
1 31
i EL 778.00 (TYP)
/ 12'-6'I
/ \ (TYP) 3
CIO
NOT APPLICABLE
DAM SAFETY REPORT
#4@12"OCEW -
EL 774.50
TRENCH SCHEDULE
TRENCH
ID
LENGTH
FT.
TRENCH FLOOR ELEV.
CL TRENCH LOCATION
SIZE
REMARKS
UPPER
LOWER
UPPER
LOWER
WIDTH (X)
DEPTH (Y)
A
27
801.46'
801.29'
N 6,942.90
W 1,538.34
N 6,936.36
W 1,564.53
30"
24"
TRENWA XL
B
33
801.33'
801.25'
N 7,081.39
W 1,075.75
N 7,073.38
W 1,107.83
60"
24"
TRENWA XL
C
NOT USED
D
SEE PLAN
E
NOT USED
F
46
787.67'
787.67'
N 6,884.31
W 1,015.34
N 6,839.96
W 1,004.27
72"
48"
TRENWA XL
G
NOT USED
H
NOT USED
I
NOT USED
J
NOT USED
Q
J
J
I
CI
SPILLWAY
THICKENED EDGE U
(SEE THIS DWG EL 792.00
FOR DETAIL) 50'
- - I 3'
i "N EL 792.00 (TYP)
/ 12'-6"
/ \ (TYP) 10
1� D
� D
#4@12"OCEW -
EL 791.00
SAWED JOINT (TYP)
(SEE DWG BLC00-CV-C-GR.SD-001
FOR DETAIL) SECTION Q
NOT TO SCALE
EL 790.00
Q
TOP OF BERM
EL 790.00
SAWED JOINT (TYP)
(SEE DETAIL ON DWG
BLC00-CV-C-GR.SD-001) SECTION S
NOT TO SCALE
DETAIL NOT APPLICABLE
TO DAM SAFETY REPORT
H
COMPACTED
SUBGRADE
\-8" CONCRETE
(SEE NOTE 1 & 2)
EL 774.50
SEE PLAN FOR LIMIT
OF RIPRAP
EL 773.50
BASIN STRUCTURE
LINER CONNECTION
(SEE DETAIL THIS
DWG)
OVO�voO O�` ' vo�o U�`�Ug�a EXTERIOR TOE
°OpO�o° pO� 15" RIPRAP �� 08(0 0 EL 773.50
EL 773.50 0 0 0 0 J O E32 O
° ° 6" TOPSOIL
�°O 0 �o °0 0 AND SEEDING
S
EL 774.50 EL774.50 _____
EL778.00-+----- IF-. -F D- -I- --�011------I EL778.00
i�
1 - I -----------
�� ---.- 1--art- -I-- -li
EL 778.00 I . °
TOP OF BERM 1 1 D I I I j' ° 1 ° EL 778.00
-'-7------
EL 774.50 -- ---=1-�-- EL774.50
�-
EL 773.50 w �V - - ' EL 773.50
15" RIPRAP
INTERIOR TOE SAWED JOINT (TYP) (SEE DWG BLC00-CV-C-GR.SD-001
DETAIL NOT APPLICABLE FOR DETAIL)
TO DAM SAFETY RE
NORTH COAL PILE RUNOFF BASIN EMERGENCY SPILLWAY
NOT TO SCALE
EL 774.50-
3
1F
26'
BATTEN STRIP
EL 774.50
#4@12"OCEW
3 1 EL 773.50
HH
- - 8" CONCRETE
_ (SEE NOTE 1 & 2) -
IIII .,I 00
COMPACTED OIL
SUBGRADE STAINLESS STEEL
O EXPANSION ANCHOR '
° ..
16 OZ/SY GEOTEXTILE 15 RIPRAP 3/8" X 3-1/2" LONG
°
D, o
16 OZ/SY GEOTEXTILE CONCRETE
16 OZ/SY GEOTEXTILE STRUCTURE
HDPE °
GCL BATTEN STRIP
SECTION rT
NOT TO SCALE 16 OZ/SY GEOTEXTILE
DETAIL NOT APPLICABLE HDPE
TO DAM SAFETY REPORT 3" NEOPRENE GASKET
CAULK BEAD OR COATING o °
1/4" X 3" STAINLESS D
3" NEOPRENE GASKET o STEEL BATTEN STRIP '
D
' o
° STAINLESS STEEL
WASHER STAINLESS STEEL
° EXPANSION ANCHOR
(TYPE 304 AND 316) TYPICAL BASIN STRUCTURE/LINER CORNER DETAIL
3/8" X 3-1/2" LONG @ 6" OC NOT TO SCALE
D D D
° D
CONCRETE p °
STRUCTURE /°
° D
. D °
D.. D
O
O
D•
BENTONITE
W
HDPE
co
0
EL 774.00 EL 774.00
#4@12"OCEW
3
EL 773.00 1 11 _-_-%NHI,
1
III EL 773.00
8" CONCRETE
O (SEE NOTE 1 & 2)
BUILT IN SLACK oo n0 IIII COMPACTED I O�
�°pO SUBGRADE -'�
TYPICAL BASIN STRUCTURE/LINER CONNECTION DETAIL �O 16 OZ/SY GEOTEXTILE 15 RIPRAP O
NOT TO SCALE
NUT
Iz
�
HDPE
16 OZ/SY GEOTEXTILE
GCL
BASIN STRUCTURE 16 OZ/SY GEOTEXTILE
LINER CONNECTION 16 OZ/SY GEOTEXTILE
(SEE DETAIL THIS DWG) HDPE
GCL
SECTION ry
NOT TO SCALE
Q
J
DETAIL NOT APPLICABLE
1 TO DAM SAFETY REPORT
= 0 U SPILLWAY
COMPACTED c� cn EL 774.00 _ _ _ EL - - - -1- _ _ _ THICKENED EDGE
r - - - - _ _ D D - - - - - J
SUBGRADE 1 = EL 775.00 D D I EL 775.00 U EL 775.00
w (SEE THIS DWG
\-8" CONCRETE TRENCH FLOOR EL LU ° ° ° ✓ . DI. I.. D . ID. ° FOR DETAIL) 50'
(SEE NOTE 1&2) CARIES (SEE SCHEDULE 1__._I___ ___________I 1
31
THIS DWG)EL 791.00 i -D_D - - � - , p- I D � pl I i i � _ _ � EL 775 00 (TYP)
SEE PLAN FOR LIMIT
OF RIPRAP
Jv°Qo V� 18" NCDOT CLASS ,�u�O�O�u�O��
�OO�OO°00�, �OO OUP 1 RIPRAP > �oc>o O 0oc
°ovOuO Q°OO� k (Oa O
EL 791.00 EL 791.00
EL 792.00 D D I EL 792.00
COMPACTED
SUBGRADE
16 OZ/SY
GEOTEXTILE (TYP)
CL TRENCH FINISH GRADE
(SEE NOTE 1, 2, & 3) (SEE PLAN)
HH
I
EL 773.00
o�w
41
SEE PLAN FOR LIMIT
OF RIPRAP
o oo OBK
15" RIPRAP O�o�o �C�o-
nr�°n�� nr�°n�� ------ �n0� o 0�
o °o ou � °o ou �00�
EXTERIOR TOE
-EL 773.00
-6" TOPSOIL
AND SEEDING
12'-6"
E775.00 I I EL 775.0 6" CRUSHED / \(TYP)10
o °o O A -� A ROCK
TOP OF BERM °O EL 774.00 EL 774.00 _ 1
D
6" GRANULAR MATERIAL��,--
�.J
SEE SCHEDULE THIS DWG EL 773.00
� EL 773.00 , _ -
#4 @ 12" OC EW -
_
15" RIPRAP
INTERIOR TOE
SAWED JOINT (TYP) (SEE BLC00-CV-C-GR.SD-001 EL 774.00
EXTERIOR TOE
TYPICAL PRECAST TRENWA TRENCH SECTION
DETAIL
NOT
APPLICABLE
FOR DETAIL)
SAWED JOINT (TYP)
-EL 790.00
NOT TO SCALE
TO DAM
SAFETY
REPORT
(SEE DWG BLC00-CV-C-GR.SD-001
-6" TOPSOIL
NOTES: (PRECAST TRENWA TRENCH SECTION)
SOUTH COAL PILE BASIN EMERGENCY SPILLWAY
FOR DETAIL) SECTION U
AND SEEDING
NOT TO SCALE
NOT TO SCALE
1. TRENCH CONCRETE SHALL BE TRENWA - TYPE AS INDICATED ON SCHEDULE - RATED FOR HS20 (32,000
LBS/AXLE) OR ENGINEER APPROVED EQUAL. ALL TRENCHES TO BE FURNISHED WITH REMOVABLE TOP
EXISTING OR
EXISTING OR
CONCRETE SLABS FURNISHED BY TRENWA, INC. OR ENGINEER APPROVED EQUAL. INTERNAL WIDTH FINISH GRADE FINISH GRADE
• I. I .. I . o,�° "X" AND INTERNAL HEIGHT "Y". END WALLS TO BE LOCATED AT EACH END OF TRENCH UNLESS
_ _ _'L ° I _ _ _I_ - - - - - - - - _ _ _ _ _i ° OTHERWISE NOTED. TRENCH TO BE SEALED AND INSTALLED PER MANUFACTURER'S = _ _ _ _ _ _ = I = _ _ _ = I I-
- - - D D D I D DI 1 RECOMMENDATION. - ----=i - I -
i D . D � D I � I'�'-
LU
EIL 792.00 I ° I EL 792.�0 6" CRUSHED 2. SEE DWG BLC00-CV-C-GR.PL-002 FOR LOCATION. BACKFILL AS SPECIFIED o -IIII I BACKFILL AS SPECIFIED
i - ROCK w w w
EL 791.00 EL 791.00 _
00 O° °
cy�C vl� O�O0 oO O0
°
3. FOR SIDE BY SIDE TRENCHES WITH CLEARANCE LESS
COMPACTED BACKFILL.
THAN 2 -0 USE FLOWABLE FILL INSTEAD OF
Q
>
Q
>
U
r, O°i
° ° � °
6
4
6
w
TRENCH WIDTH
EL 790.00
w
cn
AS SPECIFIED
INTERIOR TOE
15" RIPRAP 21'
SAWED JOINT (TYP) (SEE BLC00-CV-C-GR.SD-001 EL 791.00
EL 791.00
°
D ,
p
FULLY ENCASE THE
_ _
FOR DETAIL)
#4 @ 12" OC EW
D.
o.'
D
4" HDPE PIPE
N
- __
METALLIC TRACING TAPE
3
3
°
°
D
°
4" DIA HDPE
(NOT APPLICABLE FOR CULVERTS)
RETENTION BASIN EMERGENCY SPILLWAY EL 790.00 1
I I=1 I I
1 EL 790.00
_
HAND TAMPED PROTECTIVE
NOT TO SCALE 15" RIPRAP
-
OBEDDING
o
p
BACKFILL. EARTH OR
NOTES)
Uj
-
MATERIAL
GRANULAR BEDDING
6" CRUSHED ROCK CONCRETE - 8" CONCRETE = RIPRAP - d GRANULAR BEDDING
16 OZ/SY GEOTEXTILE #4 REBAR @ 12" OC. EW. O IIII- (SEE NOTE 1 & 2) - O D.. D , D.. D o ° �°
COMPACTED ° MATERIAL
°pO SUBGRADE OB�o _ I I i0 �
04
COMPACTED SUBGRADE
0 16 OZ/SY GEOTEXTILE
8
I IIII ° . j- . °�1 =- ; _ III - � 16 OZ/SY GEOTEXTILE
-- 1 BASIN STRUCTURE E TRENCH
�`b CONCRETE ENCASED PIPE TRENCH NOTES: (PIPE TRENCH) NOT TO SCALE
COMPACTED 16 OZ/SY GEOTEXTILE
SUBGRADE (TYP) LINER CONNECTION
12"
SPILLWAY THICKENED CONCRETE EDGE DETAIL
NOT TO SCALE
NOTES: (GENERAL)
1. CONCRETE SHALL HAVE 4,000 PSI COMPRESSIVE STRENGTH
AT 28 DAYS.
2. REFER TO SPECIFICATIONS FOR CONCRETE INSTALLATION
DETAILS.
E 104/04/171 WEGI BL I ISSUED FOR PERMITTING
D
03/08/17
WEG
BL
ISSUED FOR PERMITTING
C
11/18/17
WEG
BL
ISSUED FOR PERMITTING
B
11/04/16
TMP
BL
ISSUED FOR REVIEW
A
09/19/16
TMP
BL
ISSUED FOR REVIEW
no.
I date
I by
I ckd
I description
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Permit\BLC00-CV-C-GR.SD-004.dgn
(SEE DETAIL THIS DWG) HDPE NOT TO SCALE
GCL 1. NOT APPLICABLE FOR PIPE INSTALLED THROUGH EMBANKMENT AND BERMS.
SECTION rR NOTES: (CONCRETE ENCASED PIPE TRENCH)
NOT TO SCALE 1. CONCRETE BEDDING SHALL HAVE A MIN COMPRESSIVE STRENGTH OF 4000 PSI.
BACK FILLING OF TRENCH WILL NOT COMMENCE UNTIL CONCRETE HAS CURED A
MIN OF 2 DAYS (48 HOURS).
2. PROVIDE CONCRETE BLOCKS EVERY 10' ALONG THE LENGTH OF PIPE TO SUPPORT
PIPE AT REQUIRED ELEVATION AND SLOPE BEFORE POURING CONCRETE.
3. PROVIDE INTERMEDIATE PIPE ANCHORING TO PREVENT PIPE FROM FLOATING
WHILE POURING CONCRETE.
4. CONCRETE SHALL BE RODDED BY HAND DURING PLACEMENT.
F �06/29/17�WEG� BL ISSUED FOR PERMITTING
no. date by I ckd description
4 5 6 7 8
i i I I I
TITLE
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
0
COMPACTED
SUBGRADE
`8" CONCRETE
(SEE NOTE 1 & 2)
EL 774.00
itit1+1rfI.Ire.
• '. -,
ww
v SEAL
0 2 317 $dP
VVV
s
40
Jun 29 2017 15 : 07: 3 8
WATER REDIRECTION PROGRAM
MISCELLANEOUS DETAILS
SHEET 4
FOR BELEWS CREEK STEAM STATION
U1&2
DUKE
ENEKGY®
STOKES COUNTY, INC
SCALE: NONE
5SKN0
DWG TYPE:: CVL
DO R-
JOB NO: 88673
CHKD: BL
DATE: 03/30/16
ENGR: TMP
FILENAME: BLC00-CV-C-GR.SD-004.dgn
APPD: WEG
DWG SIZE
DRAWING NO.
REVISION
ARCH El
BLC00-CV-C-GR.SD-004
F
10/29/2017 sknichols 12:37:11 PM
GT
C-
F-

T
2
T
3
T
4
T
5
a
T
7
T
9
ON
�_C
�—D
�—E
�� BASIN PIPE PENETRATION ISOMETRIC DETAIL
vu° 15" RIPRAP (TYP) NOT TO SCALE
3
oo� 1
12" GRANULAR MATERIAL TYP
GCL
HDPE LINER
EXTRUSION WELD
16 OZ/SY GEOTEXTILE (SEE
BASIN PIPE PENETRATION
ISOMETRIC THIS DWG)
o♦
D ♦ EXTRUSION WELD
1= _
— — D♦♦
PIPE
8" THICK REINFORCED ♦♦
CONCRETE SLAB
(SEE NOTE 2)
1/2" STAINLESS
STEEL BANDING
� /— HDPE PIPE BOOT
NEOPRENE GASKET
PIPE WALL
EXTRUSION WELD
PIPE OUTLET
GCL —/
HDPE LINER
_-,— 8" CONCRETE (TYP)
3 1
D
D
12" GRANULAR MATERIAL (TYP)
EXTRUSION WELD
16 OZ/SY GEOTEXTILE (SEE
BASIN PIPE PENETRATION
ISOMETRIC THIS DWG)
EXTRUSION WELD
HH=HH
PIPE
%i 8" THICK REINFORCED ♦♦ ���Ii
CONCRETE SLAB
(SEE NOTE 2)
1/2" STAINLESS
STEEL BANDING
k /— HDPE PIPE BOOT
NEOPRENE GASKET
PIPE WALL
EXTRUSION WELD
PIPE OUTLET
NOTES: (TYPICAL BASIN PIPE PENETRATION) NOTES: (PIPE PENETRATION OF 8" CONCRETE SPLASH PAD DETAIL)
1. STEEL TROWEL ALL CONCRETE SURFACES WITH ROUND CONCRETE CURB 1. STEEL TROWEL ALL CONCRETE SURFACES WITH ROUND
AND SMOOTH EDGES. i I= oO AND SMOOTH EDGES. i I=
_ D
2. REINFORCE CONCRETE SLAB WITH #4 REBAR @ 12" OC EW. ° a 2. REINFORCE CONCRETE SLAB WITH #4 REBAR @ 12" OC EW. °
BOTTOM OF BASIN BOTTOM OF BASIN
3. SEE PLAN DWG BLC00-CV-C-GR.PL-002. �^ �.. 3. SEE DWG BLC00-CV-C-GR.SD-003 FOR SLOPE LININGS.
voo
4. SEE DWG BLC00-CV-C-GR.SD-003 FOR SLOPE LININGS.
TYPICAL BASIN PIPE PENETRATION DETAIL PIPE PENETRATION OF 8" CONCRETE SPLASH PAD DETAIL ��'� f►If.
NOT TO SCALE NOT TO SCALE
0-
SEma
i 0231-7 9
�f1l1i»
Apr 13 2017 12:20:17
TITLE WATER REDIRECTION PROGRAM
MISCELLANEOUS DETAILS
PRELIMINARY -NOT SHEET 5
FOR CONSTRUCTION
FOR BELEWS CREEK STEAM STATION U1&2
BURNS SCALE: NONE CON: 5.8120
�MEDONNELL
DUKE DWG TYPE: CVL DFTR: SKN
ENERGY® JOB NO: 88673 CHKD: BL
9400 WARD PARKWAY DATE: 02/15/17 ENGR: TMP
B 04/13/17 WEG BL ISSUED FOR PERMITTING KANSAS CITY, MO 64114 STOKES COUNTY, NC
U
816-333-9400 FILENAME: BLC00-CV-C-GR.SD-005.dgn APPD: WEG
A 03/08/17 WEG BL ISSUED FOR PERMITTING FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. + REVISION
ARCH E1 BL�'+���C\/�i+�GR.�7D�OO5 B
no. I date I by I ckd I description no. date by ckd description 30.0"x42.0" v V v
Z:\Clients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Civil\Dwgs\Contract\Dam Perm1t\BLC00-CV-C-CR.SD-005.dgn 4 5 6 7 8 9 1®/13/2017 sknichols 10:06:10 AM
i i I I I I I
FC
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D--�
F--�

