1812_Duke_Marshall_LeachateHandling_DIN28070_20170629

ISSUED FOR BID DOCUMENTS – ELECTRICAL-MECHANICAL

MARSHALL STEAM STATION INDUSTRIAL LANDFILL NO. 1
CELL 3 AND 4 CONSTRUCTION
June 15, 2017

TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS

Division 1
Section 01100 Scope of Work

Division 2
Section 02060 Aggregate
Section 02230 Site Clearing
Section 02315 Excavation
Section 02320 Backfill
Section 02324 Trenching
Section 02374 Erosion Control Devices
Section 02500 HDPE Pipe
Section 02674 Nonwoven Geotextile
Section 02751 Valves and Appurtenances
Section 02800 Force Main Leakage Test

Division 3
Section 03100 Concrete Forms and Accessories
Section 03300 Cast in Place Concrete
Section 03480 Pre-Cast Concrete Structures

Division 11
Section 11313 Pumps

Division 13
Section 13030 Pump House Structure
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

01100 - 1 Scope of Work
SECTION 01100
SCOPE OF WORK
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Scope of Work.
1.2 SCOPE OF WORK
1. Location of Work Area: Duke Energy’s Marshall Steam Station
2. Nature of Work: Electrical, Mechanical, and Earthworks
3. Structure Associated with Work: Marshall Steam Station, Industrial Landfill No. 1, Cells
3 and 4
4. Work Objective: Project includes and consists of furnishing all labor, materials,
supervision, equipment and services necessary to complete construction of the
Electrical/Mechanical Components related to the leachate force main for the landfill as
indicated in the Technical Specifications, and Drawings.
5. Work Sequence: The sequence of work to accomplish the work objective for Cell 3 and
Cell 4 generally includes the following (sequence may vary):

a. Cell 3 and Cell 4 Work:
1) Installation of a temporary and permanent 8-inch diameter HDPE
pipeline.
2) Installation of electrical components and connection to retail and
generator power supply
3) Installation of 2 Pump Houses, one for Cell 3 and one for Cell 4
4) Installation of valves, flow meters and piping within the pump houses.
5) Power supply to Cell 3 and Cell 4 Pump House.
6) Construction of a concrete generator pad and Installation of a 200KW
Generator.
7) Installation of Junction Manholes for the 8-inch force main and
associated valves
8) Installation of 2 high flow leachate pumps and 4 low flow leachate
pumps.
9) Installation of Cell 3 and 4 component instrumentation
10) Start-up and shut-down testing of Cell 3 and 4 components
11) Installation Hoist foundations for Cell 1 and Cell 2.
12) Repairs to Manifold structure for Cell 1 and Cell 2.

6. Work Schedule: Work shall be completed by the end of August, 2017.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02060 - Page 3 of 4 Aggregate

G. NCDOT Class II Type 1 Bedding and Backfill for culvert bedding and backfill, and where shown on
the Drawings
H. NCDOT Class III Type 1 Bedding and Backfill for culvert bedding and backfill, and where shown on
the Drawings.
2.2 SOURCE QUALITY CONTROL
A. Aggregate Material - Testing and Analysis: Perform in accordance with ASTM C33, ASTM C136,
ASTM D421, ASTM D422, ASTM D4253, ASTM D4254, AASHTO T11, and/or AASHTO T27.
B. When tests indicate materials do not meet specified requirements, change material or material source
and retest.
C. Furnish materials of each type from same source throughout the Work.

PART 3 EXECUTION
3.1. STOCKPILING
A. Stockpile materials on site at locations agreed upon by Engineer and Owner.
B. Stockpile in sufficient quantities to meet Project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
D. Direct surface water away from stockpile site so as to prevent erosion or deterioration of materials.
3.2. STOCKPILE CLEANUP
A. Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free standing
surface water and restore to original site conditions.
3.3. EXAMINATION
A. Verify substrate has been inspected, gradients and elevations are correct, and is dry.
3.4. PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re-
compacting.
B. Do not place fill on soft, muddy, or frozen surfaces.
3.5. AGGREGATE PLACEMENT
A. Spread aggregate over prepared substrate to a total compacted thickness as specified on Drawings.
B. Place aggregate in a maximum layer and compact to specified density.
C. Level and contour surfaces to elevations and gradients indicated.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02060 - Page 1 of 4 Aggregate

SECTION 02060
AGGREGATE
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Aggregate Type A1 – ABC stone for structures and roadways.
2. Aggregate Type A2 – No. 57 stone for drainage aggregate and erosion and sediment
control structures.
3. Aggregate Type A3 – Class A riprap for erosion and sediment control structures.
4. Aggregate Type A4 – Class B riprap for erosion and sediment control structures.
5. Aggregate Type A5 – Class 1 riprap for erosion and sediment control structures.
6. Aggregate Type A6 – Class 2 riprap for erosion and sediment control structures.
7. NCDOT Class II Type 1 Bedding and Backfill
8. NCDOT Class III Type 1 Bedding and Backfill
B. Related Sections:
1. Section 02320 – Backfill – Structural.
2. Section 02374 – Erosion Control Devices
3. Section 02500 – High Density Polyethylene (HDPE) Pipe.
4. Section 02610 – Pipe Culverts.
5. Section 02674 – Nonwoven Geotextile.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T11 – Standard Method of Test for Materials Finer than 75 m (No. 200)
Sieve in Mineral Aggregates by Washing.
2. AASHTO T27 – Standard Method of Test for Sieve Analysis of Fine and Coarse
Aggregates.
3. AASHTO T180 – Standard Method of Test for Moisture-Density Relations of Soils
Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop (as modified by NCDOT).
B. ASTM International:
1. ASTM C33 – Standard Specification for Construction Aggregates
2. ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate.
3. ASTM D421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants.
4. ASTM D422 – Standard Test Method for Particle Size Analysis of Soils.
5. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)).
6. ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by
the Sand-Cone Method.
7. ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.
8. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by
the Rubber Balloon Method.
9. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth).
10. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02060 - Page 2 of 4 Aggregate

11. ASTM D4253 – Standard Test Methods for Maximum Index Density and Unit Weight of
Soils Using a Vibratory Table.
12. ASTM D4254 – Standard Test Method for Minimum Index Density and Unit Weight of
Soils and Calculation of Relative Density.
C. North Carolina Department of Transportation (NCDOT) Standard specifications for Roads and
Structures.
1.3 SUBMITTALS
A. Materials Source: Submit name of imported materials suppliers and description of material.
B. Manufacturer’s/Supplier’s Certificate: Certify materials meet or exceed specified requirements.
C. For aggregate type A1, submit supplier’s Modified Proctor (AASTHTO T180 as modified by
NCDOT) curve information.
1.4 QUALITY ASSURANCE
A. Furnish each aggregate material type from single source throughout the Work.
B. Perform Work in accordance with North Carolina Department of Transportation Standard
Specifications for Roads and Structures or as otherwise specified.

PART 2 PRODUCTS
2.1. FINE AND COARSE AGGREGATE MATERIALS
A. Coarse Aggregate Type A1 - Roadways: Conforming to ABC Stone NCDOT standards. Coarse
Aggregate Type A1 shall be used for roadways and where shown on the Drawings.
B. Coarse Aggregate Type A2 – Drainage Aggregate: Subangular, subrounded, rounded, or well
rounded particle shaped conforming to No. 57 Stone NCDOT Standards. Coarse Aggregate Type A2
shall be used in the LCS and LDS corridors, sumps, infiltration zones, chimney drains, and other
drainage applications, for construction of erosion and sediment control structures, and where shown
on the Drawings.
C. Coarse Aggregate Type A3: Conforming to Class A Riprap NCDOT standards. Coarse Aggregate
Type A3 shall be used for drainage feature inlet and outlet protection, for construction of erosion and
sediment control structures, and where shown on the Drawings.
D. Coarse Aggregate Type A4: Conforming to Class B Riprap NCDOT standards. Coarse aggregate
Type A4 shall be used for drainage feature outlet protection, for erosion and sediment control
structures, and where shown on the Drawings.
E. Coarse Aggregate Type A5: Conforming to Class 1 Riprap NCDOT standards. Coarse Aggregate
Type A5 shall be used for drainage feature inlet and outlet protection, for construction of erosion and
sediment control structures, and where shown on the Drawings.
F. Coarse Aggregate Type A6: Conforming to Class 2 Riprap NCDOT standards. Coarse aggregate
Type A6 shall be used for drainage feature outlet protection, for erosion and sediment control
structures, and where shown on the Drawings.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02060 - Page 4 of 4 Aggregate

D. Add water to assist compaction. If excess water is apparent, remove aggregate and aerate to
reduce moisture content.
E. Use mechanical tamping equipment in areas inaccessible to compaction equipment.
F. Coarse aggregate Type A1, ABC stone for structures and roadways
1. Spread aggregate over prepared substrate to a total compacted thickness as specified on
Drawings.
2. Add small quantities of fine aggregate to coarse aggregate as appropriate to assist
compaction.
3.6. TOLERANCES
A. Scheduled Compacted Thickness: Within ¼ inch.
B. Variation from Design Elevation: Within ½ inch.
3.7. FIELD QUALITY CONTROL
A. Coarse aggregate Type A1, where used for structures and road surfacing applications, shall be
compacted to a density of 98 percent of its NCDOT modified Proctor (AASHTO T180 as
modified by NCDOT) maximum dry density and in accordance with these Specifications. Field
density testing shall be performed at a minimum frequency of one test per 2,500 square feet per
compacted lift or at least 1 test per lift.
B. Compaction testing will be performed in accordance with ASTM D1556, ASTM D1557, ASTM
D698, AASHTO T180 (as modified by NCDOT), ASTM D2167, ASTM D2922, and/or ASTM
D3017.
C. If tests indicate Work does not meet specified requirements, remove Work, replace and retest.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02230 - Page 1 of 3 Site Clearing

SECTION 02230
SITE CLEARING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Site Clearing and Grubbing.
2. Stripping/Topsoil Excavation.
3. Fence Removal
B. Related Sections:
1. Section 02315 – Excavation.
2. Section 02374 – Erosion Control Devices.
1.2 SUBMITTALS
A. Submit results of soil nutrient and organic content testing for materials approved by the Engineer for
re-use as topsoil.
1.3 QUALITY ASSURANCE
A. Perform Work in accordance with State and local standards and ordinances.
B. Conform to applicable codes for environmental requirements, disposal of debris, and burning debris on
site (if allowed by OWNER).
PART 2 PRODUCTS
2.1 MATERIALS
A. N/A
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify existing plant life designated to remain is tagged or identified.
B. Identify topsoil stockpile area and waste area for materials not approved for re-use as topsoil. May
dispose on site if permitted by Owner in Owner designated area.
C. Identify Fence to be removed for installation of generator pad.
3.2 PREPARATION
A. Coordinate to locate utilities prior to construction.
1. Utilities to be located and marked within and surrounding construction areas.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02230 - Page 2 of 3 Site Clearing

3.3 PROTECTION
A. Locate, identify, and protect from damage utilities indicated to remain.
B. Protect trees, plant growth, and features designated to remain as final landscaping as specified on
Drawings.
C. Protect bench marks, survey control points, groundwater monitoring wells, and existing structures
from damage or displacement.
3.4 SITE CLEARING AND GRUBBING
A. Notify Engineer prior to commencing with clearing activities.
B. Install erosion control devices as shown on the Drawings and as specified in Section 02374 – Erosion
Control Devices.
C. Clear areas required for access to site and execution of Work.
D. Remove trees and shrubs within construction area. Remove all trash or debris. Remove all materials
to a depth necessary to eliminate soils containing more than 5 percent by weight fibrous organic
matter, rubbish, vegetable matter, small stones, stumps, roots, root system, or other objectionable
deleterious material within the clearing limits.
E. Clear undergrowth and deadwood.
F. Allow inspection of cleared areas by Engineer or his representative prior to beginning other
construction activities.
3.5 REMOVAL
A. Remove debris, rock, and extracted vegetation from site. If permitted by Owner, may dispose of on-
site in Owner specified location.
B. Remove portion of existing fence in front of proposed generator pad (concrete slab) to be replaced with
a Security Gate. Security gate dimension (width) to be provided by Owner. Save fencing material for
future use.
C. Remove construction debris and other materials that can not be used in earthwork construction or final
vegetation. Materials shall be disposed off-site unless permitted by Owner to dispose of on-site in
Owner designated location.
D. Do not burn or bury materials on-site unless permitted by State and local ordinances and laws and
given permission by Owner to do so. Leave site in clean condition.
3.6 STRIPPING/TOPSOIL EXCAVATION
A. Excavate topsoil from areas to be further excavated, or re-graded without mixing with foreign
materials for use in finish grading. The minimum topsoil stripping depth shall be twelve inches or as
determined by the Engineer.
B. Stockpile material at the designated on-site stockpile location and protect from erosion.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02230 - Page 3 of 3 Site Clearing

C. Remove excess topsoil not intended for reuse, from site unless permitted by Owner to dispose of on-
site in Owner designated location.