2
3 4 5 6 7 8 9
WE
.0
14
SU
TRAFFIC RATED STEEL
PROTECTIVE COVER
LOCKING WATERTIGHT CAP —\ A
MIN 4" PIEZOMETER BOREH
fREINFORCED
CONCRETE PAD
FACE
O
Z
w
w
N
— —
— —
PIEZOMETER
CEMENT -BEN
— GROUT
— —
3.0' (MIN) BEN
— FILTER PACK
— 1.5' ABOVE S(
— — 1.0' BELOW Si
— — SCREEN SEE
— INSTALLATIOI
(10-SLOT 0.01
__
— —
--
— —
— —
— —
--
1" (MIN)
TYPICAL FLUSH. -MOUNT CONSTRUCTION DIAGRAM (TYPE A)
NOTES: NOT TO SCALE
1. MINIMUM DEPTH AS REQUIRED TO MAINTAIN TOP OF
SCREEN ELEVATION AT ELEVATION ACCORDING TO
INSTALLATION TABLE AND MINIMUM SEAL ABOVE
SCREEN; WHICHEVER IS LOWER.
BOLLARD (TYP)--\
STEEL PROTECTIVE COVER
LOCKING WATERTIGHT CAP
SURFACE
p
REINFORCED
—
— CONCRETE P)
N
P
P
D
D
MIN 4" PIEZON
—
_
BOREHOLE
—
— —
1" (MIN) PIEZ(
—
p
— —
—
— CEMENT -BE
Z
GROUT
—
w
- —
—
U)
— —
—
—
— — —
—
— 3.0' (MIN) BI
--
—
FILTER PAC
— —
— 1.5' ABOVE
—
— —
— 1.0' BELOW
—
—
— SCREEN (S
INSTALLATI
—
(10-SLOT 0.
TYPICAL CONSTRUCTION DIAGRAM (TYPE B)
NOT TO SCALE
A
104/17/171WEG�
BL
I ISSUED FOR PERMITTING
no.
I date
I by
I ckd
description
NOTES:
1. COORDINATES BASED ON NORTH CAROLINA STATE PLANE NAD83. VERTICAL DATUM BASED ON PLANT DATUM.
no. I date I by I ckd
description
PLANT GRID
STATE PLANE NORTH
NORTH
Angle (390 59' 56.753460")
0 100, 200'
NORTH SCALE IN FEET
TITLE
PRELIMINARY - NOT
FOR CONSTRUCTION
FOR
BURNS
&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
IF
WATER REDIRECTION PROGRAM
WATER RETENTION BASIN
PIEZOMETER PLAN
STATE PLANE
BELEWS CREEK
A-011 ft� i DUKE
w ENE RGY, 1
STOKES COUNTY, NC
SCALE: 1" = 100'
CON:
WEG
DWG TYPE: CVL
DFTR:
SKN
JOB NO: 88673
CHKD:
BL
DATE: 03/23/16
ENGR:
WEG
FILENAME:
88673SKC008.DGN
APPD:
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
S KC 008
A
. m i4-7 inn-1-7 i, ti i 7-n-7 A F oke
RAM
I_=3i
C-
F-

T
2
T
3
T
4
T
5
T
6
T
7
T
9
I1
C•?
f�7
E
U
z
E 12/27/17 1 ZSC I JAB IISSUED FOR PRICING
D 1 1/30/17 1 ZSC I JAB IISSUED WITH ADDENDUM NO. 1
C 1 12/9/16 1 ZSC I JAB IISSUED FOR BID
B 1 11 /4/16 I ZSC
A 1 9/19/16 1 ZSC
ISSUED FOR OWNER REVIEW
ISSUED FOR OWNER REVIEW
RETENTION BASIN AND
HOLDING BASIN SITE PLAN
NOT TO SCALE
TRUE
NORTH
39°59'46"
PLANT
NORTH
COAL PILE RUNOFF BASIN
NOT TO SCALE
TRUE
NORTH
39°59'46"
PLANT
NORTH
ORETENTION BASIN INTERMEDIATE WEIR STRUCTURE - SEE DWG BLC00-CD-K-YM.00.PL-002
OPRIMARY BASIN INLET STRUCTURE - SEE DWG BLC00-CD-K-YM.00.PL-003
ORETENTION BASIN EFFLUENT STRUCTURE - SEE DWG BLC00-CD-K-YM.00.PL-004
OHOLDING BASIN OVERFLOW STRUCTURE - SEE DWG BLC00-CD-K-YM.00.PL-005
OHOLDING BASIN CHEMICAL FEED BUILDING, PCM, AND TRANSFORMER - SEE DWG BLC00-CD-K-YM.00.PL-006
0
OCAUSTIC STORAGE TANK - SEE DWG BLC00-CD-K-YM.00.PL-007
OHOLDING BASIN VACUUM TRUCK UNLOADING PAD - SEE DWG BLC00-CD-K-YM.00.PL-008
OHOLDING FLOATING SUCTION PUMPS - SEE DWG BLC00-CD-K-YM.00.PL-009
OCOAL PILE RUNOFF SUMP - SEE DWG BLC00-CD-K-YM.00.PL-015
OWATER REDIRECTION SUMP - SEE DWG BLC00-CD-K-YM.00.PL-016
OSOUTH COAL PILE RUNOFF SUMP - SEE DWG BLC00-CD-K-YM.00.PL-017
0 (L) HOLDING BASIN INLET TRENCH - SEE DWG BLC00-CD-K-YM.00.PL-010
r ( EAST HOLDING BASIN TRENCH END BOX AND END WALL - SEE DWG BLC00-CD-K-YM.00.PL-011
0 ON WEST HOLDING BASIN TRENCH END BOX - SEE DWG BLC00-CD-K-YM.00.PL-011
OP INLET STRUCTURE TRENCH END BOXES - SEE DWG BLC00-CD-K-YM.00.SD-015
TRUE
NORTH
39°59'46"
SOUTH COAL PILE RUNOFF BASIN
NOT TO SCALE
PLANT
NORTH
NOTES:
1. SEE DRAWINGS BLC00-CD-K-YM.00.SD-001 THROUGH BLC00-CD-K-YM.00.SD-007 FOR
STANDARD CONCRETE DETAILS AND GENERAL NOTES.
2. SEE CIVIL DRAWINGS FOR FINAL GRADE DETAILS AND ELEVATIONS.
3. SEE CIVIL DRAWING BLC00-CV-C-GR.PL-002 FOR PRECAST TRENCH LOCATIONS.
FOR BID - NOT
FOR CONSTRUCTION
BURNS
�MSDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
Mar 8 2017
TITLE WATER REDIRECTION PROGRAM
RETENTION AND HOLDING BASIN
FOUNDATIONS
SITE PLAN
FOR BELEWS CREEK STEAM STATION U 1 & 2
SCALE: AS DUKE DWG TYPE: FDONWN DFOTR: 5.8120
KRH
4� ENERGY® JOB NO: 88673 CHKD: JAB
STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
FILENAME: BLC00-CD-K-YM.00.PL-001.dwg APPD:
DWG SIZE DRAWING NO. REVISION
A�
C�
D�
F
no. I date by I ckd description no. date by ckd
4
description
5
i
6
1
7
1
9
1
ARCH El BLC00-CD-K-YM.00.PL-001
10
E

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2 3 4 5 6 7 8 9
GENERAL NOTES AND ABBREVIATIONS: (APPLICABLE TO ALL DRAWINGS)
1. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY SEPARATE TYPICAL REINFORCING NOTES: TYPICAL REINFORCING NOTES:
CONTRACTS ARE IDENTIFIED AND LABELED FOR EACH CONTRACT. 1. REINFORCING BAR DEVELOPMENT AND LAP SPLICE LENGTHS SHALL 1. REINFORCING BAR DEVELOPMENT AND LAP SPLICE LENGTHS SHALL
2. SPLICES AT FLOOR SLAB (UNLESS NOTED OTHERWISE): BE AS SHOWN IN THESE TABLES UNLESS NOTED OTHERWISE ON BE AS SHOWN IN THESE TABLES UNLESS NOTED OTHERWISE ON
TOP BARS NEAR MID SPAN THE DRAWINGS THE DRAWINGS
BOTTOM BARS - OVER SUPPORTS 2 THE LENGTHS SHOWN IN THE TABLE ARE BASED ON THE FOLLOWING
3. CONCRETE COVER FOR REINFORCING (UNLESS NOTED OTHERWISE):
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
B. EXPOSED TO EARTH OR WEATHER:
#6 THRU #18 BARS = 2"
#5 BARS, 5/8" WIRE AND SMALLER = 1 1/2"
C. NOT EXPOSED TO EARTH OR WEATHER:
I. SLABS, WALLS, AND JOISTS:
#8 AND LARGER BARS = 1 1/2"
#6 AND #7 BARS = 1"
#5 AND SMALLER BARS = 3/4"
II. BEAMS, GIRDERS, AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS
AND SPIRALS = 1 1/2"
4. MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER
INCLUDING SPLICE BARS, SHALL NOT BE LESS THAN:
2. THE LENGTHS SHOWN IN THE TABLE ARE BASED ON CONCRETE
COVERAGE >_ 1 1/2" AND REINFORCING C-C SPACING >_ 4".
3. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED
SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.
4. THE DEVELOPMENT AND SPLICE LENGTHS SHOWN SHALL NOT
APPLY IF ANY OF THE FOLLOWING CONDITIONS OCCUR:
A. f'c < 5000 psi
B. fy > 60,000 psi
C. THE COVER OR C-C BAR SPACING IS NOT AS LISTED ABOVE.
D. LIGHT WEIGHT CONCRETE IS USED.
5. WHERE BAR SPLICES ARE STAGGERED SUCH THAT ONE-HALF OR -A
-
LESS OF TOTAL REINFORCEMENT IS SPLICED WITHIN REQUIRED
LAP LENGTH, SPLICE LENGTH MAY EQUAL DEVELOPMENT LENGTH.
6. CENTER TO CENTER SPACING (S) IS DEFINED AS BELOW
A. FOR COLUMNS AND PEDESTALS: E. LIGHT WEIGHT CONCRETE IS USED.
I. THE DIAMETER OF THE BAR TIMES 1.5 5. WHERE BAR SPLICES ARE STAGGERED SUCH THAT ONE-HALF OR 40 lisil • MAIN REINFORCING
II. 1 1/2" LESS OF TOTAL REINFORCEMENT IS SPLICED WITHIN REQUIRED o • o LAPPED REINFORCING
LAP LENGTH, SPLICE LENGTH MAY EQUAL DEVELOPMENT LENGTH.
III. 1.33 TIMES THE MAXIMUM AGGREGATE SIZE 6. CENTER TO CENTER SPACING (S) IS DEFINED AS BELOW • •
B. FOR ALL OTHER BARS:
I. THE DIAMETER OF THE BAR VIS11 • MAIN REINFORCING
II. 1"
III. 1.33 TIMES THE MAXIMUM AGGREGATE SIZE O • o LAPPED REINFORCING
5. CONCRETE REINFORCING DEVELOPMENT AND LAP SPLICE LENGTHS, • •
HOOKED BAR EMBEDMENT LENGTHS, AND CONCRETE REINFORCING
DETAILS FOR WALL CORNERS AND INTERSECTIONS AS SHOWN ON
THIS DRAWING ARE APPLICABLE TO ALL DRAWINGS UNLESS OTHERWISE
INDICATED.
6. ALLOWABLE BEARING PRESSURE OF 1500 PSF.
GENERAL NOTES: (APPLICABLE TO THIS DRAWING)
REINFORCING DEVELOPMENT AND SPLICES
f'c = 4000psi
BAR
SIZE
DEVELOPMENT LENGTH
SPLICE
LENGTH
OTHER
TOP
OTHER
TOP
#3
1'-3"
1'-7"
1'-7"
2'-0"
#4
1'-7"
2'-1"
2'-1"
2'-8"
#5
2'-0"
2'-7"
2'-7"
3'-4"
#6
2'-5"
3'-1"
3'-1"
4'-0"
#7
3'-6"
4'-6"
4'-6"
5'-10"
#8
4'-0"
5'-2"
5'-2"
6'-8"
#9
4'-6"
51- 1 0"
51- 1 0"
7'-7"
#10
51- 1 "
6'-7"
6'-7"
8'-6"
#11
5'-7"
7'-3"
7'-3"
9'-511
ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS
& McDONNELL STANDARDS WITHOUT RESPECT TO
CONTRACTS. USE ONLY THOSE DETAILS AS CALLED FOR
ON PLANS, SPECIFIED, OR AS REQUIRED TO ACCOMPLISH
THE WORK.
ABBREVIATIONS:
AA - ALUMINUM ASSOCIATION FAB - FABRICATE PED - PEDESTAL
AB - ANCHOR BOLT FD - FLOOR DRAIN PEN - PENETRATE
ABT - ABOUT FDN - FOUNDATION PERP - PERPENDICULAR
ACI - AMERICAN CONCRETE FF - FAR FACE PJTN - PROJECTION
INSTITUTE FL - FLOOR PL - PLATE
ADH - ADHESIVE FLG - FLANGE PREFAB - PREFABRICATED
DEVELOPMENT LENGTHS
HOOKED BARS (f'c = 4000psi)
BAR SIZE
LENGTH OR MIN
EMBEDMENT
#3
7"
#4
10"
#5
1 '-0"
#6
1 '-3"
#7
1 '-5"
#8
1 '-7"
#9
1'-10"
#10
2'-0"
#11
2'-3"
CONCRETE COVERAGE AND REINFORCING C-C SPACING:
BEAMS OR COLUMNS: COVER = 1.0bd (BAR DIAMETER)
CENTER TO CENTER (C-C) SPACING = 2.Obd
ALL OTHERS: COVER = 1.0bd
CENTER TO CENTER (C-C) SPACING >_ 3.Obd
3. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED
SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.
4. THE DEVELOPMENT AND SPLICE LENGTHS SHOWN SHALL NOT
APPLY IF ANY OF THE FOLLOWING CONDITIONS OCCUR:
A. f'c < 4000 psi
B. fy > 60,000 psi
C. THE COVER OR C-C BAR SPACING IS NOT AS LISTED ABOVE.
D. THE REINFORCING STEEL IS EPDXY COATED.
EPDXY COATED
REINFORCING DEVELOPMENT AND SPLICES
f'c = 5000psi
BAR
SIZE
DEVELOPMENT LENGTH
SPLICE
LENGTH
OTHER
TOP
OTHER
TOP
#3
1'-0"
1'-1 "
1'-3"
1'-5"
#4
1'-4"
1'-6"
1'-8"
1'-11"
#5
1'-8"
1'-10"
2'-1"
2'-4"
#6
1 '- 1 1 "
2'-2"
2'-6"
21- 1 0"
#7
3'-2"
3'-7"
4'-2"
4'-8"
#8
4'-0"
4'-6"
5'-3"
5'-10"
#9
5'-1"
5'-9"
6'-7"
7'-5"
#10
6'-5"
7'-311
1 8'-511
1 9'-511
#11
7'-11"
8'-1111
1 10'-4"
1 11'-6"
z
w
0
co
2
w
HOOKED BAR
w
w
a U
a
z
-
Q J
J a
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Q J
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a
°
°
w w
a w I-
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°
z
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DETAIL 1
DETAIL 2
EPDXY COATED
DEVELOPMENT LENGTHS
HOOKED BARS (f'c = 5000psi)
BAR SIZE
LENGTH OR MIN
EMBEDMENT
#3
8"
#4
lift
#5
1'-1 "
#6
1 '-4"
#7
1'-6"
#8
1'-9"
#9
1'-11"
#10
2'-2"
#11
2'-5"
B
z
w
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w
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z
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DETAIL 1
DETAIL 2
AGGR - AGGREGATE FNSH - FINISH PSF POUNDS PER SQUARE
AHR - ANCHOR FS - FAR SIDE FOOT
AISC - AMERICAN INSTITUTE OF FT - FEET PSI - POUNDS PER SQUARE
STEEL CONSTRUCTION FUT - FUTURE INCH m m 2 DEVELOPMENT LENGTH NOTES: C
AISI - AMERICAN IRON AND GA - GAGE PVC - POLYVINYL CHLORIDE O L� DEVELOPMENT LENGTH NOTES: O w
STEEL INSTITUTE CRITICAL O N z CRITICAL O N
GALV - GALVANIZE R - RISER w SECTION Q 1. WHERE DRAWINGS ARE DETAILED SIMILAR TO DETAIL 2, EXTEND w SECTION Q T_ 1. WHERE DRAWINGS ARE DETAILED SIMILAR TO DETAIL 2, EXTEND
AL - ALUMINUM J J
ALTN - ALTERNATE GND - GROUND RAD - RADIUS � cv THE EMBEDMENT LENGTH SUCH THAT THE HOOKED BAR 0 N THE EMBEDMENT LENGTH SUCH THAT THE HOOKED BAR
GR - GUARDRAIL RD - ROOF DRAIN X Q� CONTACTS THE LAYER OF MAIN REINFORCING SHOWN. X � CONTACTS THE LAYER OF MAIN REINFORCING SHOWN.
ANSI - AMERICAN NATIONAL GRTG - GRATING REF - REFERENCE O O O O
STANDARD INSTITUTE z 2. EMBEDMENT LENGTHS IN CHART ARE TYPICAL EXCEPT AS NOTED z 2. EMBEDMENT LENGTHS IN CHART ARE TYPICAL EXCEPT AS NOTED
APPROX - APPROXIMATE H - HIGH REINF - REINFORCE J IN DETAIL 2, OR AS INDICATED ON DRAWINGS. uj IN DETAIL 2, OR AS INDICATED ON DRAWINGS.
ARCH - ARCHITECT HEX - HEXAGON READ - REQUIRED
ASTM - AMERICAN SOCIETY FOR HK - HOOK REV - REVISION
TESTING OF MATERIALS HORIZ - HORIZONTAL RM - ROOM
HPT - HIGH POINT S - SOUTH 12 x DIA OF BAR RADIUS OF HOOK: 12 x DIA OF BAR RADIUS OF HOOK:
AWS - AMERICAN WELDING HR - HANDRAIL SC - SLIP CRITICAL 4 x DIA OF BAR - #3 TO #8 BARS 4 x DIA OF BAR - #3 TO #8 BARS
SOCIETY HS - HIGH STRENGTH SCHED - SCHEDULE 5 x DIA OF BAR - #9 TO #11 BARS 5 x DIA OF BAR - #9 TO #11 BARS
BC - BOLT CIRCLE IBC - INTERNATIONAL SE - SOUTHEAST 6 x DIA OF BAR - #14 & #18 BARS 6 x DIA OF BAR - #14 & #18 BARS
BETW - BETWEEN SECT - SECTION
BLDG - BUILDING BUILDING CODE SH - SHEET
BM - BEAM ID - INSIDE DIAMETER
BOS - BOTTOM OF STEEL IF - INSIDE FACE SIM - SIMILAR
INTR - INTERIOR SLP - SLOPE TYPICAL REINFORCING DEVELOPMENT AND SPLICES TYPICAL REINFORCING DEVELOPMENT AND SPLICES
BOT - BOTTOM INVT - INVERT SLV - SLEEVE (UNCOATED) (EPDXY COATED)
BRG - BEARING SP - SPACE
BRKT - BRACKET JT - JOINT SPEC - SPECIFICATION
C/C - CENTER TO CENTER KB - KNEE BRACE SQ - SQUARE
CAP - CAPACITY KPL - KICK PLATE SST - STAINLESS STEEL
CF - CUBIC FEET KSI - KIPS PER STD - STANDARD D
CHKR - CHECKER SQUARE INCH STIF - STIFFENER STD 90 DEG STD 90 DEG
CIR - CIRCLE STIR - STIRRUP LAP SPLICE LAP SPLICE STD 90 DEG
CJ - CONSTRUCTION JOINT L - LONG STL - STEEL HOOK (UNO) HOOK (UNO) DOWEL LAP SPLICE HOOK (UNO) DOWEL TYP
LAD - LADDER CORNER REINFORCEMENT NOTES:
CL - CENTER LINE LB - POUND STR STRAIGHT �1 L T
CLJ - CONTROL JOINT LL - LIVE LOAD STRL - STRUCTURAL ° ° d ° d ° d 1. UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS
d �d ° d ° THE OPTION OF REINFORCING CORNERS IN ACCORDANCE
CLR - CLEAR LLH - LONG LEG HORIZONTAL STRUC - STRUCTURE ° ° d ° d d d °
CMU - CONCRETE MASONRY LLV - LONG LEG VERTICAL SW - SOUTHWEST d d d w ° d d a ° WITH OPTION #1 OR OPTION #2.
UNIT LLV - LINTEL SYMM - SYMMETRICAL ° a U d d d ° ° d 2. UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS
CO - CONCRETE OPENING LONG - LONGITUDINAL T - TREAD ° J a w THE OPTION OF CONSTRUCTING INTERSECTIONS WITH
COL - COLUMN LPT - LOW POINT T&B - TOP & BOTTOM d 7__ZVERT REINF ° a U ° d JT
Uw OR WITHOUT CONSTRUCTION JOINTS. REINFORCE PER
CONC - CONCRETE LS - LAP SPLICE TEMP - TEMPORARY NOTSHOWN d J aQ APPLICABLE DETAIL.
CONN - CONNECTION MATL - MATERIALTHD - THREAD ° cn ° HORIZ REINFU) J a 3. 4, INDICATES CONTRACTOR OPTION: WITH OR WITHOUT
CONT - CONTINUOUS THK - THICK ° VERT REINF NOT SHOWN °°
CONTR - CONTRACT MAX - MAXIMUM d VERT REINF VERT REINF HORIZ REINF LAP SPLICE AT THESE LOCATIONS.
COORD - COORDINATE MECH - MECHANICAL THRU - THROUGH NOT SHOWN NOT SHOWN NOT SHOWN NOT SHOWN
COR - CORNER MEZZ - MEZZANINE TOB - TOP OF BOLT
MFR - MANUFACTURER TOC - TOP OF CONCRETE PLAN PLAN
CRSI - CONCRETE REINFORCING MH - MANHOLE TOG - TOP OF GRATING OPTION #1 OPTION #2 PLAN PLANELEVATIONELEVATION
STEEL INSTITUTE CTR CENTER MIN - MINIMUM
TOS - TOP OF STEEL WITHOUT CJ WITH CJ
-
MISC - MISCELLANEOUS TRD - TREAD STD 90 DEG
CY - CUBIC YARD TYP - TYPICAL STD 90 DEG LAP STD 90 DEG
DBL - DOUBLE MK - MARK LAP SPLICE LAP SPLICE HOOK (UNO) HOOK (UNO) DOWEL TYP
DET - DETAIL
N - NORTH UNO - UNLESS NOTED OTHERWISE CORNER BAR SPLICE HOOK (UNO) DOWEL
NA - NOT APPLICABLE VAR - VARIESI r L
DIA - DIAMETER ° a a L <
DIAG - DIAGONAL NE - NORTHEAST VERT - VERTICAL d d ° °
t/4-
°w°d°°DIM - DIMENSION NF - NEAR FACE �/ - WESTDK - DECKING NIC - NOT IN CONTRACT W - WIDE ° ° ° a d ° ° d �i I a FloDL - DEAD LOAD NO - NUMBER W/ - WITH c�DN - DOWN W/O - WITHOUT ° NOM - NOMINAL a w STD 90 STD 90 Q a w wDWG - DRAWING NS - NEAR SIDE Wp - WIDTH aDWL - DOWEL NTS - NOT TO SCALE�/P - WORK POINTWHERE JWHERE a Q J DEG HOOK DEG HOOK J ° Q d a U a U tl�
E - EAST NW - NORTHWEST WT - WEIGHT ND CATED ND CATED d ° VERT REINF �J�J�� OC - ON CENTER WWF - WELDED WIRE FABRIC ° VERT REINF NOT SHOWN VERT REINF HORIZ REINF srzALEA - EACH d VERT REINF dED - EQUIPMENT DRAIN OD - OUTSIDE DIAMETER NOT SHOWN NOT SHOWN NOT SHOWN NOTSHOWN HORIZ REINF F ;
EF - EACH FACE OF _ OUTSIDE FACE NOTSHOWNdh
++..
+ ;
EJ - EXPANSION JOINT OPNG OPENING PLAN PLAN PLAN PLAN04.
OPP - OPPOSITE ELEVATION ELEVATION * i l �* R�
EL - ELEVATION OPTION #1 OPTION #2 WITHOUT CJ WITH CJ
ELEC - ELECTRICAL OSHA - OCCUPATIONAL to# y 5.%k%
ELEV - ELEVATOR SAFETY AND HEALTH P
EMBED - EMBEDMENT
ADMINISTRATION HORIZONTAL WALL REINFORCEMENT DETAILS HORIZONTAL WALL REINFORCEMENT DETAILS VERTICAL WALL TO SLAB CORNER,
EQ - EQUAL OZ - OUNCE CORNERS INTERSECTIONS AND INTERSECTION REINFORCEMENT DETAILS
z EQ SP - EQUALLY SPACED SEE CORNER REINFORCEMENT NOTE 1 SEE CORNER REINFORCEMENT NOTE 2 SEE CORNER REINFORCEMENT NOTE 3
} EQUIP - EQUIPMENT Mar 8 2017
z EQUIV - EQUIVALENT
EXIST - EXISTING F
TITLE
EXP EXPANSION WATER REDIRECTION PROGRAM
_
z EXT FOR BID -NOT EXTERIOR STANDARD REINFORCEMENT DETAILS RETENTION AND HOLDING BASIN
EW - EACH WAY
w FOR CONSTRUCTION FOUNDATIONS
w
z STANDARD DETAILS
w
SHEET 1
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
06 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
ENEW(m.7" YF
C 12/9/16 ZSC JAB ISSUED FOR BID JOB NO: 88673 CHKD: JAB
co9400 WARD PARKWAY STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
o B 11/4/16 ZSC - ISSUED FOR OWNER REVIEW
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-001.dwg
A 9/19/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El
o no. I date I by I ckd I description no. I date I by I ckd I description 300"42.0" BLC00-CD-K-YM.00.SD-001 C
U
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Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-001.DWG 11/30/2016 10:11 AM KHAMPEL i i

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2 3 4 5 6 7 8 9
GENERAL NOTES:
1. ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS &
McDONNELL STANDARDS WITH OUT RESPECT TO CONTRACTS.
USE ONLY THOSE DETAILS AS CALLED FOR ON PLANS,
SPECIFIED OR AS REQUIRED TO ACCOMPLISH THE WORK.
2. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY
SEPARATE CONTRACTS ARE IDENTIFIED AND LABELED FOR
EACH CONTRACT.
3. REFER TO GUARDRAIL DETAILS ON OTHER DRAWINGS. EDGES
WITH GUARDRAIL DEFINED AS FOLLOWS:
EDGE TYPE W/ GR-GUARDRAIL TYPE
1 1/2" 1411 z Cl)
3'-0"
1 /2" DIA x 4" LG O 1/4" BAR ALL < z 1 /4" 6" 1'-0" 1'-6"
HEADED STUDS @ 18" OC z CO co 1/4 GAP SEE NOTE 2 AROUND FRAME TYP p U SEE NOTE 2
L3x3x1/4 Q z PL 1/4"x"T" ~ A
SLAB N 0� Y - 1/4" GRATING OR
CHECKERED PLATEL ° I O
c� = 3/16 2-12° ° z
~ N ° 1/2" DIA x 4" HEADED wp p
�Xr47�_Z
STUDS AT 18" OC o z
LJ7
L2x2x1/4 ANGLE FRAME J
06
PL 1/4" a 1/2" DIA x 4" ~ L2x2x1/4 ° 1-6 ° = I
c� 1/2" DIA x 4" L2x2x1/4 v HEADEDA1"OCSTUDS DIMS ON PLANS ARE TO _
HEADED STUDS 1/2 12 DIMS ON PLANS ARE TO 1/2 DIA x 4 HEADED INSIDE FACE OF CONCRETE
c� (OMIT LOWER STUDS AT 18" OC N - - - STUDS AT 18" OC
FOR "T" LESS THAN 8") PL 1/4" INSIDE FACE OF CONCRETE CE-7
DIMS ON PLANS ARE TO N*40
INSIDE FACE OF CONCRETE 1/2" DIA x 4" HEADED CE-6 NOTES: C
STUDS AT 18" OC
C_ WITH KICK PLATE (OMIT LOWER STUDS N_ 1. MITER, WELD AND GRIND SMOOTH ANGLE
CE-2 WITHOUT KICK PLATE C_ FOR 'IT" LESS THAN 8") 1. PLATE SECTION NOT TO EXCEED 8 SQ FT IN SIZE. FRAME AT CORNERS.
PROVIDE TWO 3/4" DIA LIFTING HOLES IN EACH 2. WELD CONTINUOUS BAR TO ANGLE AS SHOWN PLAN
COPE 3/8" AT STAIR LOCATIONS CE-3 NOTE: PLATE SECTION. WHEN NECESSARY TO BRING GRATING UP FLUSH TYPICAL LADDER LANDING
CE-5 2. DRILL AND TAP EACH CORNER OF EACH WITH CURB ANGLE FRAME.
WITH ABRASIVE NOSING (CE-2) MITER, WELD AND GRIND SMOOTH
ANGLES AT ALL CORNERS. PLATE SECTION AND FRAME FOR 1/4" OPTION: DELETE CONTINUOUS BAR, TRIM ANGLE NOTE:
DIA STAINLESS STEEL SCREWS. AT TOP AS REQUIRED. g
SEE EQUIPMENT LAYOUT DRAWINGS FOR LOCATIONS.
3" 3"
3" 3" 1 1/4"x1" RUBATEX #R-451-N #4 @ 12" EW
6" UNO REMOVABLE HEAT AND CEMENT SPLICES CTR OF SLAB—\
GUARDRAIL POST GUARDRAIL POST
REMOVABLE 1" (±1/16") ( )
CHAMFER EDGES CURB IF REQUIRED CURB IF REQUIRED KICK PL 1/4x4 GUARDRAIL POST KICK PL 1/4x4 GUARDRAIL POST
(1) #4 CONT
(PER CE-8) I (PER CE-8) I I I 1 4" THICK ANGLE �
4" UNO 4" UNO 4" UNO -
Nt L
o o cn
z w 6" GRANULAR FILL
z
z III - z I � BAR 1/2"x1/4" � a U
-4
#4 DOWELS AT 18" #4 TYP AT 2" NOM STD WT PIPE O =
OC SEE NOTE. #4 TYP AT POST PROVIDE 3" DIA OPENING. POST LOCATIONS SLEEVE (10" LONG _ _ SECTION rc
LOCATIONS GROUT GUARDRAIL IN PLACE WITH CURB) 00 00
CE-8 WITH NON -SHRINK GROUT.
1'-0"
77
PL 1/4x3x0'-3 #4 TYP AT POST #4 TYP AT POST /2" DIA NOM STD ° o °
PROVIDE 3 DIA OPENING 3/16 3-12
NOTE: 1,-0„ LOCATIONS _ GROUT GUARDRAIL IN PLACE LOCATIONS WT PIPE SLEEVE 1/2 12
AT CONTRACTOR'S OPTION, DRILL AND WITH NON -SHRINK GROUT (0 PL 1/4x3xO'-3 EXIST ANGLE 4'-0"
SET DOWELS IN NON -SHRINK GROUT EXIST PLATE C
WITH 4" MINIMUM DEPTH.
L STAIR
6" 1 '-6" 1 '-6" 6"
CE-9 WITH CURB CE-11 WITH CURB
CE-10 WITHOUT CURB CE-12 WITHOUT CURB STEEL STAIR
CE-13 C_ C_ SEE STEEL
DRAWINGS
I I
I I
51/4„----I ---I
CL GUARDRAIL POST 2 1/2"* HANDRAIL POST
GUARDRAIL POST
1/4 EJ-4 EJ-4 co
5/8" DIA A325 SET _
PL 3/8 x7 1 /2 x0 -7 1 /2 _
BOLT w/ NUT WELDED L C)STOP LUGS 2
°
TO PIPE SLEEVE SIDES OF POST
°
SLAB EDGE °
°N.
6" MIN
co
�,
III I I
°
(4) 5/8" DIA GALV THREADED
UNO
2" DIA PIPE SLEEVE
ROD @ 90°, EMBED 6" MIN
°
CONNECT TO FLOOR
IN EPDXY ADHESIVE
�'�
III OR PLATFORM PER
CE-18
°
III APPLICABLE EDGE
I
* SPACING AS SHOWN AND IN
III DETAIL
PERPENDICULAR DIRECTION
c�
EDGE EDGE
OF SLAB OF SLAB
CURB
p ROUGH Izz
z 4" MIN UNO OPENING 1'-4" MIN D D
PER PLANS UNO
PLAN
tY
w
II g w TYPICAL STAIR LANDING PAD
BROOM FINISH
CAP END OF POST 4„ 4„ A BROOM FINISH STEEL STAIR, SEE
(4) 1 1/4 DIA HOLES O O STEEL DRAWINGS
FOR 1" DIA POST INSTALLED O � io i
PLAN PLAN PLAN w p @
PLAN � ANCHOR BOLTS � O #4 12" EW T&B
USE WHERE GUARDRAIL IS INDICATED AS I W/ 8 1/4" MIN EMBED _j C)
"REMOVABLE" ON PLANS. — — AND 3 1/2" PROJECTION TYPICAL APPROACH SLAB TYPICAL DOOR STOOP z
STD GUARDRAI 1 1/4" DIA VENT HOLE NOT TO SCALE NOT TO SCALE 00
u� o C) a a
REMOVABLE GUARDRAIL CONNECTION _ _ IN BASE PLATE
NOT TO SCALE - SLOPE 1/2" PER FOOT °
KICK PL 1/4x4 KICK PL 1/4x4 _ PL1x11xO'-11 #4 @ 12" EW GROUND FLOOR SLOPE 1/4" PER FOOT
REMOVABLE GUARDRAIL BASE PLATE TOP & BOT #4 @ 12" EW N 6" GRANULAR FILL
POST SEE REMOVABLE ROUNDED ° CTR OF SLAB
SECTION D
GUARDRAIL CONNECTION CONCRETE TOP PLAN o °
o 0
„ SLAB MOUNTED GUARD POST °���� co
6 STD WT STEEL
I II
PIPE CONCRETE 1
FILLED FINISH COLOR „ °
6 GRANULAR FILL
SAFETY YELLOW 6" GRANULAR FILL
° = 6" DIA x 3'-6" TALL ° � A
co
.;
a ° II I II e ° III _, I I GALV AND PAINTED
PAVEMENT OR _ `o I YELLOW GUARD POST
GRADE LINE - FILLED w/ CONCRETE SECTION A SECTION B
w/ ROUNDED TOP ; ;SEAL
� f �
PL 3/8" \ \ / / USE 3/4" GROUT FOR
LEVELING IF REQUIRED i
(2) 1/2" DIA ADHESIVE PL 3/8" \\�/j j\\5/16 TO PLUMB POST, BACK OF DOOR JAMB AND F. OINe +w
TYPE CONIC ANCHORS \//�\\\/ ER ROUGHEN
o CONCRETEBUSH-HAMER GROUT BEGINNING OF NOTCH * �Ry F5��
(2) 1/2 DIA ADHESIVE #
TYPE CONIC ANCHORS CONCRETE / I�
EMBEDMENT
SECTION SECTION v SECTION
z i0 NOTE: p °
z CE-16 CE-17 Mar 8 2017
AT CONTRACTOR'S OPTION A HEAVY-DUTY MANUFACTURED
STATIONARY GUARDRAIL REMOVABLE GUARDRAIL11-611
PIPE BOLLARD MAY BE SUBSTITUTED FOR THIS FABRICATED F
o DIA SURFACE MOUNTED GUARD POST. MANUFACTURED PIPE TITLE WATER REDIRECTION PROGRAM
U DE_ DE_ DETAIL 1 FOR BID - NOT
z BOLLARD SHALL BE SIMILAR TO THIS FABRICATED GUARD POST RETENTION AND HOLDING BASIN
GUARD POST DETAIL FILLED WITH CONCRETE AND SHALL BE EITHER GALVANIZED FOR CONSTRUCTION FOUNDATIONS
w CONSTRUCTION AND PAINTED SAFETY YELLOW OR WITH
z HDPE SAFETY YELLOW COVER. SUBMIT MANUFACTURED STANDARD DETAILS
w PIPE BOLLARDS FOR ENGINEER/OWNER APPROVAL.
SHEET 2
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
o5 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
EN E Wflm.7'YFC 12/9/16 ZSC JAB ISSUED FOR BIDJOB NO: 88673 CHKD: JAB
co9400 WARD PARKWAY STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
o B 11/4/16 ZSC - ISSUED FOR OWNER REVIEW
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-002.dwg
A 9/19/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El
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ROUGH OPENING
6" MIN
PER PLANS
UNO
0