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02315 - Page 1 of 3 Excavation

SECTION 02315
EXCAVATION
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavating Soil Materials.
2. Excavating Unsuitable Material (Undercut).
3. Stockpiling Excavated Material.
B. Related Sections:
1. Section 02230 – Site Clearing.
2. Section 02320 – Backfill – Structural.
3. Section 02324 – Trenching.
4. Section 02374 – Erosion Control Devices.
1.2 SUBMITTALS
A. N/A.
PART 2 PRODUCTS
2.1 N/A.
PART 3 EXECUTION
3.1 PREPARATION
A. Coordinate to locate utilities prior to construction.
1. Have the underground utilities located and marked within and surrounding construction areas.
B. The Contractor shall protect all existing facilities, including, but not limited to existing electrical lines and
poles, fencing, and monitoring wells during excavations and stockpiling. Damaged facilities shall be
promptly replaced at the Contractor's expense.
C. Notify utility company to remove and relocate any utilities.
D. Perform site clearing, grubbing, rotary mowing, necessary surveys, and topsoil excavation per Section
02230 – Site Clearing. Any depths of removal of twelve inches or less shall be considered Site
Clearing and Grubbing.
E. Identify required lines, levels, contours, and datum locations.
F. Protect bench marks, survey control points, and existing structures from excavating equipment and
vehicular traffic.
3.2 EXCAVATION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02315 - Page 2 of 3 Excavation

A. Install erosion control measures as specified on the Drawings.
B. Excavate subsoil to accommodate site structures including junction manholes, pump houses and
generator pad.
C. Landfill subgrade shall be excavated to the lines and grades shown on the Drawings.
D. Slope banks with machine to angle of repose or less unless shored as per OSHA standards.
E. Remove lumped subsoil, boulders, and rock.
F. Notify Engineer of unexpected subsurface conditions and discontinue affected Work in area until
notified to resume Work.
G. Materials determined unsuitable by the Engineer shall be excavated from a depth of 12 inches below the
existing ground surface within the area, the area 10 feet beyond the area and any other area designated by
the Engineer. (Depths of removal of 12 inches or less in areas designated above shall be considered
stripping.) The lateral extent and required depth of undercutting will be determined by the Engineer.
H. Excavated unsuitable areas shall be replaced with structural fill, lean concrete, or aggregate as
recommended by the Engineer.
I. If necessary, the area of excavation/undercutting shall be dewatered to a depth of at least two feet below
the bottom of the excavation and shall be maintained in the dewatered condition until compacted earth fill
is placed to at least three feet above the original water level or to original ground level, whichever is
higher.
J. Perform temporary dewatering as necessary during excavation to minimize softening of exposed
subgrade soils. A temporary sump may be constructed for accumulation of impounded waters resulting
from rain or seepage. A pump with adequate capacity shall be provided and operated to maintain a low
water level in the sump.
K. Correct over-excavated areas with select backfill and compact replacement as specified for authorized
excavation per Section 02320 – Backfill - Structural. No payment will be made for over-excavation or
corrections made to over-excavated areas.
L. All reconditioning of structural fill to obtain the required compaction will be the responsibility of the
Contractor.
M. Furnish all labor, materials, supervision, and equipment required for constructing and maintaining
temporary diversion measures as required for construction of the landfill and all structures. Furnish,
install, maintain, and operate all pumping equipment for diversion or removal of water and maintaining
the work area free from water throughout construction including temporary ditches and sump
construction.
N. Protect and or divert stormwater flows from the work area utilizing Stormwater and Erosion Control
Structures referenced in Section 02374.
O. Provide survey information before and after excavation.
3.3 FIELD QUALITY CONTROL
A. Request visual inspection of bearing surfaces by Engineer before installing subsequent work.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02315 - Page 3 of 3 Excavation

B. Excavation is complete when the Engineer approves the Final Subgrade Survey.
3.4 PROTECTION
A. Prevent displacement or loose soil from falling into excavation; maintain soil stability.
B. Protect bottom of excavations and soil adjacent to and beneath structures from freezing.
C. Protect structures, utilities and other facilities from damage caused by settlement, lateral movement,
undermining, stormwater, groundwater and other hazards created by earth operations.
D. Grade top perimeter of excavation to prevent surface water from draining into excavation.
E. Protect outlet of excavations from potential sediment deposit by placing sediment control measures
such as silt fence and/or temporary sediment traps.

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02320 - Page 1 of 4 Backfill-Structural

SECTION 02320
BACKFILL - STRUCTURAL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Fill Type S1, structural fill, defined as compacted fill placed for achieving proposed subgrade
elevations, perimeter berms, surface water control systems, roadways, area fill, or other systems
not intended to function as a migration barrier. Any fill material containing ash will not be
considered as Fill Type S1.
2. Fill Type S5, topsoil/vegetative soil, defined as soil material capable of sustaining vegetation as
specified in these Specifications.
B. Related Sections:
1. Section 02060 – Aggregate.
2. Section 02315 - Excavation.
3. Section 02324 - Trenching.
4. Section 02374 – Erosion Control Devices.
5. Section 02500 – High Density Polyethylene (HDPE) Pipe.
1.2 REFERENCES
A. American Society for Testing and Materials (ASTM) standards:
1. ASTM D422 - Standard test Method for Particle-Size Analysis of Soils (Grain Size with
Hydrometer).
2. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
3. ASTM D1556 – Standard Test Method for Density of Soil In Place by the Sand-Cone Method.
4. ASTM D2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass.
5. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).
6. ASTM D2487 – Standard Practices for Classification of Soil for Engineering Purposes (Unified
Soil Classification System).
7. ASTM D2937 - Standard Test Method for Density of Soil in place by the Drive-Cylinder Method.
8. ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils.
1.3 SUBMITTALS
A. N/A.
PART 2 PRODUCTS
2.1 FILL MATERIALS
A. Fill Type S1, Structural Fill:
1. Structural fill is defined as compacted fill for perimeter berms, surface water control systems,
roadways, general fill, or other systems not intended to function as a migration barrier.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02320 - Page 2 of 4 Backfill-Structural

2. Natural soil material from designated on-site borrow areas and/or stockpiles. Any fill material
containing ash shall not be considered as Type S1 Fill.
3. Structural fill shall be classified as SP, SM, SW, SC, SW-SM, SW-SC, SP-SM, ML, MH, or CL
soils according to the Unified Soil Classification System (ASTM D2487).
4. Free of topsoil, organic material, roots, stumps, brush, rocks larger than 4 inches, subsoil, debris,
vegetation, and other foreign matter.
5. All material clods will be broken down with tillers and/or discs to provide a homogeneous soil that
is free of clods greater than 4 inches in diameter with no more than 15% retained on the No. 4
sieve.
B. Fill Type S5, Topsoil/Vegetative Soil:
1. Topsoil/vegetative soil is defined as fill placed to support vegetation establishment in areas not
within the landfill cells.
2. Excavated and reused materials from designated on-site or off-site borrow areas and/or stockpiles.
3. Shall be classified as SM, SC, SW-SM, SW-SC, SP-SM, ML, MH, or CL soils according to the
Unified Soil Classification System (ASTM D2487).
4. Free of roots, stumps, brush, rocks larger than 2 inches, debris, and other foreign matter.
5. Topsoil material shall have nutrient content and pH capable of supporting vegetation.
6. Shall have a minimum organic content of 2% by weight.
7. All material clods will be broken down with tillers and/or discs to provide a homogeneous soil that
is free of clods greater than 2 inches in diameter with no more than 15% retained on the No. 4
sieve.
PART 3 EXECUTION
3.1 EXAMINATION
A. The Engineer will assist the Earthwork Contractor in the determination of Structural Fill and non-select
material during excavation operations (see Section 02315). The Earthwork Contractor will be responsible
for excavating, transporting, stockpiling, placing and compacting all materials as needed.
3.2 PREPARATION
A. Proof roll subgrade to identify soft spots; fill and compact to density equal to or greater than
requirements for subsequent fill material.
B. Cut out soft areas of subgrade not capable of compaction in place. Backfill with Type S1 fill (as
specified by the Engineer) and compact to density equal to or greater than requirements for subsequent
fill material.
C. Scarify subgrade surface to depth of 6 inches.
D. Begin backfilling after Engineer’s acceptance of the appropriate survey for underlying surface.
3.3 BACKFILLING
A. Backfill areas to contours and elevations as shown on Drawings with unfrozen materials.
B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous,
wet, frozen, or spongy subgrade surfaces.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02320 - Page 3 of 4 Backfill-Structural

C. Fill Type S1: Place and compact material in loose lifts not exceeding 8 inches in thickness and not
exceeding 6 inches compacted thickness. The first lift over geosynthetics shall be not less than 12
inches in loose thickness. Refer to Specification Section 02324 – Trenching for backfill requirements
for drop inlets and culverts.
D. Fill Type S5: Scarify subgrade, place material in one lift and track in with backhoe or other equipment
approved by Engineer.
E. Employ placement method that does not disturb or damage other work.
F. Backfill against supported structures. Do not backfill against unsupported structures. Backfill
simultaneously on each side of unsupported structures until supports are in place.
G. Protect backfill from desiccation, crusting, or cracking.
H. Make gradual grade changes. Blend slope into level areas.
I. Remove surplus backfill materials from site unless authorized by Owner to dispose of on-site in an
Owner designated location.
J. Leave fill material stockpile areas free of excess fill materials.
K. Provide survey information before and after placement of structural fill.
3.4 TOLERANCES
A. Top Surface Type S1 fill shall be plus or minus 1 inch from required elevations or -1 to plus 0 inches
for subgrade of liner.
3.5 FIELD QUALITY CONTROL
A. Laboratory Testing:
1. Perform laboratory material tests in accordance with ASTM D422, ASTM D698, ASTM D2216,
and ASTM D4318.
2. Fill Type S1– Soil Materials test at a frequency of:
a. 10,000 cubic yards of material placed;
b. When materials used for structural fill change; and/or
c. When directed by the Engineer.
d. Sample size shall be 50-lb.
B. In Place Compaction and Natural Moisture Content Tests
1. Perform in place compaction tests in accordance with ASTM D1556, ASTM D6938, or ASTM
D2937.
2. Perform in place natural moisture content test in accordance with ASTM D4959.
3. Frequency of compaction/natural moisture content tests:
a. General fill, landfill subgrade, surface water control systems, or other systems not intended to
function as a migration barrier, in-place density and moisture: Each lift at a minimum
frequency of 1 per acre per lift, or as otherwise indicated in these Specifications.
b. Perimeter berms and roadways: Each lift at a minimum frequency of 1 per 10,000 sq. ft.
c. Leachate force main and culverts: see Section 02324.
4. Compaction criteria:
a. Type S1 fill shall be compacted to minimum 95 percent of its Standard Proctor (ASTM D
698) maximum dry density.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02320 - Page 4 of 4 Backfill-Structural

b. Type S1 and fill placed for roadways shall be compacted to a minimum 100 percent of its
Standard Proctor (ASTM D 698) maximum dry density.
c. Fill Type S5 should be placed in one continuous loose lift and tracked in by backhoe or other
equipment approved by Engineer.
d. Compacted moisture content shall be within 3 percent of optimum moisture content for all fill
placed, or as otherwise approved by Engineer.
e. Force main and culverts: see Section 02324.
C. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
3.6 PROTECTION OF WORK
A. Reshape and re-compact fills subjected to vehicular traffic.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02324 - Page 1 of 5 Trenching