C
0
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GENERAL NOTES:
I. ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS &
MCDONNELL STANDARDS WITH OUT RESPECT TO CONTRACTS
USE ONLY THOSE DETAILS AS CALLED FOR ON PLANS,
SPECIFIED OR AS REQUIRED TO ACCOMPLISH THE WORK.
2. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY
SEPARATE CONTRACTS ARE IDENTIFIED AND LABELED FOR
EACH CONTRACT.
3. REFER TO GUARDRAIL DETAILS ON OTHER DRAWINGS. EDGES
WITH GUARDRAIL DEFINED AS FOLLOWS:
EDGE TYPE GUARDRAIL TYPE
�W/GR
KICK PL SEE GUARDRAIL POST IF READ
KICK PL SEE SEE PLANS 1/4" GAP SEE
KICK PL
(IF REQD) PLANS (IF REQD) 1/2" DIA x 4" LG HEADED PLANS PLANS PL 1/4 A
STUDS AT 2'-0" CTRS 1/2" PLANS 3" 2" STD WEIGHT PIPE
1/2" METAL CLOSURE PL 1/2" DIA x 4" LG HEADED
METAL CLOSURE PL 1/4" AS SHOWN, 0" 1/2" SLEEVE AT DK-8 ONLY STUDS AT 2'-0" CTRS
w/ DECK SPANNING FINISHED FLOOR GRATING OR METAL CLOSURE PL FINISHED FLOOR
j\
FINISHED FLOOR - PERPENDICULAR TO WT CHECKERED PL - FINISHED FLOOR
FINISHED FLOOR FINISHED FLOOR ril
11 I I
1 b
a -
11
co
17
BENT PL 1/4" — M SEE
NOTE 3/16 1
BENT PL 1/4" — ---- —------- L2x2x5/16
2-6
1/2" DIA x 4" LG METAL DECK 1/2 12 DK PER PLANS —1/
METAL DECK 3/16 2-6
1/2 DIA x 4 LG METAL DECK 3/16 METAL DECK HEADED STUDS METAL DECK
HEADED STUDS 3/4" DIA BOLT w/ 13/16" DIA 1/2" DIA x 4" LG
3/16 AT 2 -0 CTRS HEADED STUDS METAL DECK
AT 2'-0" CTRS x 2" SLOTTED HOLES
7 r-77--177 3/16 2-6 AT 2'-0" CTRS AT 2'-0" CTRS NOTE:
BENT PL 1 /4" WT7x11 @ 7'-0" CTRS
(MAX) w/ STD 3 ROW CONN TACK BENT PL 1/4" WELD FOR GUARDRAIL AT DK-7.
3/16 2-6 WELD FOR PIPE SLEEVE AT DK-8. DK-9 WITH KICK PLATE
DK-1 WITH KICK PLATE DK-3 WITH KICK PLATE DK-5 DK-6 D_ FIXED GUARDRAIL DK-10 WITHOUT KICK PLATE
DK-2 WITHOUT KICK PLATE DK-4 WITHOUT KICK PLATE DK-8 REMOVABLE GUARDRAIL —B
—
SEE PLAN
KICK PL SEE
CL COLUMN (IF REQD) PLANS �3/116N2-12
1/2" DIA x 4" LG HEADED
CL COLUMN BENT PL 1/4" 1/2" DIA x 4" LG HEADED STUDS AT 2'-0" CTRS METAL CLOSURE PL 3/16 2-12
STUDS AT 2'-0" CTRS METAL CLOSURE PL FINISHED FLOOR
3/16 FLOOR DECK = FINISHED FLOOR
3/16 FINISHED FLOOR — °
3/16 ROOF DECK
%w z — ❑
w Q
a METAL DECK METAL DECK
:7
BENT PL 1/4" SHIM USING
3/16 4 GIRT ANGLE (SEE NOTE) 3"1METAL DECK STRUCTURAL TUBE METAL CLOSURE PL
BENT PL 1/4 OR ANGLE AS REQD
1/4 APPLICABLE DECK DETAIL
TYPICAL 1/4" BENT PLATE RETURN 3/16 2-6
NOTE: FLOOR BEAM C
TO COLUMN. (SAME HEIGHT AS ROOF BEAM SEE
ADJACENT BENT PLATE). L3x3x1/4 w/ 3/4" DIA BOLTS
FLOOR BEAM DK-13 PLANS
AT 36" CTRS. USE 7/8" DIA DK-16
DK-11 SLOTTED HOLES IN ANGLE. DK-14 WITH KICK PLATE
DK-12 TIGHTEN BOLTS PRIOR TO
PLACING CONCRETE. DK-15 WITHOUT KICK PLATE
8"
GROUT POCKET
1" 3/4" SEE NOTE D
2" MIN TO EDGE OF it 1
FRONT METALCLAD SWITCHGEAR
EQUIPMENT BASE #4 @ 12" EW TOP
EQUIPMENT WITH FRONT ADD #4 TIES @ 12"
ROLLOUT AIP CIRCUIT FOR PADS > 1'-0" CAST BRONZE FLOOR LIVE LOAD
#4 DOWELS PLATES LIVERS BRONZE
BREAKERS OR STARTERS - BUSH -HAMMER ROUGH
1'-6" SEE NOTE E UNDER AREA OF OR APPROVED EQUAL
D , ° FOUNDATION AND APPLY 400 00
co 1/8" ABOVE HIGH FLOOR BONDING COMPOUND
POINT OF FLOOR LC-2 — SLAB VARIES D PSF D
LC-1 XQ
FLOOR LINE
c�
' I
SECTION
SEAL AT ENDS WITH NUMBER OF CHANNELS AS
CAULKING COMPOUND REQUIRED BY EQUIPMENT 1 EP-1 ALL LETTERING TO BE
1" DIA ENGRAVED
PL1/4" TYP EQUIPMENT PAD FOUNDATION
GROUT HOLE TYP
PLAN
SETTING DETAILS NOTES:
DESIGN LIVE LOAD FLOOR
A. PROVIDE EP-1 EQUIPMENT PAD FOUNDATION FOR EQUIPMENT WHEN PLATE
SWITCHGEAR WITH OTHER FOUNDATIONS HAVE NOT BEEN INDICATED.
NOTE:
ROLLOUT BREAKERS SECTION rA B. PROVIDE ANCHOR BOLTS AND GROUT AS REQUIRED BY EQUIPMENT
MANUFACTURER. SEE FLOOR PLANS FOR LIVE LOADS AND PLATE LOCATIONS.
C. EQUIPMENT PAD FOUNDATIONS SHALL CONFORM TO THIS DETAIL,
EQUIPMENT MANUFACTURER'S REQUIREMENTS, AND THE FOLLOWING:
6" 6" 1. REINFORCE PAD TO CONFORM WITH THIS DETAIL. IF THE FLOOR SET FLOOR PL
IS CONSTRUCTED BEFORE THE DOWELS ARE PLACED, THE DOWELS FLUSH WITH i0
FRONT OF CABINET 1/8 SHALL BE INSTALLED USING ADHESIVE ANCHORS INTO THE FLOOR FINISHED FLOOR
SLAB. co
1'-6" 6" 1/8
2. EQUIPMENT SHALL BE GROUTED IN PLACE WITH NON -SHRINK ° a o a o a
NON -SHRINK GROUT o a.` o a. o o
1/8 C3x4.1 UNLESS = _ GROUT UNLESS OTHERWISE RECOMMENDED BY THE EQUIPMENT ° a o a. o ° a a. o °
THIS AREA AFTER C3x4.1 UNLESS ` a . o ` a o ' a . '
1/8 NOTED OTHERWISE � O C� O MANUFACTURER. � � ° � � ° �
_ OJ EQUIPMENT IS SET NOTED OTHERWISE = O
BUSH -HAMMER ROUGH AND ON PLANS w w ON PLANS w 3. EQUIPMENT ANCHOR BOLTS SHALL BE STANDARD TYPE II ANCHOR THREAD LUG WITH ,
APPLY BONDING COMPOUND > w 3/8 DIA HEX DBL BOLTS UNLESS OTHERWISE RECOMMENDED BY THE EQUIPMENT SPLIT STUD
00 NUT FOR LEVELING O O MANUFACTURER. ANCHOR O -A
NON -SHRINK GROUT CO � CO � r
THIS AREA AFTER Q z POCKET FORMED Q z D. DIMENSION SHALL BE 4-INCHES MINIMUM FOR PADS WITH ANCHOR
EQUIPMENT IS SET 000 BY 2x12 TEMPLATE 00 O BOLTS 1-INCH DIAMETER OR LESS, AND 6-INCHES MINIMUM FOR PADS SECTION ;SEAL F
WITH ANCHOR BOLTS GREATER THAN 1-INCH DIAMETER. ;
1L L E. PROVIDE DOWELS AT 12-INCHES MINIMUM CENTER TO CENTER OR ;
PROVIDE NUMBER OF DOWELS EQUAL TO TOTAL CROSS SECTIONAL.,'i+•
° a ° a q a° , °° AREA OF ANCHOR BOLTS OF PAD, EQUALLY SPACED AROUND PAD.*
qo. 0 . 00 0 . o �
v4 . oo °pa oo pa oo va oo va oo N od oo va o0 od 4 0o Zv # �jil �iM
3/8" DIA x 4" LONG 3/8" DIA x 4" LONG BUSH -HAMMER
z CONCRETE ANCHOR CONCREATE ANCHOR BROUGH AND APPLY
ONDING COMPOUND Mar 8 2017
z
Q
0 L_ LC-2TITLE WATER REDIRECTION PROGRAM F
z FOUNDATION DETAILS FOR BID - NOT RETENTION AND HOLDING BASIN
w SWITCHGEAR WITH ROLLOUT BREAKERS FOR CONSTRUCTION FOUNDATIONS
z STANDARD DETAILS
w
SHEET 4
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
o6 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
ENEINC7 IF
C 12/9/16 ZSC JAB ISSUED FOR BID JOB NO: 88673 CHKD: JAB
co9400 WARD PARKWAY (0 1 STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
o B 11/4/16 ZSC - ISSUED FOR OWNER REVIEW MO 64114
KANSAS CITY,
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-004.dwg APPD:
A 9/19/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El
o no. I date I by I ckd I description no. I date I by I ckd I description 300"42.0° B1LC00-CD-K-YM.00.SD-004 C
uL.
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Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-004.DWG 11/30/2016 10:12 AM KHAMPEL i i

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r`1
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GENERAL NOTES:
1. ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS
& McDONNELL STANDARDS WITH OUT RESPECT TO CONTRACTS.
USE ONLY THOSE DETAILS AS CALLED FOR ON PLANS, SPECIFIED
OR AS REQUIRED TO ACCOMPLISH THE WORK.
2. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY SEPARATE
CONTRACTS ARE IDENTIFIED AND LABELED FOR EACH CONTRACT.
CO EXAMPLES:
HOW OPENING THRU WALLS OR FLOORS ARE INDICATED
ON PLANS FOR TYPE "CO" DETAILS AS FOLLOWS:
O~ 6" DIA CO-3
4" LINE G-2
18"x12" CO-6
2" TYP (1) #5 x 4'-0" LONG, EF (TYP)
10" LINE K-3 & LINE B (1) #5 EF (TYP) FOR 6" THICK CONCRETE A
a FOR 6" THICK CONCRETE AND LESS USE:
18"x12" CO-6 AND LESS USE: (1) #5 CENTER FOR WALLS
c� (1) #5 CENTER FOR WALLS m (1) #5 TOP FOR SLABS
LINE K-3 & K-7 (1) #5 TOP FOR SLABS J „
Il
co W
U-
o ADD BARS SIZE & IDENTIFICATION
Q ADD BARS a = AS NOTED ON PLANS
J IN FLOOR SLABS: U) IN FLOOR SLABS: SIZE & IDENTIFICATION 'IT" WALL
(1) #5 EF
U- I-_ (1) #5 EF Or_ AS NOTED ON PLANS THICKNESS
O z IN WALLS:
Q (11WALLS: T_
) #5 FOR "D" LESS THAN 24" C/) (1) #5 FOR "L" LESS THAN 24" T/2
a_ (1) #6 FOR "D" = 24" TO 36" (1) #6 FOR "L" = 24" TO 36" PLAN
PLAN
SEE NOTES o „
= ADD BARS (TYP ALL OPENINGS): C_ WITH 4 PROJECTION CO-5 WITH 4" PROJECTION
ADD BARS (TYP ALL OPENINGS): CO-4 WITHOUT 4" PROJECTION ° 1/2" DIA x 4" HEADED
SEE NOTES 1 PRESSURE 1 (1) #5 EF FOR "D" LESS THAN 24" 1
�� �� _ �� � C_ WITHOUT 4" PROJECTION a STUDS @ 16" CTRS
SIDE (1) #6 EF FOR D - 24 TO 36 (1) #5 EF FOR W LESS THAN 24
(1) #6 EF FOR "W" = 24" TO 36" NOTES: NOTES: 2 (4 STUDS MIN)
COC 2 1. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT 1. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT g
UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED
a N UNSLEEVED OPENING UNSLEEVED OPENING WITH THE EQUIPMENT OR STRUCTURE INTENDED TO WITH THE EQUIPMENT OR STRUCTURE INTENDED TO — — INTERIOR
° FULFILL ITS SPECIFIC USE OR SHALL BE IMMEDIATELY FULFILL ITS SPECIFIC USE OR SHALL BE IMMEDIATELY SIDE
NOTES: NOTES: COVERED. SEE OSHA SECTION 29CFR1926 SUBPART R. COVERED. SEE OSHA SECTION 29CFR1926 SUBPART R.
3/4" 3/4" 1. MINIMUM LENGTH OF ALL BARS SHALL BE "D" + 3'-6" WITH BARS 1. ALL MINIMUM LENGTHS TO BE (L OR W) + 3'-6" WITH BARS CENTERED
CENTERED ON OPENING. ON OPENING. a
2. FOR OPENINGS LESS THAN 12" DIAMETER, THE ADD BARS ARE NOT 2. FOR OPENING (W, L) LESS THAN 12" DIAMETER, THE ADD BARS ARE PL 1/4" ALL AROUND OR 2 PL'S ° STD WT PIPE SLEEVE
REQUIRED IF NO REINFORCING IS CUT BY THE OPENING. NOT REQUIRED IF NO REINFORCING IS CUT BY THE OPENING. 1/2" DIA x 4" HEADED AND SPLIT PIPE ON ENDS OR 1/4" PL
3. SHORT SPAN OF SLAB = LESSER DISTANCE BETWEEN SUPPORT 3. SHORT SPAN OF SLAB = LESSER DISTANCE BETWEEN SUPPORT - STUDS 16' CTRS _ DIA x 4" HEADED REINFORCE PER
MEMBERS. MEMBERS. � (4 STUDSS MIN) � STUDS @ 16" CTRS
(4 STUDS MIN) 1" MIN CO-1 OR CO-2 (UNO)
4. REINFORCE OPENINGS WITH "D" LARGER THAN 3'-0" AS INDICATED 4. REINFORCE OPENINGS WITH "L" OR "W" LARGER THAN 3'-0" AS
a
WS-1 ON THE DRAWINGS. IF NOT INDICATED, CONTACT THE ENGINEER. INDICATED ON THE DRAWINGS. IF NOT INDICATED, CONTACT THE4
5. FOR CONCRETE OPENINGS THROUGH STEEL DECKING, BLOCK OUT ENGINEER. °
WATERSTOP CONCRETE WITHIN OPENING WITH STYROFOAM OR OTHER APPROVED 5. FOR CONCRETE OPENINGS THROUGH STEEL DECKING, BLOCK OUT
CO-7
MATERIAL AND SEAL WITH DUCT TAPE. CUT DECK TO MATCH INSIDE CONCRETE WITHIN OPENING WITH STYROFOAM OR OTHER APPROVED
NOTES: DIMENSIONS OF OPENING AFTER CONCRETE HAS SET FOR 7 DAYS. MATERIAL AND SEAL WITH DUCT TAPE. CUT DECK TO MATCH INSIDE STD WT PIPE
6. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT UNTIL DIMENSIONS OF OPENING AFTER CONCRETE HAS SET FOR 7 DAYS.
1. WATERSTOP "SIKADUR 31" AS MANUFACTURED IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED WITH THE 6. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT UNTIL TYPICAL SECTION TYPICAL SECTION
BY SIKA CORPORATION OR APPROVED EQUAL. EQUIPMENT OR STRUCTURE INTENDED TO FULFILL ITS SPECIFIC IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED WITH THE
USE OR SHALL BE IMMEDIATELY COVERED. SEE OSHA SECTION EQUIPMENT OR STRUCTURE INTENDED TO FULFILL ITS SPECIFIC REINFORCE PER CO-1 (UNO) REINFORCE PER CO-1 (UNO)
29CFR1926 SUBPART R. USE OR SHALL BE IMMEDIATELY COVERED. SEE OSHA SECTION C
7. REINFORCING SHOWN REPRESENTS THE MINIMUM REQUIRED AT 29CFR1926 SUBPART R.
ALL CO-1 OPENINGS UNLESS NOTED OTHERWISE. 7. REINFORCING SHOWN REPRESENTS THE MINIMUM REQUIRED AT
ALL CO-2 OPENINGS UNLESS NOTED OTHERWISE.
GROUT NECK
(SEE NOTE 2) PIPE FLANGE
CLEARANCE
SIZE & IDENTIFICATION
AS NOTED ON PLANS
SIZE & IDENTIFICATION
AS NOTED ON PLANS — -
- STD WEIGHT PIPE
I SLEEVE OR PL 1/4"
� 1
SIZE & IDENTIFICATION D
\ I SIZE & IDENTIFICATION \� �/ AS NOTED ON PLANS
AS NOTED ON PLANS
D-
PLAN
PLAN
CO-8 WITH 4" PROJECTION PLAN PLAN
CO-10 WITHOUT WS-1 JOINTS
CO-9 WITHOUT 4" PROJECTION CO-11 WITH WS-1 JOINTS CO-12 WITH 4" PROJECTION CO-14 WITH 4" PROJECTION
REINFORCE PER CO-1 (UNO) CO-13 WITHOUT 4" PROJECTION CO-15 WITHOUT 4" PROJECTION
NOTES: NOTES: NOTES: NOTES:
1. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT 1. * DIA = FLANGE OR BELL DIAMETER WHERE APPLICABLE 1. BLOCK OUT CONCRETE WITHIN OPENING WITH STYROFOAM 1. BLOCK OUT CONCRETE WITHIN OPENING WITH STYROFOAM
UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED OR PIPE OD FOR PLAIN END PIPE. OR OTHER APPROVED MATERIAL AND SEAL WITH DUCT TAPE. OR OTHER APPROVED MATERIAL AND SEAL WITH DUCT TAPE.
WITH THE EQUIPMENT OR STRUCTURE INTENDED TO 2. APPLY BONDING COMPOUND TO ALL SURFACES PRIOR TO CUT DECK TO MATCH INSIDE DIMENSIONS OF OPENING AFTER CUT DECK TO MATCH INSIDE DIMENSIONS OF OPENING AFTER
FULFILL ITS SPECIFIC USE OR SHALL BE IMMEDIATELY PLACING GROUT. CONCRETE HAS SET FOR 7 DAYS. CONCRETE HAS SET FOR 7 DAYS.
COVERED. SEE OSHA SECTION 29CFR1926 SUBPART R. 2. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT 2. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT
UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED
T/3 WITH THE EQUIPMENT OR STRUCTURE INTENDED TO FULFILL WITH THE EQUIPMENT OR STRUCTURE INTENDED TO FULFILL
ITS SPECIFIC USE OR SHALL BE IMMEDIATELY COVERED. SEE ITS SPECIFIC USE OR SHALL BE IMMEDIATELY COVERED. SEE
OSHA SECTION 29CFR1926 SUBPART R. OSHA SECTION 29CFR1926 SUBPART R.
WATER
PL 1/4" 4 SIDES OR
SEEPAGE RING PRESSURE ° o - 2 PLATES AND SPLIT;
PL 3/8 x 2 WS_1 30 STD WT PIPE
ALL AROUND SLEEVE OR PL 1/4" 1/2" DIA x 4" HEADED PIPE AT ENDS 1/2" DIA x 4" HEADED• 0�•+
STUDS @ 16' CTRS
STUDS @ 16CTRS++
(4 STUDS MIN) (4 STUDS MIN)�L F
#,' ••
3/16 � NON -SHRINK
3/16 GROUT
(SEE NOTE 2)
z L DECK
TYPICAL SECTION T/3 T/3 METAL DECK SEEMETANOTES) Mar 8 2017
z REINFORCE PER CO-1 (UNO) T/3 (SEE NOTES)
TYPICAL SECTION TYPICAL SECTION F
REINFORCE PER CO-1 (UNO) REINFORCE PER CO-2 (UNO) TITLE WATER REDIRECTION PROGRAM
FOR BID -NOT TYPICAL SECTION RETENTION AND HOLDING BASIN
z
w
w FOR CONSTRUCTION FOUNDATIONS
z STANDARD DETAILS
w
SHEET 6
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
06 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
E N E RGYF
C 12/9/16 ZSC JAB ISSUED FOR BID JOB NO: 88673 CHKD: JAB
co9400 WARD PARKWAY STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
o B 11/4/16 ZSC - ISSUED FOR OWNER REVIEW
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-006.dwg
A 9/19/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH E1
no. date by ckd description no. date by ckd description 30.0°X42.0° BLC00-CD-K-YM.00.SD-006 C
oU 4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-006.DWG 11/30/2016 10:13 AM KHAMPEL i i

2 3 4 5 6 7 8 9
n
LZI
C
E
GENERAL NOTES: ANCHOR BOLT EXAMPLES MINIMUM EMBEDMENT FOR
1. ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS & WEDGE -TYPE ANCHORS
McDONNELL STANDARDS, WITHOUT RESPECT TO CONTRACT. STANDARD DESIGNATION: WHEN DOUBLE NUTS ARE REQUIRED:
USE ONLY THOSE TYPES CALLED FOR ON PLANS, OR AS DIA TYPE II AB (2) 1" 11 DIA TYPE II AB w/ DBL SIZE EMBEDMENT
(2) 1"
REQUIRED TO ACCOMPLISH THE WORK. �� ��
w/ TOB EL 123'-4" NUTS AND TOB EL 123-4 � 1/4" 1 1/8"
2. ITEMS WHICH AREA TO BE FURNISHED AND INSTALLED BY Q 3/8" 1 3/4"
SEPARATE CONTRACTS ARE IDENTIFIED AND LABELED FOR m 1/2" 2 1/4"
EACH CONTRACT. WHEN "B" IS DIFFERENT THAN WHEN AB HAS ALL THE EXCEPTIONS
3. FOR MATERIAL PROPERTIES OF VARIOUS BOLT TYPES, SEE INDICATED ON SCHEDULE: TO THE STANDARD DESIGNATION: z 5/8" 2 3/4"
w 3/4" 3 3/8"
SPECIFICATIONS AND EXAMPLES, THIS DRAWING.
�� (2)1"DIA TYPE II AB w/ �� (2) 1" DIA TYPE II STAINLESS , 0 7/8" 3 7/8"
4. ALL BOLTS TO HAVE "UNC" - CLASS 2A THREADS, STANDARD B,—5,& TOB EL 123,-4 STEEL AB w/ DBL NUTS B =5 w
CUT WASHERS AND HEAVY HEX NUTS UNLESS NOTED "K"=8" AND TOB EL 123'-4" 1" 4 1/2"
OTHERWISE. w 1 1 1/4" 5 5/8"
MINIMUM EMBEDMENT FOR ADHESIVE ANCHORS (UNO)
CARBON STEEL
HIGH STRENGTH STEEL
STAINLESS STEEL
SIZE
HILTI HY150
SIMPSON ACRYLIC
HILTI HVA
HILTI HY150
SIMPSON ACRYLIC
ITW RAMSET/RED A7
HILTI HVA
HILTI HY150
SIMPSON ACRYLIC
ITW RAMSET/RED A7
HILTI HVA
3/8"
1 3/4"
3 1/2"
5 1/4"
5 1/4"
3 1/2"
3 1/2"
1/2"
2 1/8"
4 1/4"
6 3/8"
6 3/8"
4 1/2"
4 1/4"
5/8"
2 1/2"
5"
7 1/2"
7 1/2"
5 5/8"
5"
3/4"
3 3/8"
6 5/8"
10"
10"
6 3/4"
6 5/8"
7/8"
3 7/8"
6 5/8"
11 1/4"
10"
7 7/8"
6 5/8"
1"
4 1/2"
8 1/4"
12 3/8"
12 3/8"
9"
8 1/4"
1 1/4 "
6"
12"
1 15"
15"
1 12"
12"
—A—
DETAIL
TYPICAL ANCHOR BOLT
PLATE WASHERS
NOT TO SCALE
B = SLEEVE LENGTH D = BOLT DIAMETER D = BOLT DIAMETER B = SLEEVE LENGTH
D = BOLT DIAMETER K = THREADS (2D+3" SINGLE NUT) K = THREADS (2D+3" SINGLE NUT) D = BOLT DIAMETER
K = THREADS (2D+3" SINGLE NUT) D THREADS (3D+3" DOUBLE NUTS) D THREADS (3D+3" DOUBLE NUTS) D K = THREADS (2D+3" SINGLE NUT) D
THREADS (3D+3" DOUBLE NUTS) TOB ELEVATION AS P = BOLT PROJECTION TOB ELEVATION AS P = BOLT PROJECTION AND TOB ELEVATION THREADS (3D+3" DOUBLE NUTS) TOB ELEVATION AS
S = SLEEVE DIA (NOM) NOTED ON PLANS NOTED ON PLANS AS NOTED ON PLANS S = SLEEVE DIA (NOM) NOTED ON PLANS
P = BOLT PROJECTION F r P = BOLT PROJECTION
II I ��l I //m I F
TOC ELEVATION AS TOC ELEVATION AS TOC ELEVATION AS TOC ELEVATION AS
NOTED ON PLANS
NOTED ON PLANS NOTED ON PLANS I NOTED ON PLANS
a a
(S) STD WT (S) STD WT IIII —B—
PIPE SLEEVE m m m PIPE SLEEVE--,IIII m
IIIIIIII
EMBEDDED SQUARE PL IIII EMBEDDED SQUARE PL I EMBEDDED SQUARE PL I EMBEDDED SQUARE PL IIII I
a a a a
WELD 3 PTS DAMAGE LAST THREAD TO WELD 3 PTS DAMAGE LAST THREAD TO WELD 3 PTS DAMAGE LAST THREAD TO WELD 3 PTS DAMAGE LAST THREAD TO
PREVENT REMOVAL OF BOLT PREVENT REMOVAL OF BOLT PREVENT REMOVAL OF BOLT PREVENT REMOVAL OF BOLT
COLUMN
PLATE WASHER
PER SCHEDULE
TYP AT EACH
ANCHOR BOLT ANCHOR
BOLT
CHAIR PLATE
OR BASE PLATE
5. WELDING TO ANCHOR BOLTS WILL NOT BE PERMITTED. WHEN K IS DIFFERENT THAN WHEN AB IS INSTALLED PERPENDICULAR LL
6. IF ANCHOR BOLT SPACING IS LESS THAN SIZE OF EMBEDDED INDICATED ON SCHEDULE: TO VERTICAL CONCRETE SURFACE: = MINIMUM EMBEDMENT FOR EPDXY ADHESIVE ANCHORS (UNO)
SQUARE PLATE USE COMMON EMBEDDED SQUARE PLATE. �� (2) 1 ' DIA TYPE II AB w/ (2) 1" DIA TYPE II AB Z SIZE CARBON STEEL HIGH STRENGTH STEEL STAINLESS STEEL
CONTRACTOR TO CHECK AND COORDINATE. SURFACE ARE K —8 & TOB EL 123 -4 �� 6" PJTN AND CL EL 123'-4" w 3/8" 1 3/4" 4 1/2" 3 1/2"
OF COMMON EMBEDDED SQUARE PLATE TO BE EQUAL TO
OR GREATER THAN THE SUM OF THE AREAS OF THE w 1/2" 2 1/8" 6" 4 1/2"
INDIVIDUAL EMBEDDED SQUARE PLATES. WHEN BOLT AND NUT ARE v 5/8" 2 7/8" 7 1/2" 5 5/8"
7. FOR SLEEVED BOLTS (TYPES I, IV, & VIII) USED IN EQUIPMENT MADE OF SPECIAL MATERIAL 0 3/4" 3 3/8" 9" 6 3/4"
FOUNDATIONS, THE SLEEVE SHALL EXTEND TO TOP OF (BRASS OR STAINLESS STEEL): v 7/8" 4" 10 1/2" 7 7/8"
FOUNDATIONS. " "
�� (2) 1" DIA TYPE II 14 1/2" 12" 9
8. FOR ANCHOR BOLT TYPES I AND IV, ANCHOR BOLT SLEEVES STAINLESS STEEL AB 1 1/4" 5 5/8" 15" 11 1/4"
SHALL BE FILLED WITH GROUT WHEN BASE PLATE / w/ TOB EL 123'-4"
EQUIPMENT IS GROUTED IN ITS FINAL LOCATION.
SCHEDULE
D
A
B
S
EMBEDDED SQUARE PL
REMARKS
5/8"
2"
8"
1 1/2"
PL 1 /2x2 1/2" SQ
3/4"
2"
10"
1 1/2"
PL 1 /2x3" SQ
7/8"
3"
1'-0"
2"
PL 5/8x3 1/2" SQ
1"
3"
1'-2"
2"
PL 5/8x3 1/2" SQ
1 1/8"
3"
1'-4"
2"
PL 3/4x4" SQ
1 1/4"
3"
1'-6"
2 1/2"
PL 3/4x4 1/2" SQ
1 3/8"
4"
1'-8"
2 1/2"
PL 7/8x5" SQ
1 1/2"
4"
V-10"
2 1/2"
PL 7/8x5 1/2" SQ
1 3/4"
4"
2'-0"
3"
PL 1x6" SQ
2"
4"
2'-2"
3"
PL 1 1 /4x7" SQ
2 1/4"
5"
2'-4"
3 1/2"
PL 1 1 /2x7 1/2" SQ
2 1/2"
6"
2'-6"
3 1/2"
PL 1 3/4x8 1/2" SQ
2 3/4"
6"
2'-9"
4"
PL 2x9 1/2" SQ
3"
7"
3'-0"
4"
PL 2 1/4x10" SQ
SCHEDULE
D
A
B
EMBEDDED SQUARE PL
REMARKS
5/8"
2"
8"
PL 1 /2x2 1/2" SQ
3/4"
2"
10"
PL 1 /2x3" SQ
7/8"
3"
1'-0"
PL 5/8x3 1/2" SQ
1"
3"
1'-2"
PL 5/8x3 1/2" SQ
1 1/8"
3"
1'-4"
PL 3/4x4" SQ
1 1/4"
3"
1'-6"
PL 3/4x4 1/2" SQ
1 3/8"
4"
1'-8"
PL 7/8x5" SQ
1 1/2"
4"
1'-10"
PL 7/8x5 1/2" SQ
1 3/4"
4"
2'-0"
PL 1x6" SQ
2"
4"
2'-2"
PL 1 1 /4x7" SQ
2 1/4"
5"
2'-4"
PL 1 1 /2x7 1/2" SQ
2 1/2"
6"
2'-6"
PL 1 3/4x8 1/2" SQ
2 3/4"
6"
2'-9"
PL 2x9 1/2" SQ
3"
7"
3'-0"
PL 2 1 /4x10" SQ
MINIMUM EMBEDMENT FOR UNDERCUT ANCHORS
W
0
LU
m
w
SIZE
METRIC (EQUIV)
DRILLCO MAXI -BOLT
HILTI HDA-P
1/4"
N.A.
2"
N.A.
3/8"
M 10
3 1/2"
4"
1/2"
M 12
6"
5"
5/8"
M 16
7 1/2"
7 1/2"
3/4"
M20
9 1/4"
9 7/8"
7/8"
N.A.
N.A.
N.A.
1"
N.A.
12 1/2"
N.A.
11 1/4"
N.A.
1 16"
1 N.A.
SCHEDULE
D
A
B
EMBEDDED SQUARE PL
REMARKS
5/8"
2"
1'-0"
PL 1/2x3 1/2" SQ
3/4"
2"
1'-2"
PL 5/8x4" SQ
7/8"
3"
1'-4"
PL 3/4x4 1/2" SQ
1"
3"
1'-6"
PL 3/4x5" SQ
1 1/8"
3"
1'-8"
PL 1 x5 1/2" SQ
1 1/4"
3"
1'-11"
PL 1x6" SQ
1 3/8"
4"
2'-1 "
PL 1 1 /4x6 1/2" SQ
1 1 /2"
4"
2'-3"
PL 1 1 /4x7 1/2" SQ
1 3/4"
4"
2'-6"
PL 1 1 /2x9" SQ
2"
5"
3'-0"
PL 1 3/4x10" SQ
2 1/4"
5"
3'-4"
PL 2x11" SQ
2 1/2"
5"
3'-11"
PL 2x12" SQ
2 3/4"
6"
4'-2"
PL 2 1/4x13" SQ
3"
6"
1 4'-6"
PL 2 1/2x14" SQ
PLATE WASHER SCHEDULE
ANCHOR BOLT
DIAMETER
PLATE
WASHER
3/4"
PL1/4x2" SQ
7/8"
PL5/16x2 1/2" SQ
1"
PL3/8x3" SQ
1 1/4"
PL1/2x3" SQ
1 1/2"
PL1/2x3 1/2" SQ
1 3/4"
PL5/8x4" SQ
2"
PL3/4x5" SQ
2 1/2"
PL7/8x5 1/2" SQ
3"
PL1x6" SQ
SCHEDULE
D
A
B
S
EMBEDDED SQUARE PL
REMARKS
5/8"
2"
1'-0"
1 1/2"
PL 1 /2x3 1/2" SQ
3/4"
2"
1'-2"
1 1/2"
PL 5/8x4" SQ
7/8"
3"
1'-4"
2"
PL 3/4x4 1/2" SQ
1"
3"
1'-6"
2"
PL 3/4x5" SQ
1 1 /8"
3"
1'-8"
2"
PL 1 x5 1/2" SQ
1 1/4"
3"
V-11"
2 1/2"
PL 1x6" SQ
1 3/8"
4"
2'-1 "
2 1/2"
PL 1 1 /4x6 1/2" SQ
1 1 /2"
4"
2'-3"
2 1 /2"
PL 1 1 /4x7 1/2" SQ
1 3/4"
4"
2'-6"
3"
PL 1 1 /2x9" SQ
2"
5"
3'-0"
3"
PL 1 3/4x10" SQ
2 1 /4"
5"
3'-4"
3 1/2"
PL 2x11 " SQ
2 1/2"
5"
3'-11"
3 1/2"
PL 2x12" SQ
2 3/4"
6"
4'-2"
4"
PL 2 1/4x13" SQ
3"
6"
4'-6"
4"
PL 2 1 /2x14" SQ
C
TYPE I ANCHOR BOLT
TYPE II ANCHOR BOLT
TYPE III ANCHOR BOLT
TYPE IV ANCHOR BOLT
SLEEVED BOLT
UNSLEEVED BOLT
HIGH STRENGTH
HIGH STRENGTH
UNSLEEVED BOLT
SLEEVED BOLT
D = BOLT DIAMETER
D = BOLT DIAMETER
B = SLEEVE LENGTH
E =
HOOK LENGTH
K = THREADS (2D+3" SINGLE NUT)
D =
BOLT DIAMETER
K =
THREADS (2D+3"
SINGLE NUT)
D
THREADS (3D+3" DOUBLE NUTS)
K =
THREADS (2D+3" SINGLE NUT)
—D—
THREADS (3D+3"
DOUBLE NUTS)
AND TOB ELEVATION
P = BOLT PROJECTION D AND TOB ELEVATION
THREADS (3D+3" DOUBLE NUTS) D
AND TOB ELEVATION
P =
BOLT PROJECTION
AS NOTED ON PLANS~
AS NOTED ON PLANS
P =
BOLT PROJECTION~
AS NO ON PLANS
S =
SLEEVE DIA (NOM)
Y
TOC ELEVATION AS
Y a TOC ELEVATION AS
Y
a TOC ELEVATION AS
NOTED ON PLANS
NOTED ON PLANS
NOTED ON PLANS
o.a. a. � o
pa oo °oa° o0
�.a, a. � o
04 o0 oa°•oo
(S) STD WT
RADIUS = 3D
m
_ m
PIPE SLEEVE
m
a a
N
va
EMBEDDED SQUARE PL I I I
. a
o.a.o.a.
a
a
E
X
N a
DAMAGE LAST THREAD TO
PREVENT REMOVAL OF BOLT
METAL CAP COVER
SCHEDULE
D
B
E
REMARKS
3/8"
5"
5"
1/2"
6"
6"
5/8"
8"
7"
3/4"
10"
9"
7/8"
1'-0"
11"
1"
1'-2"
1'-1"
SCHEDULE
D
B
E
REMARKS
3/8"
7"
3"
1/2"
9"
3"
5/8"
11"
4"
3/4"
1'-2"
5"
7/8"
1'-4"
7"
ill
1 '-7"
8"
SCHEDULE
D
A*
B
REMARKS
3/8"
2"
6"
1/2"
2"
7"
5/8"
2"
10"
3/4"
2"
1'-0"
7/8"
3"
1'-2"
1"
3"
1'-4"
SCHEDULE
D
A*
B
REMARKS
1 1/8"
3"
1'-6"
1 1/4"
3"
1'-8"
13/8"
4"
V-10"
1 1/2"
4"
2'-0"
1 3/4"
4"
2'-5"
2"
4"
21- 1 0"
TYPE VII ANCHOR BOLT
TYPE V ANCHOR BOLT TYPE VI ANCHOR BOLT THREADED ROD OR MACHINE BOLT
HOOKED BOLT HOOKED BOLT
NOTES:
z 1. * NOT REQUIRED FOR MACHINE BOLTS
z 2. CONTRACTOR HAS THE OPTION OF USING HEADED
MACHINE BOLTS IN LIEU OF THREADED RODS.
r�
+ SM
dh #
�# Ry 5 ,
Mar 82017
F
3. FULLY THREADED RODS ARE NOT PERMITTED FOR BID -NOT TITLE WATER REDIRECTION PROGRAM
0 4. MACHINE BOLTS SHALL CONFORM TO ASTM F1 554, GRADE 36. RETENTION AND HOLDING BASIN
z TYPE VIII ANCHOR BOLT
w REMOVABLE BOLT FOR CONSTRUCTION FOUNDATIONS
z STANDARD DETAILS
w
J SHEET 7
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
06 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
0 0 --�
E N E RGYF
C 12/9/16 ZSC JAB ISSUED FOR BID JOB NO: 88673 CHKD: JAB
m 9400 WARD PARKWAY STOKES COUNTY, NC DATE: 9/19/16 ENGR: ZSC
o B 11/4/16 ZSC - ISSUED FOR OWNER REVIEW
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-007.dwg
A 9/19/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
30.0"x42.0" BLC00-CD-K-YM.00.SD-007 C
o no. I date I by I ckd I description no. I date I by I ckd I description ARCH E1
U
4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-007.DWG 11/30/2016 10:13 AM KHAMPEL i i
SCHEDULE
D
A
B
S
EMBEDDED SQUARE PL
REMARKS
5/8"
2"
8"
1 1/2"
PL 1 /2x2 1/2" SQ
3/4"
2"
10"
1 1/2"
PL 1 /2x3" SQ
7/8"
3"
1'-0"
2"
PL 5/8x3 1/2" SQ
1"
3"
1'-2"
2"
PL 5/8x3 1/2" SQ
1 1/8"
3"
1'-4"
2"
PL 3/4x4" SQ
1 1/4"
3"
1'-6"
2 1/2"
PL 3/4x4 1/2" SQ
1 3/8"
4"
1'-8"
2 1/2"
PL 7/8x5" SQ
1 1/2"
4"
V-10"
2 1/2"
PL 7/8x5 1/2" SQ
1 3/4"
4"
1 2'-0"
3"
PL 1x6" SQ
2"
4"
2'-2"
3"
PL 1 1 /4x7" SQ
2 1/4"
5"
2'-4"
3 1/2"
PL 1 1 /2x7 1/2" SQ
2 1/2"
6"
2'-6"
3 1/2"
PL 1 3/4x8 1/2" SQ
2 3/4"
6"
2'-9"
4"
PL 2x9 1/2" SQ
3"
7"
3'-0"
4"
PL 2 1/4x10" SQ