SECTION 02324
TRENCHING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Trenching for buried pipe.
B. Related Sections:
1. Section 02315 - Excavation.
2. Section 02320 – Backfill - Structural.
3. Section 02500 - High Density Polyethylene (HDPE) Pipe.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 - Standard Specification for Moisture-Density Relations of Soils Using a 4.54-kg
(10-lb) Rammer and a 457-mm (18-in.) Drop.
B. American Society for Testing and Materials (ASTM) standards:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3) (Standard Proctor Test).
2. ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in place by the Sand-
Cone Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort (6,000 ft-lbf/ft3) (Modified Proctor Test).
4. ASTM D2216 - Standard Test Method for Moisture Content.
5. ASTM D2922 – Standard Test Method for Density of Soil and Soil Aggregate in Place by Nuclear
Methods (Shallow Depth).
6. ASTM D2937 – Standard Test Method for Density of Soil in place by the Drive-Cylinder Method
Test.
7. ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth).
8. ASTM D4959 – Standard Test Method for Determination of Water Content of Soil be Direct
Heating.
1.3 DEFINITIONS
A. Utility: Any buried pipe, duct, conduit, or cable.
1.4 SUBMITTALS
A. As site conditions may dictate, the Contractor shall prepare an excavation protection plan under direct
supervision of Professional Engineer experienced in design of this Work and licensed in State of
project.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with North Carolina Department of Transportation (NCDOT) standards.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02324 - Page 2 of 5 Trenching

B. Perform Work in accordance with applicable Federal, State, and local excavation safety standards.
1.6 FIELD MEASUREMENTS
A. Verify field measurements prior to placement of materials within trench.
1.7 COORDINATION
A. Verify Work associated with lower elevation utilities is complete before placing higher elevation
utilities.
PART 2 PRODUCTS
2.1 FILL MATERIALS
A. Structural Fill for pipe backfill: Type S1 as specified in Section 02320.
PART 3 EXECUTION
3.1 LINES AND GRADES
A. Grades:
1. Lay pipes to lines and grades indicated on Drawings.
2. Maintain grade alignment of pipe using string line parallel with grade line and vertically above
centerline of pipe.
a. Establish string line on level batter boards at intervals of not more than 25 feet.
b. Install batter boards spanning trench, rigidly anchored to posts driven into ground on both
sides of trench.
c. Set three adjacent batter boards before laying pipe to verify grades and line.
d. Determine elevation and position of string line from elevation and position of offset points or
stakes located along pipe route.
e. Do not locate pipe using side lines for line or grade.
3. As an alternative method, use laser-beam instrument with qualified operator to establish lines and
grades.
B. Location of Pipe Lines:
1. Location and approximate depths of proposed pipe lines are shown on Drawings.
2. Engineer or Owner reserves right to make changes in lines, grades, and depths of pipe lines and
structures when changes are required for Project conditions.
3.2 PREPARATION
A. Coordinate to locate utilities prior to construction.
1. Underground utilities must be located and marked within and surrounding construction areas.
B. Identify required lines, levels, contours, and datum locations.
C. Protect bench marks and existing structures from excavating equipment and vehicular traffic.
D. Maintain and protect above and below grade utilities indicated to remain.
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02324 - Page 3 of 5 Trenching

3.3 TRENCHING
A. Implement temporary dewatering measures to reduce softening of exposed subgrade soils as
excavation advances, until foundation construction is complete, and until fill placement is a minimum
of 3-feet above the groundwater level.
B. Do not advance open trench more than 100 feet ahead of installed pipe.
C. Cut trenches sufficiently wide to enable installation and allow inspection. Remove water or materials
that interfere with Work.
D. Excavate trenches to depth and width indicated on Drawings. Provide uniform and continuous bearing
and support for pipe.
E. Do not disturb subgrade soils within a 45 degree zone of influence with depth of foundations, if
applicable.
F. When Project conditions permit, slope side walls of excavation starting 2 feet above top of pipe. When
side walls can not be sloped, provide sheeting and shoring to protect excavation as specified in this
Section.
G. When required, perform excavations and provide temporary bracing, shoring, and/or benching in
accordance with applicable Federal, State, and local excavation safety standards.
H. When subsurface materials at bottom of trench are loose or soft, excavate to greater depth as directed
by Engineer until suitable material is encountered. Backfill according to Part 3.5 of this Section.
I. Cut out soft areas of subgrade not capable of compaction in place. Backfill with Fill Type S1 and
compact to density equal to or greater than requirements for subsequent backfill material.
J. Hand trim excavation. Remove loose matter.
K. Correct over excavated areas with compacted backfill as specified for authorized excavation or replace
with lean concrete as directed by Engineer. Corrections for over excavation shall be conducted at no
cost to the Owner.
L. Stockpile excavated material in area designated on site and remove excess material not being used
from site unless authorized by Owner to dispose of on-site in an Owner designated location.
3.4 SHEETING AND SHORING
A. Comply with all OSHA, Federal, State, and local trench safety and excavation requirements.
B. Trenches 4 feet or more in depth should be provided with a fixed means of egress. Spacing between
ladders or other means of egress must be such that a worker will not have to travel more than 25 feet
laterally to the nearest means of egress. Ladders must be secured and extend a minimum of 36 inches
above the landing.
C. Provide sheeting, shoring, bracing, or other protection to maintain stability of excavation for trenches
more than 5 feet deep, and as necessary to prevent danger to persons, structures and adjacent properties
and to prevent caving, erosion, and loss of surrounding subsoil.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

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D. Design sheeting and shoring to be removed at completion of excavation work.
E. Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of filled
excavations or adjacent soil at no cost to the Owner.
F. Repair damage to pipe bedding work from settlement, water or earth pressure or other causes resulting
from inadequate sheeting, shoring, or bracing.
3.5 BACKFILLING
A. Trenches with Piping:
1. Cover pipe with Fill Type S1 in loose 8 inch or thinner lifts with unfrozen fill materials,
compacted uniformly to a minimum of 95 percent of its Standard Proctor maximum dry density
(AASHTO T180, ASTM D698, ASTM D1557).
2. Employ placement method that does not disturb or damage utilities in trench.
B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous,
wet, frozen, or spongy subgrade surfaces.
C. Maintain optimum moisture content of fill materials to attain required compaction density.
D. Do not leave more than 50 feet of trench open at end of working day. Remove surplus fill materials
from site unless authorized by Owner to dispose of on-site in an Owner designated location.
E. Protect open trench to prevent danger to the contractor’s workers, Owner’s personnel and public.
3.6 TOLERANCES
A. Top Surface of General Backfilling: Plus or minus 1/2 inch from required elevations.
3.7 FIELD QUALITY CONTROL
A. Perform laboratory material tests as described in Sections 02320 and 02321.
B. Perform in place compaction tests in accordance with the following:
1. Density Tests: ASTM D1556, ASTM D2922, ASTM D2937.
2. The time schedule for excavation and backfilling of the anchor trench is to be approved by the
Engineer.
3. Moisture Tests: ASTM D2216, ASTM D3017, ASTM D4959.
C. When tests indicate Work does not meet specified requirements, remove Work, replace, compact, and
retest.
D. Frequency of Tests: One test per compacted lift per 200 linear feet of trench for piping and for anchor
trench backfill.
3.8 PROTECTION OF INSTALLED CONSTRUCTION
A. Reshape and re-compact fills subjected to vehicular traffic during construction.
B. General construction traffic shall be limited to areas designated by the Engineer that have been
protected by at least 36 inches of compacted fill material.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02324 - Page 5 of 5 Trenching

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Force Main Issued for Bid 2017

02374 - Page 1 of 3 Erosion Control Devices

SECTION 02374
EROSION CONTROL DEVICES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Riprap Channel/Energy Dissipater
2. Silt Fence Outlets.
3. Check Dam.
4. Straw Wattle.
5. Slope Matting.
6. Grassing.
7. Erosion Maintenance.
8. Temporary Diversion Berms.
B. Related Sections:
1. Section 02060 - Aggregate.
2. Section 02230 - Site Clearing.
3. Section 02315 – Excavation.
4. Section 02320 – Backfill – Structural.
5. Section 02610 – Pipe Culverts.
6. Section 02674 – Nonwoven Geotextile.
7. Section 02924 - Seeding and Soil Supplements.

1.2 REFERENCES
A. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
1.3 SUBMITTALS
A. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with requirements of these Project Specifications.
B. Perform Work in accordance with NCDOT standards.
1.5 PRE-INSTALLATION MEETINGS
A. Convene minimum one week prior to commencing work of this Section.
PART 2 PRODUCTS
2.1 RIPRAP AND GEOTEXTILE MATERIALS
A. Riprap: As shown on Drawings and as specified in Section 02060. Furnish in accordance with
NCDOT standards.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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02374 - Page 2 of 3 Erosion Control Devices

B. Geotextile Fabric: Non-biodegradable, non-woven geotextile, 8 oz/sy, UV stabilized filter fabric
as specified in Section 02674.
2.2 AGGREGATE AND SOIL MATERIALS
A. Fine and Coarse Aggregate: As shown on Drawings and as specified in Section 02060.
B. Soil Backfill: Soil Type S1 as specified in Section 02320. Subsoil with no rocks over 4 inches in
diameter, frozen earth or foreign matter.
2.3 SILT FENCING, SILT FENCING OUTLETS, WATTLES,AND INLET PROTECTION
A. As specified on Drawings.
2.4 PLANTING MATERIALS
A. Seeding and Soil Supplements: As specified in Section 02924.
B. Mulch: As specified in Section 02924.
2.5 CULVERTS
A. As specified on Drawings.

PART 3 EXECUTION
3.1 RIPRAP CHANNEL/ENERGY DISSIPATOR
A. Excavate to indicated depth of rock lining or nominal placement thickness as indicated on
Drawings. Remove loose, unsuitable material below bottom of rock lining, then replace with
suitable material. Thoroughly compact and finish entire foundation area to firm, even surface.
B. Lay and overlay geotextile fabric over substrate. Lay fabric parallel to flow from upstream to
downstream. Overlap edges upstream over downstream and upslope over downslope. Provide a
minimum overlap of 2 feet. Offset adjacent roll ends a minimum of 5 feet when lapped. Cover
fabric as soon as possible and in no case leave fabric exposed more than 4 weeks.
C. Carefully place rock on geotextile fabric to produce an even distribution of pieces, with minimum
of voids and without tearing geotextile. Place as indicated on Drawings.
D. Unless indicated otherwise, place full course thickness in one operation to prevent segregation and
to avoid displacement of underlying material. Arrange individual rocks for uniform distribution.
Place evenly and carefully to minimize voids.
1. Saturate rock with water and let all standing water drain. Fill voids between pieces with
grout, were shown on Drawings, for at least top 6 inches. Sweep surface with stiff broom
to remove excess grout.

3.2 SILT FENCING
A. Maintain existing silt fence installed as part of landfill cell construction.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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02374 - Page 3 of 3 Erosion Control Devices

B. Install new silt fence as specified on Drawings.
3.3 SILT FENCE OUTLETS
A. Maintain existing silt fence outlets installed for landfill cell construction.
B. Install new silt fence outlets at locations as indicated on the Drawings. Silt fence outlets may be
field-adjusted with Engineer’s approval.
3.4 SITE STABILIZATION
A. Incorporate erosion control devices indicated on Drawings into the Project at the earliest
practicable time.
B. Construct, stabilize and activate erosion controls before site disturbance within tributary areas of
those controls.
C. Stabilize any disturbed area of affected erosion control devices on which activity has temporarily
or permanently ceased and which will remain exposed for more than 7 calendar days in
accordance with the stabilization schedule in the plans and specifications.
1. During non-germinating periods, apply mulch at recommended rates.
2. Stabilize disturbed areas which are not at finished grade and which will be disturbed
within one year in accordance with Section 02924 and as specified on Drawings for
temporary seeding.
3. Stabilize disturbed areas which are either at finished grade or will not be disturbed within
one year in accordance with Section 02924 permanent seeding specifications.
D. Stabilize diversion channels and stockpiles immediately.
3.5 FIELD QUALITY CONTROL
A. Inspect erosion control devices on a weekly basis and after each runoff event in accordance with
applicable North Carolina regulations. Perform additional inspections as required by the Self-
Inspection Program. Make necessary repairs to ensure erosion and sediment controls are in good
working order.
B. Compaction Testing: As specified in Section 02320.
C. When tests indicate work does not meet specified requirements, remove work, replace and retest.
3.6 CLEANING
A. Remove and dispose of sediment when sediment accumulation in sedimentation structures has
reached a point one-half depth of sediment structure or device, or as indicated on the Drawings.
B. Do not damage structure or devices during cleaning operations. Any damage caused by cleaning
operations shall be repaired at no cost to the Owner.
C. Do not permit sediment to erode into construction or site areas or natural waterways.
3.7 SCHEDULES
A. As indicated on Drawings.
END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 1 of 8 High Density Polyethylene (HDPE) Pipe

SECTION 02500
HIGH DENSITY POLYETHYLENE (HDPE) PIPE
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Materials, placement, and installation of solid HDPE pipe and fittings for force main
system.

B. Related Sections:
1. Section 02060 - Aggregate.
2. Section 02320 - Backfill - Structural.
3. Section 02324 - Trenching.
4. Section 02674 – Nonwoven Geotextile.
5. Section 03560 - Force Main Leakage Test
1.2 REFERENCES
A. American Society for Testing and Materials:
1. ASTM D638 - Standard Test Method for Tensile Properties of Plastics.
2. ASTM D695 - Standard Test Method for Compressive Properties of Rigid Plastics.
3. ASTM D696 - Standard Test Method for Coefficient of Thermal Expansion of Plastics
Between (-30o)C and 30oC With a Vitreous Silica Dilatometer.
4. ASTM D746 - Standard Test Method for Brittleness Temperature of Plastics and
Elastomers by Impact.
5. ASTM D790 - Standard Test Method for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
6. ASTM D1238 - Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
7. ASTM D1248 - Standard Specification for Polyethylene Plastics Extrusion Materials for
Wire and Cable.
8. ASTM D1505 - Standard Test Method for Density of Plastics by the Density Gradient
Technique.
9. ASTM D1603 - Standard Test Method for Carbon Black in Olefin Plastics.
10. ASTM D1693 - Standard Test Method for Environmental Stress Cracking of Ethylene
Plastics.
11. ASTM D2240 - Standard Test Method for Rubber Property - Durometer Hardness.
12. ASTM D2513 - Standard Specification for Thermoplastic Gas Pressure Pipe, Tubing, and
Fittings.
13. ASTM D2657 - Standard Practice for Heat Fusion Joining of Polyolefin Pipe and Fittings.
14. ASTM D 2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe materials.
15. ASTM D3261 - Standard Specification for Butt Fusion Polyethylene (PE) Plastic Fittings
for Polyethylene (PE) Plastic Pipe and Tubing.
16. ASTM D3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings
Materials.
17. ASTM F405 Standard Specification for Corrugated Polyethylene (PE) Pipe and Fittings.
18. ASTM F667 Standard Specification for Large Diameter Corrugated Polyethylene Pipe and
Fittings.
19. ASTM F714 - Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based
on Outside Diameter.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 2 of 8 High Density Polyethylene (HDPE) Pipe

20. ASTM F1473 - Standard Test Method for Notch Tensile Test to Measure the Resistance to
Slow Crack Growth of Polyethylene Pipes and Resins.
21. ASTM F2619 – Standard Specification for High-Density Polyethylene Line Pipe
B. Plastics Pipe Institute (PPI):
1. PPI TR4 - Recommended Hydrostatic Strengths and Design Stresses for Thermoplastic
Pipe and Fittings Compound.
1.3 SUBMITTALS
A. HDPE Pipe
1. Shop Drawings: Submit shop drawings for HDPE Pipe, fittings, valves, vaults, and other
accessories. Indicate piece numbers and locations. Shop drawings for fabricated fittings
shall be submitted to the Engineer for approval at least two weeks prior to fabrication.
2. Product Data: The Contractor or Supplier shall submit a complete description of and data
indicating pipe material used, and pipe accessories and fittings proposed for use to the
Engineer for approval at least two weeks prior to installation. Pipe data shall conform to
the standards set in Table 02500-A found in Part 2.1 of this Section.
3. Manufacturer's Certificates:
a. Certification of the analysis for the HDPE resin.
b. Certify products meet or exceed specified requirements specified in Table 02500-A
found in Part 2.1 of this Section 02500.
c. Certifications must be submitted to Engineer for approval at least two weeks prior to
installation.
B. Manufacturer's Installation Instructions: Indicate special procedures required to store and install
products specified.

1.4 CLOSEOUT SUBMITTALS
A. Project Record Documents: Record location of pipe runs, connections, and invert elevations via
survey information.
B. Camera inspection reports of all installed piping larger than 6 inches in diameter.
1.5 QUALITY ASSURANCE
A. The pipe and fitting manufacturer’s production facilities shall be open for inspection by the Owner
or his designated agents with a reasonable advanced notice.
B. During inspection, the manufacturer shall demonstrate that it has facilities capable of manufacturing
and testing the pipe and fittings to standards required by this Specification.
C. Pipe which has been tested by the manufacturer and falls outside of the appropriate limits set forth
in Table 02500-A contained in this specification will be cause for rejection.
D. The owner or the specifying engineer may request certified lab data to verify the physical properties
of materials not meeting the requirements of this specification.
1.6 FIELD MEASUREMENTS
A. Verify field measurements and elevations are as indicated on the Drawings.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
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02500 - Page 3 of 8 High Density Polyethylene (HDPE) Pipe

1.7 DELIVERY, STORAGE, AND HANDLING
A. Packaging, handling, and shipment shall be in accordance with the manufacturer’s standards,
instructions, and recommendations.
B. Transportation to Site:
1. The manufacturer shall package the pipe, fittings, structures, and/or other miscellaneous
HDPE items in a manner designed to deliver it or them to the project neatly, intact, and
without physical damage.
2. The transportation carrier shall use appropriate methods and intermittent checks to insure
the materials are properly supported, stacked, and restrained during transport such that it is
not nicked, gouged, or physically damaged.
C. Storage:
1. Pipe, structures, and other miscellaneous HDPE items shall be stored on clean, level ground
to prevent undue scratching or gouging and as needed to protect them from being covered
with excessive dirt, water, moisture, and mechanical abrasion.
2. The handling of pipe, structures, and other miscellaneous HDPE items shall be done in
such a manner that there is no damage. Nylon slings are often used.
3. If the pipe must be stacked for storage, such stacking shall be done in accordance with the
pipe manufacturer’s recommendations.
4. Store gaskets for mechanical and push-on joints in cool, dry location out of direct sunlight
and not in contact with petroleum products.
D. Care shall be taken to minimize the amount of soil collected inside the pipe, structures, and other
miscellaneous HDPE items while handling and installing.
E. The pipe, structures, and other miscellaneous HDPE items shall be handled in such a manner that it
is not pulled over sharp objects or cut by chokers or lifting equipment, and care shall be exercised
during installation not to damage the pipes and fittings.
F. Any pipe section, fitting, joint or other miscellaneous HDPE items that becomes broken, cracked,
crushed, cut, scratched, gouged or otherwise rendered unsuitable, as determined by the Engineer,
shall be removed and replaced by the Contractor. Scratches greater than 6 inches in length and
gouges exhibiting a depth in excess of 8 percent of the wall thickness of the pipe shall be cause for
rejection of pipe or fittings to the extent designated by the Engineer.
G. Fused Pipe Segment Handling:
1. Fused segments of pipe shall be handled so as to avoid damage to the pipe.
2. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon
slings are preferred.
3. Spreader bars are recommended when lifting long fused sections.
4. Pipe shall be fused in lengths not to exceed that which can be moved and placed easily and
safely, causing no damage to the fused pipe or welds.
1.8 COORDINATION
A. Coordinate the Work with connection to piping, leachate collection and detection systems,
stormwater collection systems, and trenching.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 4 of 8 High Density Polyethylene (HDPE) Pipe

PART 2 PRODUCTS
2.1 HIGH DENSITY POLYETHYLENE (HDPE) PIPING
A. Base Resin (HDPE Material)
1. HDPE material used for the manufacture of HDPE pipe and fittings under this specification
shall be produced from approved pipe material base resin that is high density, high
molecular weight polyethylene (HDPE) pipe grade resin with the nominal physical
properties:
a. Equivalent to Type III, Category 5, Class C, Grade PE 3408 / PE4710 in accordance
with ASTM D1248.
b. Equivalent to cell classification PE445574C in accordance with ASTM D3350.
c. As outlined in Table 02500-A below.
2. The material shall be listed by PPI (Plastics Pipe Institute, a division of the Society of the
Plastics Industry) in PPI TR-4 with a 73ºF hydrostatic design basis of 1,600 psi and a 140ºF
hydrostatic design basis of 800 psi. The PPI listing shall be in the name of the pipe
manufacturer and shall be based on ASTM D 2837 testing.
3. The resin shall contain not less than 97% of the base polymer and not less than 2% carbon
black as defined in ASTM D1248, Class C to impart maximum weather resistance.
4. The pipe material shall contain no more than 3% carbon black, anti-oxidants, and heat
stabilizers combined, and no other additives, fillers or extenders.
5. The pipe shall contain no recycled compound except that generated in the manufacturer’s
own plant from resin of the same raw material, including both the base resin and the co-
extruded resin.
B. Physical Appearance
1. All pipes shall have good appearance qualities.
2. The pipe shall be homogeneous throughout and the surfaces shall be smooth and uniform
with no visible defects.
3. The pipes shall be free of visible cracks, holes, voids, nicks, cuts, gouges, scratches,
blisters, gels, undispersed ingredients, any signs of contamination by foreign inclusions, or
other defects that may affect the wall integrity or the pipe’s serviceability.
4. Holes for perforated HDPE pipes shall be cleanly cut, identical in geometry, and evenly
spaced.
C. Physical Properties
1. Pipe and fitting dimensions, workmanship, standard dimension ratio (SDR) and
corresponding pressure rating shall be in accordance with the requirements of ASTM F714.
2. HDPE piping shall have a Standard Dimension Ratio (SDR) as specified on the Drawings.
3. The chemical and corrosion resistance of the PE pipe and all fittings shall be in keeping
with typical properties of high quality polyethylene products currently available through
commercial sources.
4. All mechanical fasteners or fittings shall be stainless steel.
5. At a minimum, the pipe material shall meet the properties presented in Table 02500-A
below:

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 5 of 8 High Density Polyethylene (HDPE) Pipe

TABLE 02500-A
REQUIRED PIPE AND BASE RESIN PHYSICAL PROPERTIES
Property Test Method Unit Nominal Value
Material Designation PPI-TR4 PE 3408 / PE 4710
Cell Classification ASTM D3350 445574C
Material Classification ASTM D1248 Type III, Category 5,
Class C
Density ASTM D1505 ≥0.945 g/cm3
Melt Index ASTM D1238
(Condition E) g/10min <0.1
Carbon Black Content/Color;
UV Stabilzer ASTM D1603 % range 2 to 3
Flexural Modulus ASTM D790
2% Secant psi >125,000
Tensile Strength @ Ultimate ASTM D638 psi 3,200
Tensile Strength @Yield ASTM D638
(Type IV, 2 ipm) 1 psi >3,000
Elongation @ Yield ASTM D638
(Type IV, 2 ipm) 1 % >8
Ultimate Elongation @ Break ASTM D638 % >750
Modulus of Elasticity ASTM D638
(Type IV, 2 ipm) 1 psi >100,000
Environmental Stress Crack
Resistance (ESCR)
ASTM D1693
Fo, Condition C hrs >5,000
Hardness ASTM D2240 Shore “D” >60
Compressive Strength at Yield ASTM D695 psi >1,600
Slow Crack Resistance (SCG)
(PENT test) ASTM F1473 hours >100
Hydrostatic Design Basis @
73.4°F (23°C)
140°F (60°C)
ASTM D2837 psi >1,600
>800
Low Temperature Brittleness ASTM D746 °F(°C) < - 180 (-117)
Linear Thermal Expansion
Coefficient ASTM D696 in/in/°F 9 x 10-5
Notes:
1. Dumb-bell tested at a rate of strain of 2 inches/minute (ipm)

D. Pipe Fittings
1. All fittings specified on the Drawings, or otherwise, needed to make pipe connections (ex:
90º elbow) shall be in accordance with ASTM D2513 and ASTM D3261 and shall be
manufactured by injection molding, a combination of extrusion and machining, or
fabrication from HDPE pipe conforming to this specification.
2. The fittings shall be fully pressure rated and provide a working pressure equal to that of
the pipe with an included 2:1 safety factor.
3. The fittings shall be manufactured from the same base resin type and cell classification as
the pipe itself as specified in Parts 2.1A, 2.1B, and 2.1C of this Section 02500. The fittings
shall be homogeneous throughout and free from cracks, holes, foreign inclusions, voids, or
other injurious defects.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 6 of 8 High Density Polyethylene (HDPE) Pipe

4. Molded socket fittings shall not be used.
5. Pre-fabricated fittings:
a. Shall not be permitted unless molded fittings are not available from the pipe
Manufacturer, and only after obtaining specific approval from the Engineer.
b. Shall be made using pipe segments meeting all base resin, physical, and property
requirements presented in Parts 2.1A, 2.1B, and 2.1C of this Section 02500.
c. All pipe segments in a pre-fabricated fitting shall be pressure rated to exceed by 20%
the highest pipe pressure rating to which they are intended to be connected.
E. HDPE Joints
1. The method of joining for high density polyethylene pipe shall be the heat butt fusion
method of high density polyethylene pipe per ASTM D2657 and shall be performed in
strict accordance with the pipe manufacturer’s recommendations, subject to the Engineer’s
approval. The heat fusion equipment used in the joining procedures should be capable of
meeting all conditions recommended by the pipe manufacturer.
2. All joints shall be made by trained technicians qualified by the Manufacturer and using
equipment and controlled procedures approved by the Manufacturer.
3. All pipe joints shall be stronger than the pipe itself under both tension and hydrostatic
loading conditions.
4. The joints shall be leak-tight, homogeneous and uniform throughout.
5. Pipe joints shall exhibit a uniform melt bead and the protrusion of the melt bead on the
pipe interior shall be removed prior to installation.
6. Properly executed electrofusion fittings may be used. Extrusion welding or hot gas
welding of HDPE shall not be used for pressure pipe applications or fabrications where
shear or structural strength is important, as determined by the Engineer. Mechanical joint
adapters, flanges, unions, grooved-couplers, transition fittings, and some mechanical
couplings may be used to mechanically connect HDPE pipe with approval by the Engineer.
Refer to the manufacturer’s recommendations.
F. Accessories
1. Valves, vaults, and other accessories as shown on Drawings.
G. Identification
1. The following shall be continuously indent printed on the pipe, or spaced at intervals not
exceeding 5 feet:
a. Name and/or trademark of the pipe manufacturer.
b. Pipe series designation.
c. Nominal pipe size.
d. Standard dimension ratio (SDR).
e. The letters PE followed by the polyethylene grade per ASTM D1248, followed by the
Hydrostatic Design basis in 100's of psi (e.g., PE 3408, PE 4710).
f. Manufacturing Standard Reference (e.g., ASTM F714-1).
g. A production code from which the date and place of manufacture can be determined.

PART 3 EXECUTION
3.1 EXAMINATION
A. Verify trench cut or excavation is ready to receive work and excavations, dimensions, and elevations
are as indicated on the Drawings.
3.2 PREPARATION
A. Correct over excavation with fill material at no additional cost to the Owner.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 7 of 8 High Density Polyethylene (HDPE) Pipe

B. Remove large stones or other hard matter capable of damaging pipe or impeding consistent
backfilling or compaction.
C. Pipe trenching should be conducted in accordance with Section 02324.
D. Cavities shall be excavated according to Section 02315.
3.3 INSTALLATION
A. Miscellaneous HDPE Items
1. Install in accordance with the Drawings and the Manufacturer’s recommendations.
3.4 FIELD QUALITY CONTROL
A. The Engineer will undertake observations and inspections to determine compliance of the materials
and work with this Specification.
B. Quality control by the Engineer will include testing, monitoring, and/or inspecting:
1. The HDPE pipe and fittings for correct size, SDR rating; workmanship, and fabrication.
2. Damage during installation.
3. The installation, alignment and welding of all pipe, and fittings.
4. Backfilling of pipe.
C. Contractor shall request inspection prior to and immediately after placing pipe.
D. Pipe and fittings to be used in a pressurized application shall be hydrostatically tested in accordance
with Section 03860, Force Main Leakage Test.
E. Perform camera inspection reports on all pipe larger than 6 inches in diameter.
F. Backfill and Compaction Testing: In accordance with Section 02324.
G. When tests indicate Work does not meet specified requirements, remove work, replace and retest.
H. HDPE pipes and other miscellaneous items shall be subject to rejection on account of failure to
conform to these Specifications. In addition, individual sections of these items may be rejected
because of any of following reasons:
1. Any pipe section, fitting, or joint that becomes broken, cracked, crushed, cut, scratched,
gouged or otherwise rendered unsuitable, as determined by the Engineer, shall be removed
and replaced by the Contractor.
2. Scratches greater than 6 inches in length and gouges exhibiting a depth in excess of 8
percent of the wall thickness of the pipe, fitting, or outlet structure shall be cause for
rejection of a pipe section, fitting, or outlet structure to the extent designated by the
Engineer.
3.5 PROTECTION OF FINISHED WORK
A. Protect pipe and associated appurtenances from damage or displacement until backfilling operation
is in progress.
B. Care shall be exercised during construction not to damage the pipelines, fittings, and joints.
1. Construction equipment shall not be allowed to pass over any pipeline until a minimum of
36 inches of compacted cover is placed above the crown of the pipe.

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02500 - Page 8 of 8 High Density Polyethylene (HDPE) Pipe

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1 Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02674 - Page 1 of 5 Nonwoven Geotextiles

SECTION 02674
NONWOVEN GEOTEXTILES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Nonwoven geotextile for:
a. Miscellaneous erosion control devices.
B. Related Sections:
1. Section 02060 – Aggregate.
2. Section 02374 – Erosion Control Devices.
3. Section 02500 – High Density Polyethylene (HDPE) Pipe.
1.2 REFERENCES:
A. Construction Quality Assurance (CQA) Plan
B. American Society for Testing and Materials (ASTM) standards
1. ASTM D3786 Standard Test Method for Hydraulic Burst Strength of Knitted Goods and
Non-woven Fabrics (Diaphragm Bursting Strength Tester Method).
2. ASTM D4354 Practice for Sampling of Geosynthetics for Testing.
3. ASTM D4355 Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet
Light and Water (Xenon-Arc Type Apparatus).
4. ASTM D4491 Standard Test Method for Water Permeability of Geotextiles by
Permittivity.
5. ASTM D4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile.
6. ASTM D4533 Test Method for Trapezoidal Tearing Strength of Geotextiles.
7. ASTM D4632 Test Method for Grab Breaking Load and Elongation of Geotextiles.
8. ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics.
9. ASTM D4873 Guide for Identification, Storage and Handling of Geotextiles.
10. ASTM D5261 Test Method for Measuring Mass per Unit Area of Geotextiles.
11. ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
12. ASTM D6241 Standard Test Method for the Static Puncture Strength of Geotextiles and
Geotextile-Related Products Using a 50-mm Probe.
1.3 SUBMITTALS
A. Manufacturer’s Product Information
1. As part of their bid, the Contractor shall submit for the geotextile to be used:
a. Name of manufacturer.
b. Product name.
c. Style number.
d. Chemical composition of the filaments and yarns.
e. Product data sheets.
f. Manufacturer’s installation instructions.
2. Submit the results of factory testing to the Engineer prior to initiating field work.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1 Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02674 - Page 2 of 5 Nonwoven Geotextiles

3. At a minimum, the Manufacturer will perform factory testing at the frequencies given in
Table 02674-A found in this Section 02674 on the geotextile prior to shipping the
material to the site.
4. A written certificate from the Geotextile Manufacturer stating that the materials supplied
are in compliance with this Specification:
5. Either mislabeling or misrepresentation of materials shall be reason to reject those
geotextile products.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications.
B. If a geotextile sample fails to meet the quality control requirements of this Section 02674, the
Contractor shall require that the Geotextile Manufacturer sample and test each roll manufactured in
the same lot or batch, or at the same time, as the failing roll. Sampling and testing of rolls shall
continue until a pattern of acceptable test results is established.
C. General manufacturing procedures shall be performed in accordance with the manufacturer’s
internal quality control guide and/or documents.
D. The Manufacturer shall be a well-established firm with more than two years experience in the
manufacture of geotextiles.
E. The Installer shall be trained and qualified to install geotextiles.
F. The engineer shall monitor the geotextile rolls upon delivery to the site and report any deviations
from project specifications to the contractor.
1.5 DELIVERY, STORAGE AND HANDLING
A. Geotextile labeling, shipment, and storage shall follow ASTM D 4873.
B. Product labels shall clearly show:
1. Manufacturer or supplier name.
2. Product identification.
3. Lot or batch number.
4. Roll number.
5. Roll dimensions (length and width).
C. Transport and handle geotextile with equipment designed to protect it from damage. Equipment
used to unload, stack or transport geotextile shall not damage protective wrap or geotextile.
D. Upon delivery at the job site, the contractor shall ensure that the geotextile rolls are handled and
stored in accordance with the manufacturer’s instructions as to prevent damage.
E. The geotextile rolls shall not be stacked more than three rolls high or as otherwise recommended
by the Manufacturer.
F. Do not use materials damaged during storage or handling. If the geotextile is not packaged and a
roll is damaged during shipment, it shall be rejected.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1 Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02674 - Page 3 of 5 Nonwoven Geotextiles