r`1
LZI
C
E
2 3 4 5 6 7 8 9
GENERAL NOTES:
1. ALL DETAILS AND NOTES ON THIS DRAWINGS ARE BURNS & 4. REFER TO GUARDRAIL DETAILS ON OTHER DRAWINGS. EDGES
McDONNELL STANDARDS WITHOUT RESPECT TO CONTRACTS. USE WITH GUARDRAIL DEFINED AS FOLLOWS:
ONLY THOSE DETAILS AS CALLED FOR ON PLANS, SPECIFIED OR AS
REQUIRED TO ACCOMPLISH THE WORK. EDGE TYPE GUARDRAIL TYPE
2. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY SEPARATE w/ GR-
CONTRACTS ARE IDENTIFIED AND LABELED FOR EACH CONTRACT.
3. DETAIL "SE-9" WHEN INDICATED IS TO BE PROVIDED AT ALL COLUMN
LOCATIONS SUPPORTING GRATING, CHECKERED PLATE OR METAL DECK.
GUARDRAIL POST REMOVABLE
GUARDRAIL POST GUARDRAIL POST GUARDRAIL POST A
PL 1/4" KICK PL GUARDRAIL POST
1/4" KICK 1/4KICK PL I " I I I
I I I I _ I 3/16 II I
1 /4" KICK PL
~ 3/16 3/16 3/16 3/16
II _ II
ADD PL 1/4" IF _ PL 1 /2x2 1 /2x0'-6 1/2"
N FLANGE THICKNESS p _
IS LESS THAN 3/8" N (2) 5/8" DIA A325 BOLTS WT4x7.5x0'-3" = _
GRATING OR GRATING OR
CHECKERED PLATE
GRATING OR 3/16 CHECKERED PLATE TYP AT EACH GR POST GRATING OR
GRATING OR
3/16 CHECKERED PLATE 3/16 1/2 12 CHECKERED CHECKERED PLATE
L2x2x5/16 CONT WT FLANGE TO LPLATE
3/16 ADD PL 1/4" IF CHANNEL TYP 3/16 1/2 12 L2x2x5/16 CONT
FLANGE THICKNESS
IS LESS THAN 3/8" WT STEM TO 3/16
SE-1 SE-2 SE-3 CHANNEL 3/16
SE-4 SE-5
B
1/4" CANTILEVER DIMENSIONS
SEE PLANS 3/16 2-24 1/4" KICK PL SHOWN ON PLANS ARE TO
3/16 2-24 FACE OF KICK PLATE.
GRATING OR SEE NOTE
CHECKERED PLATE ALTERNATE
REMOVABLE 1/4" STIFFENER PLATES AT "7" + 4" LOCATION EVERY OTHER BAR
GUARDRAIL POST 3/16 STAIR STRINGERS ONLY = TYP 3/16 1 PLATE K
3/16 PL 1 /2x2 1 /2x0'-6 1/2" ~ - -
II ~ I +
(2) 5/8" DIA A325 BOLTS � WF LOCATIONS I —
w/ BEVELED WASHERS BENT PL 1/4" I GRATING
3/16 2-24
1/4" _ _ _ _ — THICKNESS 3/16
GRATING OR 71
3/16 3-12 3/16 2-24
GRATING OR
CHECKERED PLATE CHECKERED PLATE
T+ 4LOCATE L2x2x1/4 AND WELD TO COLUMN. SPAN TO NEXT
1/2 12 L2x2x5/16 CONT COPE 3/8" WHERE STAIRS GO DOWN USE AS REQUIRED TO SUPPORT GRATING, SUPPORT BEAM
CHECKERED PLATE OR METAL DECK C
AND ABRASIVE NOSING OCCURS.
SE-7 SE-10
SE-6 SE-9
NOTE:
CHANNEL LOCATIONS CANTILEVER IS NOT TO EXCEED 1/3 OF SPAN TO NEXT
SUPPORT BEAM UNLESS NOTED OTHERWISE.
SE-8
REMOVABLE 3/16 3/16 REMOVABLE
GUARDRAIL POST 3/16 3/16 GUARDRAIL POST L GUARDRAIL POST
SEE REMOVABLE SEE REMOVABLE
GUARDRAIL CONN GUARDRAIL POST GUARDRAIL CONN GUARDRAIL POST
GUARDRAIL POST
5/8"DIA A325 SET t
BOLT w/ NUT WELDED �
TO PIPE SLEEVE STOP LUGS
2 SIDES OF POST
3/16 3/16 D
SECTION SECTION SECTION
II III 2" DIA PIPE SLEEVE EVERY
3/16 3/16
WELDED WELDED WELDED WELDED II CONNECT TO FLOOR OR OTHER
II PLATFORM PER BAR 3/16
3/16 3/16
II I APPLICABLE EDGE DETAIL PLAN
REMOVABLE 3/16 3/16 REMOVABLE II
GUARDRAIL POST GUARDRAIL POST II GO-1 WITH KICK PLATE
SEE REMOVABLE SEE REMOVABLE II
GUARDRAIL CONN GUARDRAIL POST II GO-2 WITHOUT KICK PLATE
GUARDRAIL CONN GUARDRAIL POST I
4"4"
2 1 /2" 3 1/2" 2 1 /2" 4" 2 1/2" 2 1/2"
_ _ _ _ — CAP END OF
2 1 /2" 3 1 /2" 2 1 /2" 4„ 2 1/2" 4„ 2 1/2" 4„
GUARDRAIL POST SEE PLANS
1/4 1/4
1/4 1/4 KICK PLATE
REMOVABLE GUARDRAIL CONNECTION
PL 3/8"' PL 3/8" PL 3/8" PL 3/8" NOT TO SCALE IF READ
SECTION SECTION SECTION
BOLTED NOTE:
BOLTED BOLTED BOLTED USE WHERE GUARDRAIL IS INDICATED
AS "REMOVABLE" ON PLANS. GRATING PL 1/4"
THICKNESS SECTION
REMOVABLE GUARDRAIL POST REMOVABLE GUARDRAIL POST
GUARDRAIL POST GUARDRAIL POST
A
III 1/4" KICK PL I
1/4" KICK PL � 1/4" KICK PL � 1/4" KICK PL � COVERALL OPENINGS DURING CONSTRUCTION.;
CO
I
M
FI GRATING OR
co
N4__
I
M
GRATING OR
CO
M
—T GRATING OR
CO
M
GRATING OR
i i
F
CHECKERED PLATE
CHECKERED PLATE
L
CHECKERED
CHECKERED
*. ;
4 BOLT CONNECTION PLATE PLATE
FOR BOLTED CONN FOR BOLTED CONN * F • +`��
PL 3/8 WIDE FLANGE OR PL 3/8 WIDE FLANGE OR 7 4 BOLT CONNECTION 4 BOLT CONNECTION ���# �jRy 5%�
CHANNEL CHANNEL FOR BOLTED CONN PL 3/8"' FOR BOLTED CONN
WIDE FLANGE OR WIDE FLANGE OR
SE-11 SE-12 CHANNEL CHANNEL
z REMOVABLE GUARDRAIL MIN NOMINAL BEAM DEPTH = 811 SE13 - Mar 8 2017
} MIN NOMINAL BEAM DEPTH = 8 SE-14
Q REMOVABLE GUARDRAIL MIN CHANNEL DEPTH - 8"
o MIN CHANNEL DEPTH = 8" TITLE F
FOR BI NOT WATER REDIRECTION PROGRAM
z
RETENTION AND HOLDING BASIN
w
w FOR CONSTRUCTION FOUNDATIONS
z STANDARD DETAILS
w
J SHEET 8
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
o6 ` M c DO N N E L L DUKE DWG TYPE: FDN DFTR: KRH
JOB NO: 88673 CHKD: JAB
m 9400 WARD PARKWAY 1111116w, E N E R YF
STOKES COUNTY, NC DATE: 11/2/16 ENGR: ZSC
o B 12/9/16 ZSC JAB ISSUED FOR BID
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- D-K-YM.00. D-008.dwg
A 11/4/16 ZSC - ISSUED FOR OWNER REVIEW FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El
o no. I date I by I ckd I description no. I date I by I ckd I description 300"42.0" BLC00-CD-K-YM.00.SD-008 B
U
4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-008.DWG 11/30/2016 10:13 AM KHAMPEL i i