G. If only the outermost surface of the roll is affected, it may be peeled back, cut, and wasted if
approved by the Engineer (i.e., it shall be treated as if it were the protective packaging for the
remainder of the roll).
H. The geotextile shall be relatively free of holes or any sign of contamination by foreign matter. The
Engineer may reject all or portions of units (or rolls) of the geotextile if in his opinion significant
quantities of production flaws are observed.
I. The Installer shall take any necessary precautions to prevent damage to other portions of the Work
during placement of the geotextile.
PART 2 PRODUCTS
2.1 GEOTEXTILE
A. Nonwoven geotextile shall be that which is specified on the Drawings. Unless otherwise noted on
the Drawings, geotextile suppliers shall furnish materials whose Minimum Average Roll Values
meet or exceed the criteria specified in Table 02674-B. The Manufacturer shall provide test
results for these procedures, as well as a certification that the material properties meet or exceed
the specified values.
1. Minimum Average Roll Value (MARV) shall be based on Manufacturer's data and shall
be calculated as the mean value of the property of interest plus or minus two standard
deviations, as appropriate.
2. Where material properties vary among the machine and cross-machine directions, the
MARV shall apply to the direction providing the lowest value (when a minimum is
specified) or the highest value (when a maximum value is specified).
B. The geotextiles provided by the supplier shall be stock products.
C. The geotextile shall be:
1. Nonwoven, needlepunched, continuous filament polyester material; or
2. Nonwoven, needlepunched, continuous filament polypropylene material; or
3. Nonwoven, needlepunched, polypropylene staple or continuous fiber material.
D. The geotextile shall be manufactured from first quality virgin polymer.
E. In addition to the property values listed in Table 02674-B, the geotextiles shall:
1. Retain its structure during handling, placement, and long-term service.
2. Be capable of withstanding outdoor exposure for a minimum of 30 days with no
measurable deterioration.

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1 Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02674 - Page 4 of 5 Nonwoven Geotextiles

TABLE 02674-A
GEOTEXTILE REQUIRED PHYSICAL PRE-SHIPPING TESTING
PROPERTY TEST METHOD MINIMUM FREQUENCY
Mass Per Unit Area ASTM D5261 Every 100,000 ft2
Grab Tensile Strength ASTM D4632 Every 100,000 ft2
Grab Tensile Elongation ASTM D4632 Every 100,000 ft2
Trapezoid Tear Strength ASTM D4533 Every 100,000 ft2
CBR Puncture Strength ASTM D6241 Every 100,000 ft2
Apparent Opening Size (AOS) ASTM D4751 1 per production lot (filter geotextiles only)
Permittivity ASTM D4491 1 per production lot (filter geotextiles only)
UV Resistance(3) ASTM D4355 1 per formulation

TABLE 02674-B
GEOTEXTILE REQUIRED PHYSICAL AND HYDRAULIC PROPERTIES
PROPERTIES AND
REQUIREMENTS(1,2) UNITS
SPECIFIED
VALUES
6 oz.
SPECIFIED
VALUES
8 oz.
SPECIFIED
VALUES
10 oz.
SPECIFIED
VALUES
12 oz.
TEST
METHOD
Type --- Nonwoven Nonwoven Nonwoven Nonwoven ---
Mass Per Unit Area oz/yd2 6.0 8.0 10.0 12.0 ASTM D5261
Grab Tensile Strength lb 160 200 230 300 ASTM D4632
Grab Tensile Elongation % 50 50 50 50 ASTM D4632
Trapezoid Tear Strength lb 65 80 95 115 ASTM D4533
CBR Puncture Strength lb 410 500 700 800 ASTM D6241
Apparent Opening Size (AOS) US Sieve/
mm 70/0.212 80/0.18 100/0.15 100/0.15 ASTM D4751
Permittivity sec-1 1.5 1.4 0.8 0.8 ASTM D4491
UV Resistance(3)
%
strength
retained
70 70 70 70 ASTM D4355
Notes:
(1) All values represent minimum average roll values except for UV resistance, which is a minimum value.
(2) Polymer composition of 95 % polypropylene or polyester by weight
(3) Evaluation to be on 2.0 inch strip tensile specimen after 500 hours of exposure.
PART 3 EXECUTION
3.1 EXAMINATION
A. Prior to implementing any geotextile work, the Contractor shall carefully inspect the subgrade and
verify that all work is complete to the point where the installation of the geotextile may properly
commence without adverse impact.
B. Any geotextile that does not comply with Table 02674-B of this Section 02674 shall be rejected
and replaced with new material in accordance with the Specifications, at no additional cost to
Owner.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1 Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
02674 - Page 5 of 5 Nonwoven Geotextiles

3.2 INSTALLATION
A. The Contractor shall handle all geotextile in such a manner as to ensure they are not damaged in
any way.
B. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for
a period in excess of 20 days unless a longer exposure period is approved by the Engineer.
C. Nonwoven geotextile shall be continuously sewn at their seams. Geotextiles shall be overlapped a
minimum of 6 inches, or as otherwise specified in the Specifications.
3.3 FIELD QUALITY CONTROL
A. The finished geotextile shall have good appearance qualities. It shall be free from such defects that
would affect the specific properties of the geotextile, or its proper functioning.
B. Defects and Repairs:
1. Any holes or tears in the geotextile shall be repaired with a patch made from the same
geotextile. The patch shall be sewn in place with a minimum of 12 inches overlap in all
directions.
2. Care shall be taken to remove any soil or other material, which may have penetrated the
torn geotextile.
3.4 PROTECTION OF FINISHED WORK
A. Protect installed geotextile according to manufacturer’s instructions. Repair or replace areas of
damaged by scuffing, punctures, traffic, rough subgrade, or other unacceptable conditions.
B. The contractor shall not use heavy equipment to traffic above the geotextile without approved
protection.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Cell 3 and 4 Force Main – Marshall Industrial Landfill No. 1 Cells 3 and 4 Issued for Bid 2017

02751 – Page 1of 3 Valves and Appurtenances
SECTION 02751
VALVES AND APPURTENANCES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Valves and appurtenances used in Pump Houses.
2 Valves and appurtenances used in Junction Manholes.
B. Related Sections:
1. Section 02315 – Excavation
2. Section 02320 – Backfill – Structural
3. Section 02324 – Trenching
4. Section 02500 – High Density Polyethylene (HDPE) Pipe
5. Section 03300 - Cast-In-Place Concrete
6. Section 03480 – Pre-Cast Concrete Structures
7. Section 11313 - Pumps
C. ASTM A48 – Gray Iron Castings.
D. ASTM C478 – Standard Specification for Underground Precast Concrete Utility Structures
E. ASTM C923 – Standard Specification for Resilient Connectors between Reinforced Concrete
Manhole Structures, Pipes and Laterals.
F. ASTM D2729 – Standard Specification for Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings.
G. ASTM F2619 – Standard Specification for High-Density Polyethylene Line Pipe
H. AASHTO M198 – Butyl Rubber Sealants
I. AWWA C500 – Gate Valves for Water and Sewerage Systems
J. AWWA C508 - Swing-Check Valves for Waterworks
K. AWWA C517 - Resilient-Seated Cast Iron Eccentric Plug Valves
L. AWWA C509- Standard for Resilient-Seated Gate Valves for Water Supply Service
1.2 SUBMITTALS
A. Shop Drawings: Indicate locations, elevations, piping, sizes and elevations of penetrations.
B. Product Data: Submit features, configuration, and dimensions.
1.3 DELIVERY, STORAGE AND HANDLING
A. Comply with manufacturer’s instructions for unloading, storing and moving materials.
B. Store materials to prevent damage to Owner’s property or other public or private property. Repair
property damaged from materials storage.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Cell 3 and 4 Force Main – Marshall Industrial Landfill No. 1 Cells 3 and 4 Issued for Bid 2017

02751 – Page 2of 3 Valves and Appurtenances
1.6 CLOSEOUT SUBMITTALS
A. Project Record Documents: Record location of pipe runs, connections, cleanouts and principal
invert elevations.

PART 2 PRODUCTS
2.1 COMPONENTS
A. Valves and Appurtenances used in Pump House:
1. Ball Valves: Stainless steel ball valves having diameters indicated on Drawings.
2. Check Valves: Stainless steel check valves having diameters indicated on Drawings.
3. Magnetic Flow Meter: Flanged connection magnetic flow meter with; internal linings
consisting of stainless steel or materials compatible with leachate; capable of measuring
flows of up to 600 gpm; hardwire capabilities; LED display providing instantaneous and
cumulative flows.
4. Flanges: All flange connections shall have stainless steel bolts, nuts and backup rings.
5. Piping and fittings: HDPE in accordance with Section 02500, HDPE Pipe.
6. Adjustable Pipe supports: Pipe support stand or flange support stand manufactured Gulf
State Hangers or approved equal.
7. Pipe penetrations through concrete: Seal with LinkSeal or approved equivalent.
8. Floor Grating: 1-1/4” x 3/16” serrated bearing bars, spaced 1-3/16” on center, hot dip
galvanized. Manufactured by McNichols Co. or approved equal.
B. Valves and Appurtenances used in Junction Manholes:
1. Plug Valve: Eccentric plug valve with 316 stainless steel body and 316 stainless
steel/EPDM plug having diameters indicated on Drawings. Rated for 175 psi working
pressure. Flanged end valves shall meet the face to face pattern of the HDPE flanges.
Unless otherwise specified or shown on the plans, above ground or exposed manually
actuated valves 6” and smaller shall be lever operated and larger valves shall be supplied
with a gear operator and handwheel. Valves larger than 6 inches shall be equipped with
worm gear actuator. Buried valves shall be supplied with a sealed and grease packed gear
operator with a 2” square operating nut. Manual actuators shall mount on a pre-drilled
ISO 5211/MSS SP-101 mounting pad to minimize the need for brackets and adaptors.
Manufactured by Clow, Crispin, or approved equal.
2. Check Valves: Cast Iron swing type valves having diameters indicated on Drawings.
Rated for working pressure of 200 psi. Valve shall be internally and externally factory
coated with minimum 8 mil DFT of NSF-61 certified 2-part epoxy for corrosion
protection. Flanged end valves shall meet the face to face pattern of the HDPE flanges
Manufactured by Clow or approved equal.
3. Flanges: All flange connections shall have stainless steel bolts, nuts and backup rings.
4. Pipe and fittings: HDPE in accordance with Section 02500, HDPE Pipe.
5. Adjustable Pipe supports: Pipe support stand or flange support stand manufactured by
Gulf State Hangers or approved equal.
6. Access Doors: Aluminum double leaf access doors with dimensions indicated on
drawings, 300 psf rated. Series W2R or W2S access door as manufactured by Halliday
Products or equivalent.
7. Steps: Co-Polymer Polypropylene steel reinforced steps meeting ASTM 478.
8. Pipe penetrations through concrete: Seal with LinkSeal or approved equivalent.

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Cell 3 and 4 Force Main – Marshall Industrial Landfill No. 1 Cells 3 and 4 Issued for Bid 2017

02751 – Page 3of 3 Valves and Appurtenances
C. Verify items provided by other sections of Work are properly sized and located.
D. Verify built-in items are in proper location, and ready for roughing into Work.