2 3 4 5 6 7
TOP OF WALL
EL 799'-0 7/8"
0
0
N
TOC
I:111101.11:1Ix•30
co
C
#4 TIES
#4 DOWELS w/
STD HK AT BOT, TYP
SEE SECTION
ON THIS DWG
FOR REINF
SECTION
0 1' 2' 4' YM.00.PL-003
mmmml
v
SCALE IN FEET
1LA Tl r[+
(4) #4 DOWELS w/
STD HK AT BOT
SECTION rE
0 1' 2' 3'
SCALE IN FEET
(3) #9 VERT EC
E EF W/ STD HK
SECTION A
0 1' 2' 4' YM.00.PL-003
v
SCALE IN FEET
DETAIL 2
0 1' 2' 3' YM.00.PL-003
mmmmi
SCALE IN FEET
PL3/8x4 1 /2x0'-6" w/
(2) 3/4" DIA A325
TOP OF WALL
EL 797'-0 7/8"
Tn('
TYPICAL
SCALE IN INCHES
BOLTS IN STD HOLES N 1'-0" 1/2" 1/4
1/4
N
W8
(TOP FLANGE NOT a ° a° ° a s o
SHOWN FOR CLARITY) °
SEE TYPICAL O
a a CONC WALL EMBEDDED PLATE
° DETAIL ON THIS DWG ° a
a
1 /4
5116 °
a °a SEE TYPICAL EMBEDDED
°
PLATE DETAIL ON THIS DWG
a a
°
DETAIL 3
0 1/2' 1' 11/2' YM.00.PL-003
v
SCALE IN FEET
SEE SECTION "A"
ON THIS DWG
FOR REINF
SEE SECTION "C"
ON THIS DWG
FOR REINF
L PROVIDE 3'-0"x3'-0" OPENING FOR RODNEY HUNT SERIES
L
(204) UPWARD OPENING STAINLESS STEEL SLUICE '
ATE (REINF PER CO-2). CONTRACT 5.8120 TO PROVIDE'
ND INSTALL SLUICE GATE USING 316 SS ADHESIVENCHORS PER MANUFACTURER'S INSTRUCTIONS
SECTION �1
0 1' 2' 4' YM.00.PL-003
v
SCALE IN FEET
(4) 1/4" DIA NAIL HOLES TOP OF WALL
EL 799'-0 7/8"
(4) HILTI 1/2" DIA TOP OF
WELDED HEADED STUD EO79 BOLO$,K
ANCHORS (EMBED-4")
(4) #9 HORIZ -
PL1/2" #9 VERT EF
W/ STD HK
SEE SECTION H
BOT OF PIPE
EL 793'-3"
TOC
EL 792'-0 7/8"
1 1/2" SERRATED
GRTG PER PLAN SEE TYP PIPE PENETRATION `-
REINF DETAIL FOR ADD BARS
/'1
TOG EL
799'-0 7/8" ROUGHEN SURFACE CJ-1
TOS EL 4*j
SEE SECTION A
W8 798'-11 3/8" 1 FOR REINF a,
1 LU
I—
O
#5 @ 10" W/ STD Iw
HK, TYP UNO U)
2'-0" 1'-0" 4'-0"
6"
SEE SECTION J
D
SEE SECTION A
-6
FOR REINF
PROVIDE REINF
PER STD DIET
CO-1 (SIM)
FILL CONCRETE (GROUT)
1 1-011
77777
c�
00
PL3/8x4 1/2x0'-5" w/
(2) 3/4" DIA A325
° BOLTS IN STD HOLES
a �
a
CONC WALL
SECTION F
0 1/2' 1' 11/2' YM.00.PL-003
v
SCALE IN FEET
(3) #9 VERT EQ SP,
EF W/ STD HK
SEE SECTION A
FOR REINF
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
SECTION rH
0 1' 2' 3'
SCALE IN FEET
D 1 2/27/17 1 ASK I JAB I ISSUED FOR PRICING
C 12/9/16 ASK JAB ISSUED FOR BID
B 11/4/16 ASK - ISSUED FOR OWNER REVIEW
A 9/19/16 ASK - ISSUED FOR OWNER REVIEW
no. date by ckd description no. date by ckd
4
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-010.DWG 2/27/2017 9:33 AM KHAMPE
0
SEE SECTION G
FOR REINF
I
#5 @ 10" EF,
D TYP UNO
2'-0" 1 SEE NOTE 9
SECTION G
0 1' 2' 4'
SCALE IN FEET
7" rl R
►A
Lcz:))
CL CON
BLOCK -'
o
-
SECTION �1
0 12' 4' YM.00.PL-003
v
SCALE IN FEET
MJ END "
CL 36" DIP
I
CL 12" HDPE CL 30" HDPE
1 DR 11 PIPE I DR 11 PIPE
z
O U)
I= O�
=
z
z m
O
I
SEE NOTE 7
i
TOP OF
GRADE
CL WALL — — ISCO 4710 RESIN
ISFFWA30111PS WALL
ANCHOR (SEE NOTE 7 & 8)
N
D
CLASS 53 DUCTILE IRON VOLCLAY WATERSTOP
PLAIN END BY MECHANICAL CENTER IN WALL
JOINT WALL PIPE WITH ISCO 4710 RESIN (TYP 3 PLACES)
SEEP RING (SEE NOTE 8) ISFFWA12111PS WALL
ANCHOR (SEE NOTE 7 & 8)�
SEEP RING
CENTER IN BLOCK
SECTION J
0 2' 4' 6'
SCALE IN FEET
NOTES: ����i��+'x����
1. SEE DRAWING BLC00 CD K-YM.00.PL-001 FOR SITE ARRANGEMENT PLAN. � ,
C�L
SEE DRAWINGS BLC00-CD-K-YM.00.SD-001 THROUGH BLC00-CD-K-YM.00.SD-008 AND BLC00-ST-S-YM.00.SD-001 FOR STANDARD DETAILS AND GENERAL NOTES.
3. SEE CIVIL DRAWING BLC00-CV-C-GR.PL-002 FOR LOCATION, ORIENTATION, AND FINAL b& FM
GRADE ELEVATION. Z srzAL f
4. MAXIMUM RATED LIVE LOAD ON GRATING OF 100PSF.$
5. PROVIDE 3" CLEAR COVER MIN TO FOOTING AND 2" CLEAR COVER AT WALLS.dh
VIL
AND
FOR PIPE
MECHANIC
NGS
7. WELD A. SEE C(SECTIONS OF HDPE APIPETOITHE CORRESPOND NG WALL ANCHOR PRIOR TO i F . + o
# C *+
PLACEMENT IN THE CONCRETE WALL AND CONCRETE BLOCK. ��� P�
�8. CONTRACTOR TO ENSURE ADEQUATE PLACEMENT TO CONSOLIDATE THE CONCRETE'
AROUND THE PIPE PENETRATIONS.
9 BOX SSEEDRAWING BL 00-CD BOTTOM
LAB. FOOTING KHTHE YM 0SD 0BOTTOM ELEVATION OF THE TRENCH END Mar 8 2017
TITLE WATER REDIRECTION PROGRAM
FOR BID -NOT RETENTION AND HOLDING BASIN
FOR CONSTRUCTION FOUNDATIONS
PRIMARY BASIN INLET STRUCTURE
SECTIONS AND DETAILS
BURNS
N&ME-DONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
description
5 6 7 8 9
i
FOR BELEWS CREEK STEAM STATION
U1 &2
fDUKE
11111116., F
ENEIR GY
STOKES COUNTY, NC
SCALE: AS SHOWN
5.8120ft�
DWG TYPE: FDN
DO R: TJW
JOB NO: 88673
CHKD: JAB
DATE: 9/19/16
ENGR: ASK
FILENAME: BLC00-CD-K-YM.00.SD-010.dw9
APPD:
DWG SIZE DRAWING NO.
REVISION
ARCH El
BLC00-CD-K-YM.00.SD-010
D
10
LET

L
C
0
E
4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.SD-015.DWG 2/27/2017 1:29 PM KHAMPEL i i I

01
LZI
C
E
2 3 4 5 6 7 8 9
GENERAL NOTES: STANDARD FRAMED BEAM HEAVY FRAMED BEAM SPEIAL FRAMED BEAM
1. ALL DETAILS AND NOTES ON THIS DRAWING ARE BURNS & McDONNELL CONNECTION SYMBOL CONNECTION SYMBOL CONNECION SYMBOL
STANDARDS WITHOUT RESPECT TO CONTRACT. USE ONLY THOSE SEE NOTES BELOW SEE NOTES 1 AND 2 BELOW E NOTES 1 AND 2 BELOW
TYPES CALLED FOR ON PLANS OR AS REQUIRED TO ACCOMPLISH 5 5 ALsEwl'8x5oT
WORK. H
2. ITEMS WHICH ARE TO BE FURNISHED AND INSTALLED BY SEPARATE W18x50 W18x50
CONTRACTS ARE IDENTIFIED AND LABELED FOR EACH CONTRACT.
3. CONNECTIONS FOR BEAMS SHOWN ON OTHER DRAWINGS SHALL 1
CONFORM TO THE REQUIREMENTS DEFINED BELOW UNLESS NOTED STEEL BEAM SIZE STEEL BEAM SIZE STEEL BEAM SIZE
OTHERWISE.
STANDARD FRAMED BEAM CONNECTIONS HEAVY FRAMED BEAM CONNECTIONS SPECIAL FRAMED BEAM CONNECTIONS
NOTES.
1. UNLESS NOTED OTHERWISE ALL BEAM CONNECTIONS SHALL
BE PER TABLE 10-2 CASE I OF AISC STEEL CONSTRUCTION
MANUAL 13TH EDITION WITH SHOP WELDS.
NOTES:
1. HEAVY FRAMED BEAM CONNECTION SYMBOL AS NOTED ON
PLANS:
2. THE NUMBER INDICATES THE MINIMUM NUMBER OF ROWS OF
THE NUMBER INDICATES THE MINIMUM NUMBER OF
ABBREVIATIONS:
HIGH -STRENGTH BOLTS FOR THAT END CONNECTION. END
5 ROWS OF HIGH -STRENGTH BOLTS FOR THAT END
AA - ALUMINUM ASSOCIATION JT - JOINT
CONNECTIONS SHALL BE STANDARD FRAMED BEAM BEARING
CONNECTION. SEE DETAILS BELOW,
AB - ANCHOR BOLT KB - KNEE BRACE
TYPE CONNECTIONS PER TABLE 10-2 CASE I OF AISC STEEL
2. WELD SIZE TO BE ONE-HALF THE WEB THICKNESS AND NOT
ABT - ABOUT KPL - KICK PLATE
CONSTRUCTION MANUAL 13TH EDITION.
TO EXCEED THE FOLLOWING:
A - AMERICAN CONCRETE
A MINIMUM CLIP ANGLE THICKNESS:
INSTITUTE KSI - KIPS PER
SQUARE INCH
BEAM -TO -COLUMN CONNECTION: 3/8"
ADH - ADHESIVE
AGGR - AGGREGATE L - LONG
BEAM -TO -BEAM CONNECTION: 3/8"
AHR - ANCHOR LAD - LADDER
LB - POUND
B. TABLE 10-2 CASE I WELDS TO BE 3/16"
AISC - AMERICAN INSTITUTE OF
STEEL CONSTRUCTION LL - LIVE LOAD
3. ROWS OF BOLTS: THE NUMBER OF FASTENERS IN A VERTICAL
AISI - AMERICAN IRON AND LLH - LONG LEG HORIZONTAL
ROW.
STEEL INSTITUTE LLV - LONG LEG VERTICAL
4 WHERE NO STANDARD FRAMED BEAM CONNECTION SYMBOL OX
-A-
NOTES:
AL - ALUMINUM LNTL - LINTEL
ALTN - ALTERNATE LONG - LONGITUDINAL IS INDICATED, THE BEAM END CONNECTION SHALL BE IN 3. SEE ALSO STANDARD FRAMED BEAM CONNECTION NOTES 3 1. SPECIAL FRAMED BEAM CONNECTION SYMBOL AS NOTED
ANSI - AMERICAN NATIONAL LPT - LOW POINT ACCORDANCE WITH THESE NOTES AND WITH THE FOLLOWING AND 5. ON PLANS.
STANDARD INSTITUTE LS - LAP SPLICE MINIMUM NUMBER OF HIGH -STRENGTH BOLTS: THE LETTER INDICATES THE CONNECTION
APPROX - APPROXIMATE MATL - MATERIAL C6, W6, OR LESS = 1 ROW OF 2 BOLTS ON WEB DESIGNATION PER THE SPECIAL FRAMED BEAM
ARCH - ARCHITECT MAX - MAXIMUM C8 OR W8 = 2 ROWS A5 CONNECTION SCHEDULE
ASTM - AMERICAN SOCIETY FOR MECH - MECHANICAL -B
-
TESTING OF MATERIALS MEZZ - MEZZANINE C10 OR W10 = 2 ROWS 3 ROWS 4 ROWS THE NUMBER INDICATES THE MINIMUM NUMBER OF
AWS - AMERICAN WELDING MFR - MANUFACTURER C12 OR W12 = 3 ROWS ROWS OF HIGH -STRENGTH BOLTS FOR THAT END
SOCIETY MH - MANHOLE C15 OR W14 = 3 ROWS NOTE 2 NOTE 2 CONNECTION
BC - BOLT CIRCLE MISC - MISCELLANEOUS
ANEOUS W16 = 4 ROWS ABOVE ABOVE 2. CONNECTION TYPES:
BETW - BETWEEN MK - MARK W18 = 4 ROWS - STD SIMILAR TO STANDARD FRAMED BEAM
BLDG - BUILDING CY) CONNECTIONS PER THIS DRAWING USING AISC
BM - BEAM N - NORTH W21 = 5 ROWS TABLE 10-2 CONNECTIONS EXCEPT AS NOTED IN
BOS - BOTTOM OF STEEL NA - NOT APPLICABLE W24 = 6 ROWS I I THIS SCHEDULE
BOT - BOTTOM NE - NORTHEAST W27 = 7 ROWS • HEAVY SIMILAR TO HEAVY FRAMED BEAM CONNECTIONS
BRG - BEARING NF - NEAR FACE PER THIS DRAWING EXCEPT AS NOTED IN THIS
Ir
BRKT - BRACKET NIC - NOT IN CONTRACT W30 = 8 ROWS 2 1/2" 2 1/2"
C/C - CENTER TO CENTER NO - NUMBER W33 = 9 ROWS 5 1/2" 2 1/2" 2 1/2" SCHEDULE.
CAP - CAPACITY NOM - NOMINAL SPECIAL CONNECTION PER DETAIL NOTED IN THIS
CF - CUBIC FEET NS - NEAR SIDE W36 = 9 ROWS 5 1/2" SCHEDULE.
CHKR - CHECKER NTS - NOT TO SCALE 5. THE NUMBER OF BOLTS OR THE NUMBER OF ROWS OF BOLTS FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x0'-8 1/2" FOR 3/4" DIA BLOTS USE 2L6x3 1/2x5/16x0'-11 1/2" 3. SEE ALSO STANDARD FRAMED BEAM CONNECTION NOTES 1
CIR - CIRCLE NW - NORTHWEST INDICATED IS THE MINIMUM. PROVIDE ADDITIONAL BOLTS THRU 9.
CJ - CONSTRUCTION JOINT OC - ON CENTER AND/OR CONNECTION DEVICES AS REQUIRED TO COMPLY
CL - CENTER LINE OD - OUTSIDE DIAMETER WITH OSHA REGULATION 29CFR1926 SUBPART R-STEEL
CLJ - CONTROL JOINT OF - OUTSIDE FACE ERECTION.
CLR - CLEAR OPNG - OPENING 6. UNLESS NOTED OTHERWISE, BOLT HOLES FOR BEAM WELD SIZE
CMU - CONCRETE MASONRY OPP - OPPOSITE CONNECTIONS SHALL BE STANDARD HOLES FOR BEARING 5 ROWS 6 ROWS PER SCHEDULE C
UNIT OSHA - OCCUPATIONAL TYPE CONNECTIONS. OVERSIZED, OR SHORT SLOTTED HOLES
CO - CONCRETE OPENING SAFETY AND HEALTH FOR SLIP -CRITICAL CONNECTIONS SHALL BE USED WHERE
COL - COLUMN ADMINISTRATION NOTE NOTE BOLT SIZE
CONC - CONCRETE OZ - OUNCE INDICATED, OR WHEN APPROVED BY THE ENGINEER. LONG -SLOTTED BOLT HOLES ARE NOT PERMITTED. 2 2 SUPPORT MEMBER PER SCHEDULE
CONN - CONNECTION PED - PEDESTAL ABOVE ABOVE FLANGE OR WEB
CONT - CONTINUOUS PEN - PENETRATE 7. CONNECTION BOLTS SHALL COMPLY WITH ASTM A325 WITH
CONTR - CONTRACT THREADS INTERCEPTED. ALL BOLTS SHALL BE 3/4 INCH _ _
COORD - COORDINATE PERP - PERPENDICULAR DIAMETER UNLESS NOTED OTHERWISE. �'� 1 I I
PJTN - PROJECTION �,., �,., ROWS OF
COR - CORNER PL - PLATE 8. BEAM CONNECTIONS TO EXISTING BEAMS OR COLUMNS
CRSI - CONCRETE REINFORCING PREFAB - PREFABRICATED SHALL BE ALL -WELDED DOUBLE ANGLE CONNECTIONS WITH O BOLTS PER
STEEL INSTITUTE PSF - POUNDS PER SQUARE FIELD WELDED CLIP ANGLES TO BOTH MEMBERS, UNLESS SCHEDULE
CTR - CENTER FOOT NOTED OTHERWISE. ANGLES SIZES SHALL BE L4X4X3/8
CY - CUBIC YARD PSI - POUNDS PER SQUARE (MINIMUM). LENGTH OF ANGLES SHALL BE EQUIVALENT TO 2 1/2" 2 1/2"
DBL - DOUBLE INCH "STANDARD CONNECTION" REQUIREMENTS FOR BOLTED 0.1 T
DET - DETAIL PVC - POLYVINYL CHLORIDE CONNECTIONS BASED ON MEMBER SIZE. WELD SIZES FOR LIL5 1/2" 2 1/2" 2 1/2"
DIA - DIAMETER WELD A AND B SHALL BE THE MINIMUM SIZES AS SPECIFIED IN 5 1/2" SINGLE TAB PLATE,
DIAG - DIAGONAL R - RISER TABLE 10-3 OF AISC MANUAL 13th EDITION. THICKNESS PER
RAD - RADIUS CONNECTION SCHEDULE
DIM - DIMENSION 9. MAXIMUM BEAM CONNECTION GAGE SHALL BE 5 1/2". AT FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x1'-2 1/2" FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x1'-5 1/2"
DK - DECKING RD - ROOF DRAIN CONTRACTOR'S OPTION, GAGE MAY BE REDUCED.
DL - DEAD LOAD REF - REFERENCE
DN - DOWN REINF - REINFORCE SINGLE TAB PLATE
READ - REQUIRED DETAIL 1
DWG - DRAWING
REV - REVISION
DWL - DOWEL RM - ROOM 7 ROWS 8 ROWS -D-
E - EAST S - SOUTH SINGLE PLATE
EA - EACH SC - SLIP -CRITICAL BACKING BACKING NOTE NOTE SHEAR CONNECTION BOLT SIZE PER
ED - EQUIPMENT DRAIN SCHED - SCHEDULE BAR (TYP) BAR (TYP) 2 2
EF - EACH FACE SE - SOUTHEAST ABOVE ABOVE SCHEDULE
EJ - EXPANSION JOINT SECT - SECTION
EL - ELEVATION _ _ BEAM PER PLAN
ELEC - ELECTRICAL Sim - SIMILAR
t •
ELEV - ELEVATOR SLP - SLOPE I I
EMBED - EMBEDMENT SLV - SLEEVE
COLUMN PER
EQ _ EQUAL SP - SPACE �-, �-, p u O 1 SCHEDULE
EQ SP EQUALLY SPACED SPEC - SPECIFICATION - - U) coo O 1
EQUIP - EQUIPMENT SQ - SQUARE BACKING LU O 1
EQUIV - EQUIVALENT SST - STAINLESS STEEL BAR (TYP) TYP TYP + � I I O -J U O
EXIST - EXISTING STD - STANDARD 772
0° W O 1
EXP - EXPANSIONSTIF - STIFFENER STD BEAM CONN 2 1/2" 4-2 1/2"
EXT - EXTERIOR STIR - STIRRUPEW - EACH WAY STL - STEEL STD BEAM CONN BACKING BAR (TYP) 5 1/2" 2 1/2" 1/2"
FAB - FABRICATE STR STRAIGHT 5 1/2' FULL DEPTH STIFFENER
FD - FLOOR DRAIN STRL - STRUCTURAL TYPICAL FIELD WELDED BEAM -TO -BEAM THICKNESS PER SCHEDULE (T&B)
FDN - FOUNDATION STRUC - STRUCTURE FOR 3/4" DIA BOLTS USE 2L6x3 1/2x5/16x1'-8 1/2" FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x1'-11 1/2" I
MOMENT CONNECTIONS
FF - FAR FACE SW - SOUTHWEST SCH
FL - FLOOR SYMM - SYMMETRICAL 3 SIDES SCH
FLG - FLANGE T&B - TOP & BOTTOM
FNSH - FINISH TEMP - TEMPORARY
FS - FAR SIDE THD - THREAD BUILDING CODE AND DESIGN LOAD INFORMATION 9 ROWS 10 ROWS
FT - FEET THK - THICK Flo
FUT - FUTURE THRU - THROUGH 1. 2012 NORTH CAROLINA STATE BUILDING CODE. g. IMPORTANCE FACTOR: 1 = 1.25 NOTE NOTE
GA - GAGE TOB - TOP OF BOLT 2. INTERNATIONAL BUILDING CODE (IBC 2009). h. SEISMIC DESIGN CATEGORY B 2 2 `•�
GALV - GALVANIZE TOC _ TOP OF CONCRETE 3. AISC 360-05, SPECIFICATIONS FOR 7. SNOW LOAD ABOVE • ABOVE0�0.,
GND - GROUND TOG TOP OF GRATING STRUCTURAL STEEL BUILDINGS.
GR - GUARDRAIL TOS - TOP OF STEEL a. GROUND SNOW LOAD: PG = 20 PSF
GRTG - GRATING TRD - TREAD 4. AISC MANUAL OF STEEL CONSTRUCTION, b. OCCUPANCY CATEGORY 111 - - 3 SIDES�� F
SCH Z
TYP - TYPICAL ALLOWABLE STRESS DESIGN, 13TH EDITION SCH i ~
H - HIGH AND AISC CODE OF STANDARD PRACTICE FOR c. IMPORTANCE FACTOR: I = 1.10 - I -
HEX - HEXAGON UNO - UNLESS NOTED OTHERWISE STEEL BUILDINGS AND BRIDGES. d. EXPOSURE CATEGORY: CE = 0.9 �,� �,�0'''.
HK - HOOK VAR - VARIES 5. WIND DESIGN 8. LIVE LOAD - _ * i `' ' F' + R�
HORIZ - HORIZONTAL VERT - VERTICAL �1) M � CRY 5, s
HPT - HIGH POINT a. BASIC WIND SPEED: V = 90MPH, 3 SECOND a. ROOF = 20 PSF - - # �ji I�`
HR - HANDRAIL W _ WEST GUST STIFFENED TAB PLATE
HS - HIGH STRENGTH b. PLATFORMS AND STAIRS = 100 PSF PP
�
W/ - WITH b. OCCUPANCY CATEGORY III - DETAIL 2
IBC - INTERNATIONAL
W/O - WITHOUT c. EXPOSURE CATEGORY C
BUILDING CODE wD - WIDTH 6. SEISMIC DESIGN 2 1/2" 2 1/2" Mar 8 2017
ID - INSIDE DIAMETER WP - WORK POINT
IF - INSIDE FACE WT - WEIGHT a. SITE CLASS: D 5 1/2" 2 1/2" 2 1/2"
F
b INTR - INTERIOR 51/2" TITLE WATER REDIRECTION PROGRAM
E: WWF - WELDED WIRE FABRIC b. Fa = 1.6
INVT - INVERT c. Fv = 2.4 FOR BID - NOT
FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x2'-2 1/2" FOR 3/4" DIA BOLTS USE 2L6x3 1/2x3/8x2'-5 1/2" STRUCTURAL STEEL
d. Ss (0.2) = 0.224g FOR CONSTRUCTION STANDARD DETAILS
D
e. S1 (1.0) = 0.083g SHEET 1
o f. OCCUPANCY CATEGORY III
U
J
J
z FOR z BELEWS CREEK STEAM STATION U1 &2
O
BURNS
SCALE: AS SHOWN CON: 5.8120
06 ` M c DO N N E L L DUKE DWG TYPE: ST DFTR: KRH
W
JOB NO: 88673 CHKD: TMH
m 9400 WARD PARKWAY 11111116w, E N E R YF
STOKES COUNTY, NC DATE: 2/27/17 ENGR: JJK
0
KANSAS CITY, MO 64114 APPD:
0
816-333-9400 FILENAME: BL 00- T--YM.00. D-001.dwg
M A 2/27/17 ZSC TMH ISSUED FOR PRICING FIRM LICENSE NO. C-1435 DWG SIZE DRAWING NO. REVISION
ARCH El
o no. I date I by I ckd I description no. I date I by I ckd I description 30 0"42.0" BLCOO-ST-S-YM.003D-001 A
uL.
4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-ST-S-YM.00.SD-001.DWG 2/27/2017 9:36 AM KHAMPEL i i
CLIP ANGLE THICKNESS
MAX WELD SIZE
5/16"
1/4"
3/8"
5/16"
1/2"
7/16"
SPECIAL CONNECTION SCHEDULE
CONNECTION
DESIGNATION
CONNECTION
TYPE
CLIP ANGLE OR
PL THICKNESS
WELD
SIZE
BOLT
DIAMETER
REFERENCE DETAIL
AND DRAWINGS
A
STD
1/2
1/4
3/4
B
STD
5/8
1/4
3/4
C
STD
3/4
5/16
3/4
D
SPECIAL
1/2
1/4
3/4
DETAIL 1
E
SPECIAL
1/2
1/4
3/4
DETAIL 2