PART 3 EXECUTION
3.1 EXAMINATION
A. Verify items provided by other sections of Work are properly sized and located.
B. Verify built-in items are in proper location, and ready for roughing into Work.
C. Verify excavation for structures is correct.
3.2 PREPARATION
A. Coordinate placement of pipes and structures required by other sections.
B. Do not install structures where site conditions induce loads exceeding structural capacity of
structures.
C. Inspect structures immediately prior to placement in excavation to verify structures are internally
clean and free from damage. Remove and replace damaged units.
3.3 INSTALLATION
A. Excavation and Backfill:
1. Assembly and construction in accordance with Manufactures Instructions and guidelines.
2. Excavate for structures and pipe in accordance with Section 02315 and Section 02324 in
location and to depth shown. Provide clearance for construction operations.
3. When groundwater is encountered, prevent accumulation of water in excavations or
structures. Place structures in dry trench and appurtenances within dry structures.
Maintain groundwater levels at a minimum of 3 feet below foundation excavation until
concrete placement is complete.
4. Backfill for structures and pipe in accordance with Section 02320 and Section 02324.
B. Install materials in accordance with manufacturer’s recommendations.
C. Coordinate with other sections of Work to provide correct size, shape, and location.
3.4 FIELD QUALITY CONTROL
A. Section 01400 - Quality Requirements: Testing and observation services.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02860 - Page 1 of 3 Force Main Leakage Test

SECTION 02800
FORCE MAIN LEAKAGE TEST
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Pressure testing of HDPE Force Main.

B. Related Sections:
1. Section 02315 - Excavation.
2. Section 02320 – Backfill - Structural.
3. Section 02500 - High Density Polyethylene (HDPE) Pipe.
1.2 SUBMITTALS
A. Detailed Pressure Testing Plan outlining methods and procedures. Submit to Engineer for approval.
B. Credentials of the Independent Testing firm that will conduct the leakage test for approval by the
Engineer.
C. Submit certified calibration test reports on all gauges and meters to be used for leakage testing.
1.3 REFERENCES
A. American Water Works Association:
1. AWWA C600 – Installation of Ductile Iron Water Mains and their Appurtenances.
B. American Society for Testing and Materials (ASTM) standards:
1. ASTM F2164 – Standard Practice for Field Leak Testing of Polyethylene Pressure Pipe Systems.
C. Plastics Pipe Institute:
2. Guidance for Field Hydrostatic Testing of High Density Polyethylene Pressure Pipelines,
Document TN 46/2013a.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ASTM F2164 and Plastics Pipe Institute Guidance Document TN
46/2013a.
B. Perform Work in accordance with applicable Federal, State, and local safety standards.
1.5 COORDINATION
A. Verify all installation work associated with the force main is complete prior to testing.
PART 2 PRODUCTS
2.1 Provide all materials necessary to conduct leakage test.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02860 - Page 2 of 3 Force Main Leakage Test

A. Submit a list of all equipment and materials proposed for use in flushing and testing to Engineer for
review and approval to any field flushing or testing.
B. Hydrostatic tests and flushing materials:
1. Piping connections
2. Test pumping equipment
3. Water meter
4. Pressure gauge
5. Bulkheads and supports.
6. Other equipment or items as necessary.
C. Section 02500 - High Density Polyethylene (HDPE) Pipe
D. As a minimum, all force mains shall be tested in accordance with the Hydrostatic Testing
Requirements of ASTM F2164:
E. All force mains shall be given a hydrostatic test of at least the design pressure rating for the pipe. For
DR 11 HDPE pipe, the design pressure rating is 200 psig. The specified test pressure (STP) shall be
200 psig. .

PART 3 EXECUTION
3.1 FORCE MAIN LEAKAGE TEST
A. As a minimum, all force mains shall be tested in accordance with the Hydrostatic Testing
Requirements of ASTM F2164:
B. All flushing and testing shall be performed in the presence of the Engineer.
C. Protect all structures and equipment from damage and leakage during and after flushing and testing.
D. All force mains shall be given a hydrostatic test of at least the design pressure rating for the pipe. For
DR 11 HDPE pipe, the design pressure rating is 200 psig. The specified test pressure (STP) shall be
200 psig.
E. The Contractor shall employ an independent testing firm to conduct the leakage test. The testing firm
shall be experienced in pressure/leakage tests.
F. Where practicable, pipelines shall be tested between line valves or plugs in lengths of not more than
1500 feet.
G. Flush clean water through lines to be tested such that the velocity of the water is not less than 2.5 feet
per second. Flushing shall continue until all sediment or discolored water is flushed from the lines.
H. The pipe shall be slowly filled with water and the specified test pressure (STP) shall be applied by
means of a pump connected to the pipe in a manner satisfactory to the Engineer. The pump, pipe
connection, and all necessary apparatus except the gauges shall be furnished by the Contractor. The
Independent Testing Firm will furnish the gauges for the test, but the Contractor shall furnish all
necessary assistance for conducting the test. Before applying the specified test pressure, all air shall be
expelled from the pipe.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

02860 - Page 3 of 3 Force Main Leakage Test

I. Duration of Test shall not be less than that specified under ASTM F2164.
J. The test pressure shall not exceed the rated pressure of the valves in the system unless the valves are
protected or plugged off and tested separately.
K. Where leaks are visible at exposed joints and/or evident on the surface where joints are covered, the
shall repair the joints, retighten the bolts, relay the pipe, or replace the pipe until the leak is eliminated-
-regardless of total leakage as shown by the leakage test.
L. All pipe, fittings and other materials found to be defective under test shall be removed and replaced at
the Contractor’s expense.
M. Lines that fail to meet test requirements shall be repaired and retested as necessary until test
requirements are complied with.
N. The Owner will provide water for testing the force mains; however, the Contractor will be responsible
for piping or hauling the water if necessary.
O. No pipe installation will be accepted if the leakage is greater than that determined by the criteria.
P. No pipe installation will be accepted if the leakage is greater than that determined by the criteria under
ASTM F2164:
1. Hold STP for 30 minutes, injecting water as necessary to hold STP.
2. At 90 minutes if P90 <70% STP, test fails. If T90>70%, test passes and test continues.
3. Perform air volume assessment per ASTM F2164.
4. Perform final test for 30 minutes minimum. Variation in test pressure shall remain constant for
the test duration and shall not deviate by more than 5%.

3.2 FORCE MAIN LEAKAGE TEST REPORT
A. Prepare a written Leakage Test Report in accordance with Plastics Pipe Institute Document TN
46/2013a for Engineer approval.

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
03100 - Page 1 of 5 Concrete Forms and Accessories

SECTION 03100
CONCRETE FORMS AND ACCESSORIES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Formwork for cast-in place concrete.
2. Shoring, bracing, and anchorage.
3. Form accessories.
4. Form stripping.
B. Related Sections:
1. Section 03300 - Cast-in-Place Concrete.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 318 - Building Code Requirements for Structural Concrete.
3. ACI 347 - Guide to Formwork for Concrete.
1.3 DESIGN REQUIREMENTS
A. Design, engineer, and construct formwork, shoring and bracing to conform to design and code
requirements to achieve concrete shape, line and dimension as indicated on Drawings.
1.4 SUBMITTALS
A. N/A
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301, ACI 318, and ACI 347.
B. For wood products furnished for work of this Section, comply with the American Forest and Paper
Association (AF & PA).
C. Perform Work in accordance with NCDOT standards.
1.6 QUALIFICATIONS
A. Design formwork under direct supervision of Professional Engineer experienced in design of this
Work and licensed in State of project.
1.7 COORDINATION
A. Coordinate this Section with other sections of work, requiring attachment of components to formwork.

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
03100 - Page 2 of 5 Concrete Forms and Accessories

PART 2 PRODUCTS
2.1 WOOD FORM MATERIALS
A. Form Materials: At discretion of Contractor unless otherwise directed by Engineer due to special
conditions or situations.
2.2 PREFABRICATED FORMS
A. Furnish materials in accordance with NCDOT standards.
2.3 FORMWORK ACCESSORIES
A. Form Ties: At discretion of Contractor unless otherwise directed by Engineer due to special conditions
or situations.
B. Spreaders: Standard, non-corrosive metal form clamp assembly, of type acting as spreaders and
leaving no metal within 1 inch of concrete face. Wire ties, wood spreaders or through bolts are not
permitted.
C. Form Anchors and Hangers:
1. Do not use anchors and hangers leaving exposed metal at concrete surface.
2. Symmetrically arrange hangers supporting forms from structural steel members to minimize
twisting or rotation of member.
3. Penetration of structural steel members is not permitted.
D. Form Release Agent: Colorless mineral oil that will not stain concrete, or absorb moisture or impair
natural bonding or color characteristics of coating intended for use on concrete.
E. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size, strength and character to maintain
formwork in place while placing concrete.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify lines, levels, and centers before proceeding with formwork. Verify dimensions agree with
Drawings.
B. When formwork is placed after reinforcement resulting in insufficient concrete cover over
reinforcement before proceeding, request instructions from Engineer.
3.2 INSTALLATION
A. Earth Forms:
1. Earth forms are not permitted.
B. Formwork - General:
1. Provide top form for sloped surfaces steeper than 1.5 horizontal to 1 vertical to hold shape of
concrete during placement, unless it can be demonstrated that top forms can be omitted.
2. Construct forms to correct shape and dimensions, mortar-tight, braced, and of sufficient strength
to maintain shape and position under imposed loads from construction operations.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
03100 - Page 3 of 5 Concrete Forms and Accessories

3. Camber forms where necessary to produce level finished soffits unless otherwise shown on
Drawings.
4. Carefully verify horizontal and vertical positions of forms. Correct misaligned or misplaced forms
before placing concrete.
5. Complete wedging and bracing before placing concrete.
C. Forms for Smooth Finish Concrete:
1. Use steel, plywood or lined board forms.
2. Use clean and smooth plywood and form liners, uniform in size, and free from surface and edge
damage capable of affecting resulting concrete finish.
3. Install form lining with close-fitting square joints between separate sheets without springing into
place.
4. Use full size sheets of form lines and plywood wherever possible.
5. Tape joints to prevent protrusions in concrete.
6. Use care in forming and stripping wood forms to protect corners and edges.
7. Level and continue horizontal joints.
8. Keep wood forms wet until stripped.
D. Forms for Surfaces to Receive Membrane Waterproofing: Use plywood or steel forms. After erection
of forms, tape form joints to prevent protrusions in concrete.
E. Erect formwork, shoring, and bracing to achieve design requirements, in accordance with requirements
of ACI 301.
F. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during
stripping. Permit removal of remaining principal shores.
G. Obtain Engineer’s approval before framing openings in structural members not indicated on Drawings.
H. Install void forms in accordance with manufacturer's recommendations.
I. Do not reuse wood formwork more than 3 times for concrete surfaces to be exposed to view. Do not
patch formwork.
3.3 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's recommendations.
B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.
C. Do not apply form release agent where concrete surfaces are indicated to receive special finishes or
applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water.
Keep surfaces coated prior to placement of concrete.
D. Reuse and Coating of Forms: Thoroughly clean forms and reapply form coating before each reuse. For
exposed work, do not reuse forms with damaged faces or edges. Apply form coating to forms in
accordance with manufacturer’s specifications. Do not coat forms for concrete indicated to receive
“scored finish”. Apply form coatings before placing reinforcing steel.
3.4 INSTALLATION - INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Install formed openings for items to be embedded in or passing through concrete work.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
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03100 - Page 4 of 5 Concrete Forms and Accessories

B. Locate and set in place items required to be cast directly into concrete.
C. Coordinate with Work of other sections in forming and placing openings, slots, reglets, recesses,
sleeves, bolts, anchors, other inserts, and components of other Work.
D. Install accessories straight, level, and plumb. Ensure items are not disturbed during concrete
placement.
E. Install water stops continuous without displacing reinforcement.
F. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection.
Locate openings at bottom of forms to allow flushing water to drain.
G. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly fitted so
joints will not be apparent in exposed concrete surfaces.
H. Form Ties:
1. Use sufficient strength and sufficient quantity to prevent spreading of forms.
2. Place ties at least 1 inch away from finished surface of concrete.
3. Leave inner rods in concrete when forms are stripped.
4. Space form ties equidistant, symmetrical and aligned vertically and horizontally unless otherwise
shown on Drawings.
I. Arrangement: Arrange formwork to allow proper erection sequence and to permit form removal
without damage to concrete.
3.5 FORM CLEANING
A. Clean forms as erection proceeds, to remove foreign matter within forms.
B. Clean formed cavities of debris prior to placing concrete.
C. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water and
debris drain to exterior through clean-out ports.
D. During cold weather, remove ice and snow from within forms. Do not use de-icing salts. Do not use
water to clean out forms, unless formwork and concrete construction proceed within heated enclosure.
Use compressed air or other means to remove foreign matter.
3.6 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight
and imposed loads and removal has been approved by formwork design Engineer.
B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces
scheduled for exposure to view.
C. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be damaged.
Discard damaged forms.
D. Leave forms in place for minimum number of days as specified in ACI 347.
3.7 ERECTION TOLERANCES
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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03100 - Page 5 of 5 Concrete Forms and Accessories

A. Construct formwork to maintain tolerances required by ACI 301.
3.8 FIELD QUALITY CONTROL
A. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork
design, and that supports, fastenings, wedges, ties, and items are secure.
B. Notify Engineer after placement of reinforcing steel in forms, but prior to placing concrete.
C. Schedule concrete placement to permit formwork inspection before placing concrete.