I
C
0
4 5 6 7 8 9 10
Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8320-MECHANICAL CONSTRUCTION\SK-001.DWG 3/9/2017 8:16 AM EAQUICK i i I

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Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.PL-006.DWG 4/3/2017 10:49 AM KHAMPEL i I

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Z:\CLIENTS\ENR\DUKEENR\WTRREDIRPROG\88673_BELEWSCREEK\DESIGN\STRUC\CAD\8120-RETENTION BASINS\BLC00-CD-K-YM.00.PL-007.DWG 4/3/2017 10:50 AM KHAMPEL i I

2 3 4
5 6
7
8
BILL OF MATERIALS
N
NO. DESCRIPTION SIZE in
QTY
PIPE
1 Pipe , ASTM D3350 , Fusion Plain End , IPS , 4
247.9'
Cell Cl of 445574C (PE4710) DR 11 , Per ASTM
F714
FITTINGS
2 45' elbow, molded , HDPE Fittings , Fusion 4
4
Plain End , ASTM D3350 , Cell CL of 445574C
(PE4710) DR 11, Molded per ASTM D3261
3 450 elbow, trimmable , HDPE Fittings , Fusion 4
1
Plain End , ASTM D3350 , Cell CL of 445574C
A
(PE4710) , DR 11
W 1043'-8 1 /4"
N 7024'-6 1 /8"
BOP
EL +795'-10 3/8"
2
45°
76.3° 5„ r_5 118„
4"NPD
3/16'' 170
2.1 0 12 '
1.00
2 5/8' ❑
2
W 1013'-1 1 /4"
6'-4 3/8"
45°
N 6902'-0 5/16"
4"-OOWY-2001 O-OOPDH08-NI--N
BOP
EL +790'-7 1 /2"
W 954'-8 9/16"
4 7/8' W 1050'-0 5/8"
N 6817'-11 11/16"
3'-9 7/8' N 7028'-3 15/16"
-1
,_ BOP
BOP
EL +796 -0 11/16��
5811
9�-4 1 3/16"
N 6844' 4 3 4" EL +789'-5 5/8"
BOP 6'-3 11/16"
1 3/16
EL +790'-0" 2
3
511-315/16" 450
1.8°
13/16'
1
C
CONN TO
0.6
0.6
4 NPD
BLC00-IS-P-WY.20010 SHT 2
2 1
W 953'-2 3/16"
450 0.6
N 6811'-10 1 /4"
76.0°
31.0°
EL +789'-7 1 /8"
DISCHARGE TO
A PRIMARY BASIN
0\�6 6'-1 7/16'
W 953'-2 3/16"
6 7/16'
,
p�A'
26'S
N 6811'-10 1 /4"
j 7 ..0°
71764
r6��
18 5/16" EL +789'-7 1 /8"
80;
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WATER REDIRECTION PROGRAM
REQUIREMENTS. CONTRACTOR/SUPPLIER SHALL DESIGN INTERMEDIATE PIPING
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FOR BID - NOT
F
REQUIREMENTS ARE DEFINED WITHIN THE TECHNICAL SPECIFICATIONS.
CONTRACTOR/SUPPLIER SHALL PREPARE DETAILED DESIGN DRAWINGS.
FOR CONSTRUCTION
.This document has been digitally sealed.
ISOMETRIC
04I17/17
YARD DRAINING
J
J
W
FOR BELEWS CREEK STEAM STATION U1
& 2
TRAC E BELL/SPIGOT
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SCALE: SCALE AS SHOWN
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CHKD:
WARD PARKWAY
KANSAS CITY, MO 64114
STOKES COUNTY, NC
DATE: 12/09/16
ENGR:
B
01/30/17
HAS
ZLB
ISSUED FOR ADDENDUM 1
O
816-333-9400
FILENAME: BLC00-IS-P-WY.20010.dwg
APPD:
A
12/13/16
HAS
ZLB
ISSUED FORBID
BUTT WELD FIELD WELD SOCKETWELD
FIRM LICENSE NO. C-1435
DWG SIZE
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REVISION
ANSI D
22.0"X34.0"
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ISOMETRIC LEGEND
sHT
1 OF 3
no.
date
by
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description
no.
date
by
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description
1 1 /27/2017 9:17:41 AM

2 3
4
5
6 7
8
BILL OF MATERIALS
N
2 9/16' CONN TO
BLC00-IS-P-WY.20010 SHT 3
NO. DESCRIPTION SIZE in
QTY
PIPE
1 /16'
W 1012'-2 13/16"
1 Pipe , ASTM D3350 , Fusion Plain End , IPS , 4
110.3'
' ', 0.70
2'-8 3/4" N 7096'-7 5/8"
Cell Cl of 445574C (PE4710) DR 11 , Per ASTM
BOP
4"NPD �� 8'-9 11/16" EL +798'-7 7/16"
F714
FITTINGS
1 1/8, 30.70
2 45° elbow, molded , HDPE Fittings , Fusion 4
5
5„
45° W 1014'-11 9/16"
Plain End , ASTM D3350 , Cell CL of 445574C
N 7092'-1"
(PE4710) DR 11, Molded per ASTM D3261
4 5/16'
0.6° w BOP
W 1014'-4 7/16" ❑2
EL +798'-6 13/16"
A
N 7105-2 5/16" 45°
❑
BOP
❑2
EL +798'-8 9/16" 76.00
450
2'-15/8' 31.00
00
0.6
4'-6 9/16'
8'-6 11/16'
76"70
73/76,,
B
�a
❑2
14.0°
1� �i
4500.60
�3;1
3'-3 3/16'
W 1058'-7 1 /2" 13/16'
0.60
C
N 7081'-2 1 /4"
BOP
EL +798'-1 3/16" ❑
6'-4 1 /8"
31.0°
S'S
48'-5 15/)6„
r/fit-,
1
23 7/16'
4 "NpD
W 1061'-10 11/16"
N 7075-8 15/16" ❑
BOP
450
2.30
EL +798'-0 1/2"
76.0°
\CONNTO
BLC00-IS-P-WY.20010 SHT 1
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GENERAL NOTES:
TITLE
1. PIPING DEFINED SHOWS THE CENTERLINE LOCATIONS AND END CONNECTION
y
,��rrf H4`�ti
WATER REDIRECTION PROGRAM
REQUIREMENTS. CONTRACTOR/SUPPLIER SHALL DESIGN INTERMEDIATE PIPING
JOINTS FOR PROPER SYSTEM OPERATION AND INSTALLATION. PIPING
FOR BID - NOT
F
REQUIREMENTS ARE DEFINED WITHIN THE TECHNICAL SPECIFICATIONS.
CONTRACTOR/SUPPLIER SHALL PREPARE DETAILED DESIGN DRAWINGS.
FOR CONSTRUCTION
.This document has been digitally sealed.
ISOMETRIC
04I17/17
YARD DRAINING
J
J
W
FOR BELEWS CREEK STEAM STATION U1
& 2
TRAC E BELL/SPIGOT
BURNS
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SCALE: SCALE AS SHOWN
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CHKD:
WARD PARKWAY
KANSAS CITY, MO 64114
STOKES COUNTY, NC
DATE: 12/09/16
ENGR:
B
01/30/17
HAS
ZLB
ISSUED FOR ADDENDUM 1
O
816-333-9400
FILENAME: BLC00-IS-P-WY.20010.dwg
APPD:
A
12/13/16
HAS
ZLB
ISSUED FOR BID
BUTT WELD FIELD WELD SOCKETWELD
FIRM LICENSE NO. C-1435
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"X34.0"
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ISOMETRIC LEGEND
SHT
2 OF 3
no.
date
by
ckd
description
no.
date
by
ckd
description
1 1 0 1 /27/2017 9:17:41 AM

2 3
4
5 6
7
8
BILL OF MATERIALS
N
NO. DESCRIPTION SIZE in
QTY
PIPE
76.0°
PIPE SPEC:
1 Pipe , ASTM D3350 , Fusion Plain End , IPS , 4
68.0'
S10
10 9/16'
01 NTS01 PIPE SPEC:
Cell Cl of 445574C (PE4710) DR 11 , Per ASTM
OOPDHO8
F714
CONTAINMENT PENETRATIO
F7 G8 B9
2 Pipe, S-40S, ASME-1336.19M , BE, ASTM B729 4
1.5'
0
OPEN TO CAUSTIC
TANK CONTAINMENT
PD
2'-0
/3/16 N 7125'-9"
FITTINGS
W 950'-0 11/16"
8„
121
15118, BOP
3 45' elbow, molded , HDPE Fittings , Fusion 4
Plain End D3350, 445574C
3
N 7129'-10 1 /16"
�
❑3 EL +799'-5 5/16"—A
,ASTM Cell CL of
—
EL +799'-8 1 /8"
°
1
(PE4710) DR 11, Molded per ASTM D3261
FLANGES
F7 G8 B9
4 Convoluted Backup ring , Ductile Iron , 200 4
1
0.60 W 949'-10 3/16"
PSIG rated with ASME B16.5 CL 150 bolt
4"-OOWY-20010-01 NTS01-NI-N
\ N 7124'-4 11/16"
pattern , FFLFE x FPE
9 3/4 2 30 9° BOP
5 Flange adapter, IPS Fittings , FFLFE x FPE , 4
1
EL +799'-5 3/16"
ASTM D3350 ,Cell CL of 445574C (PE4710) DR
4;
J
11 , ASTM D3261
7/y6%
3
6 WN Flg. , S-40S, ASME B16.5 , CL 150, FF , 4
1
N2 0 6 co 450
ASTM B462 (UNS N08020)
11
7 WN Flg. , S-40S, ASME B16.5 , CL 150 , RF , 4
2
STEM HOR 166 DEG VOR 0.6
DE 16
5/16' F4 L5 °O
ASTM B462 (UNS N08020)
OOWY-V-2011
GASKETS
B
8 Sp. Wound Gskt , ASME B16.20, Spiral Wound 4
2
Gaskets for ASME B16.5 Flanges, CL 150 , RF
❑
, Flexitallic CGI, 304 SS, Flex Graph Filler,
CS -OR, 304-IR , THK 1/8" (3.2 mm)
BOLTS
75;63��
9 Std Blt & 2 Hex Nut, Gen manu , ASTM A193 5/8
16
Grade B7 , Full Thread, Heavy Hex Nuts ASTM
A194 2H
PIPE SUPPORTS
10 CONTAINMENT PENETRATION 4
1
4"-OOWY-20010-OOPDH08-NI-N
VALVES & IN -LINE ITEMS
11 Gate Valve, Handwheel Operator, GA01 NT600 4
1
C
6`L,tk
❑3
45°
0.6°
14.0°
23 5/8'
7/16'
W 1012'-2
1 /4"
N 7108'-9 15/16"
0.50 T-9 15/16"
BOP
EL +798'-9 1/16"
31.00
' 1
4"NPD
3'-3 5/16'
CONN TO
BLC00-IS-P-WY.20010 SHT 2
-----------------------------------
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GENERAL NOTES:
TITLE
1. PIPING DEFINED SHOWS THE CENTERLINE LOCATIONS AND END CONNECTIONy
�rrf H4`�ti'
WATER REDIRECTION PROGRAM
REQUIREMENTS. CONTRACTOR/SUPPLIER SHALL DESIGN INTERMEDIATE
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FOR BID - NOT
F
REQUIREMENTS ARE DEFINED WITHIN THE TECHNICAL SPECIFICATIONS.
CONTRACTOR/SUPPLIER SHALL PREPARE DETAILED DESIGN DRAWINGS.
FOR CONSTRUCTION
;Phis document has been digitally sealed.
-this c
ISOMETRIC
YARD DRAINING
J
J
W
FOR BELEWS CREEK STEAM STATION U1
& 2
TRAC E BELL/SPIGOT
BURNS
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JOB NO: 88673
CHKD:
WARD PARKWAY
KANSAS CITY, MO 64114
STOKES COUNTY, NC
DATE: 12/09/16
ENGR:
B
01/30/17
HAS
ZLB
ISSUED FOR ADDENDUM 1
O
816-333-9400
FILENAME: BLC00-IS-P-WY.20010.dwg
APPD:
A
12/13/16
HAS
ZLB
ISSUED FOR BID
BUTT WELD FIELD WELD SOCKETWELD
FIRM LICENSE NO. C-1435
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"X34.0"
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ISOMETRIC LEGEND
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no. I date I by I ckd I description
ZAClients\ENR\DukeEnr\WtrRedirProg\88673_BelewsCreek\Design\Mech\CADD\Sketches\88673SKM005.dgn
no. date by I ckd
4
STATE PLANE
NORTH
Angle (39' 59' 56.753460")
PLANT GRID
NORTH
0 30' 60'
00019
SCALE IN FEET
description I
5 6 7 8
i I I I
PRELIMINARY - NOT
FOR CONSTRUCTION
BURNS
N&MEDONNELL
9400 WARD PARKWAY
KANSAS CITY, MO 64114
816-333-9400
FIRM LICENSE NO. C-1435
a_xN`�o CARO"P/
4469
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06/29/ 17
TITLE WATER REDIRECTION PROGRAM
RB/HB FLOW SCHEMATIC
FOR BELEWS CREEK STEAM STATION
U1 &2
-Ibb- DUKE
ENERGY®
STOKES COUNTY, NC
SCALE: 1 30
N: 5.8320
DWG TYPE:
DO R-. KMM
JOB NO: 88673
CHKD:
DATE: 06/28/17
ENGR: RDV
FILENAME: 88673SKM005.dgn
APPD:
DWG SIZE
DRAWING NO.
REVISION
ARCH E1
30.0"x42.0"
SKM005
A
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0
1CO/29/2017 SUSERNAMESTIMES
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