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
03300 - Page 1 of 5 Cast-In-Place Concrete

SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 GENERAL
1.1 SUMMARY
A. Section includes cast-in-place concrete for the following:
1. Junction Manholes
2. Pump House
3. Miscellaneous cast-in-place concrete as needed.
B. Related Sections:
1. Section 02320 – Backfill - Structural.
2. Section 02374 – Erosion Control Devices.
3. Section 03100 - Concrete Forms and Accessories.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 305R - Hot Weather Concreting.
3. ACI 306.1 - Standard Specification for Cold Weather Concreting.
4. ACI 308 (American Concrete Institute) - Standard Practice for Curing Concrete.
5. ACI 318 - Building Code Requirements for Structural Concrete.
B. ASTM International:
1. ASTM C33 - Standard Specification for Concrete Aggregates.
2. ASTM C94 - Standard Specification for Ready-Mixed Concrete.
3. ASTM C150 - Standard Specification for Portland Cement.
4. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
5. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
6. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.
7. ASTM C1017 - Standard Specification for Chemical Admixtures for Use in Producing
Flowing Concrete.
8. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout
(Nonshrink).
9. ASTM C1116 - Standard Specification for Fiber-Reinforced Concrete.
1.3 SUBMITTALS
A. Product Data: Submit data on:
1. Concrete mix design at least 14 days prior to using the mixture.
B. Design Data:
1. Submit concrete mix design for each concrete strength. Submit separate mix designs
when admixtures are required for the following:
a. Hot and cold weather concrete work.
b. Air entrained concrete work.
2. Identify mix ingredients and proportions, including admixtures.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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Electrical/Mechanical Components
03300 - Page 2 of 5 Cast-In-Place Concrete

1.4 CLOSEOUT SUBMITTALS
A. Project Record Documents: Accurately record actual locations of embedded utilities and
components concealed from view in finished construction.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301.
B. Perform any waterproofing in accordance with Manufacturer’s recommendations..
C. Acquire cement and aggregate from one source for Work.
D. Conform to ACI 305R when concreting during hot weather.
E. Conform to ACI 306.1 when concreting during cold weather.
1.6 QUALIFICATIONS
A. Waterproofing Material Manufacturer (if applicable): Company specializing in waterproofing
membrane with minimum three years documented experience.
B. Waterproofing Applicator (if applicable): Company specializing in performing the work of this
section with minimum three years documented experience.
PART 2 PRODUCTS
2.1 CONCRETE MATERIALS
A. Cement: ASTM C150, Type I or Type II.
B. Fine and Coarse Aggregates: ASTM C33.
C. Water: Clean and not detrimental to concrete.
2.2 ADMIXTURES (Engineer’s approval required prior to using any admixtures).
A. Furnish materials in accordance with NCDOT standards.
B. Air Entrainment: ASTM C260.
C. Chemical: ASTM C494.
D. Fly Ash, Calcined Pozzolan: ASTM C618; Class Type C or F, limit fly ash to maximum 25
percent of cement content by weight.
E. Plasticizing: ASTM C1017.
2.3 ACCESSORIES
A. Non-Shrink Grout: ASTM C1107; premixed compound consisting of non-metallic aggregate,
cement, water reducing and plasticizing agents; capable of developing minimum compressive
strength of 4,000 psi in 72 hours.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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Electrical/Mechanical Components
03300 - Page 3 of 5 Cast-In-Place Concrete

B. Concrete Reinforcing Fibers: ASTM C1116 Type III, synthetic fiber reinforced concrete. Fibers
shall be synthetic fiber consisting of 100 percent virgin polypropylene fibrillated fibers containing
no reprocessed olefin materials. Fibers shall have a specific gravity of 0.9, a minimum tensile
strength of 70 ksi, graded per manufacturer, and specifically manufactured to an optimum
gradation for use as concrete secondary reinforcement. A minimum of 1.5 pounds of fiber per
cubic yard of concrete shall be used. Fibers shall be added at the batch plant. Toughness indices
shall meet requirements for performance Level I.
2.4 CONCRETE MIX
A. Mix concrete in accordance with ACI 301. Deliver concrete in accordance with ASTM C94.
B. Select proportions for normal weight concrete (if applicable) in accordance with ACI 301.
C. Select aggregate proportions for light weight concrete (if applicable) in accordance with ACI 301.
D. Provide concrete to the following criteria:

Unit Measurement
Compressive Strength (7 day) 3,000 psi
Compressive Strength (28 day) 4,000 psi
Water/Cement Ratio (maximum) 0.45 by weight (mass)
Air Entrained 4 - 6 percent
Slump 4 inches
E. Admixtures: Include admixture types and quantities indicated in concrete mix designs approved
by Engineer through submittal process.
1. Use accelerating admixtures in cold weather. Use of admixtures will not relax cold
weather placement requirements.
2. Use set retarding admixtures during hot weather.
3. Add air entraining agent to normal weight concrete mix for work exposed to exterior.
4. Air Entrainment: ASTM C260.
5. Chemical: ASTM C494 Type A - Water Reducing, Type B – Retarding, Type C –
Accelerating, Type D - Water Reducing and Retarding, Type E - Water Reducing and
Accelerating, Type F - Water Reducing, High Range, Type G - Water Reducing, High
Range and Retarding.
6. Fly Ash, Calcined Pozzolan: ASTM C618.
7. Plasticizing: ASTM C1017.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify requirements for concrete cover over reinforcement.
B. Verify anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately
placed, positioned securely, and will not interfere with placing concrete.
C. Verify substrate surfaces are smooth, free of honeycomb or pitting, and not detrimental to full
contact bond of waterproofing materials.
D. Verify items penetrating surfaces to receive waterproofing are securely installed.
E. Verify substrate surface slopes to drain for horizontal waterproofing applications.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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03300 - Page 4 of 5 Cast-In-Place Concrete

3.2 PREPARATION
A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent.
B. In locations where new concrete is doweled to existing work, drill holes in existing concrete, insert
steel dowels and pack solid with non-shrink grout.
C. Seal cracks and joints with sealant materials using depth to width ratio as recommended by sealant
manufacturer.
3.3 PLACING CONCRETE
A. Place concrete in accordance with ACI 318.
B. Notify Engineer minimum 24 hours prior to commencement of operations.
C. Ensure reinforcement, inserts, and embedded parts are not disturbed during concrete placement.
D. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test
samples taken.
E. Do not interrupt successive placement; do not permit cold joints to occur.
F. If inside lined area, protect liner and all geosynthetic components from damage during installation
and placement of concrete. Any damage caused to the liner as a result of the Contractor’s action
shall be repaired at his expense
3.4 CONCRETE FINISHING
A. Provide formed concrete surfaces to be left exposed with smooth rubbed finish.
3.5 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury.
B. Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration of cement and hardening of concrete.
C. Cure all concrete in accordance with ACI 308 unless otherwise directed by Engineer.
3.6 BACKFILLING
A. Notify engineer prior to backfilling against concrete structures.
B. Concrete should have a minimum of 75 percent of design 28-day compressive strength prior to
backfilling concrete structures unless approved by the Engineer
3.7 FIELD QUALITY CONTROL
A. Provide free access to Work and cooperate with appointed firm.
B. Submit proposed mix design of each class of concrete to inspection and testing firm and Engineer
for review 14 days prior to commencement of Work.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
03300 - Page 5 of 5 Cast-In-Place Concrete

C. Tests of cement and aggregates may be performed to ensure conformance with specified
requirements.
D. Four concrete test cylinders will be taken for every 100 cu yds or fraction thereof or a minimum of
one set of cylinders per each structure or type/class of concrete placed.
E. One additional test cylinder will be taken during cold weather concreting, cured on job site under
same conditions as concrete it represents.
F. One slump test will be taken for each set of test cylinders taken.
G. One air content test will be made for each set of test cylinders taken.
H. Maintain records of concrete placement. Record date, location, quantity, air temperature and test
samples taken.
3.8 PATCHING
A. Allow Engineer to inspect concrete surfaces immediately upon removal of forms.
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon
discovery.
C. Patch imperfections in accordance with ACI 301.
3.9 DEFECTIVE CONCRETE
A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or
specified requirements.
B. Repair or replacement of defective concrete will be determined by Engineer.
C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of
Engineer for each individual area.

END OF SECTION

Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

03480 - Page 1 of 4 Pre-Cast Concrete Structures

SECTION 03480
PRE-CAST CONCRETE STRUCTURES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Junction Manholes.
2. Leachate Manifold Repair.
B. Related Sections:
1. Section 02315 – Excavation.
2. Section 02320 – Backfill - Structural.
1.2 REFERENCES
A. American Concrete Institute
1. ACI 318 - Building Code Requirements for Reinforced Concrete.
2. ACI 350 - Environmental Engineering Concrete Structures.
B. ASTM International
1. ASTM A185 - Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete
Reinforcement.
2. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement.
3. ASTM B221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded
Bars, Rods, Wire, Profiles, and Tubes.
4. ASTM C33 - Standard Specification for Concrete Aggregates.
5. ASTM C150 - Standard Specification for Portland Cement.
6. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
7. ASTM C443 - Joints.
8. ASTM C789 – Pre-cast Reinforced Concrete Box Sections for Culverts, Storm Drains,
and Sewers.
9. ASTM C 850 – Pre-cast Reinforced Concrete Box Sections for Culverts, Storm Drains,
and Sewers with less than 2 feet of cover subjected to highway loadings.
10. ASTM C890 - Standard Practice for Minimum Structural Design Loading for Monolithic
or Sectional Pre-cast Concrete Water and Wastewater Structures.
11. ASTM C913 - Standard Specification for Pre-cast Concrete Water and Wastewater
Structures.
12. ASTM C923 - Resilient Connectors Between Reinforced Concrete Manhole Structures
and Pipes.
13. ASTM C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Pre-
cast Box Sections Using Preformed Flexible Joints Sealants.
14. ASTM C1433 - Standard Specification for Pre-cast Reinforced Concrete Box Sections
for Culverts, Storm Drains, and Sewers.
15. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).
16. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth).
17. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
C. American Association of State Highway and Transportation Officials
1. AASHTO M198 - Butyl Rubber Sealants.
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03480 - Page 2 of 4 Pre-Cast Concrete Structures

2. AASHTO M259 – Pre-cast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers.
3. AASHTO M273 – Pre-cast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers with less than 2 feet of cover subjected to highway loadings.
1.3 DESIGN REQUIREMENTS
A. Design Criteria:
1. Honeycombed or retempered concrete is not permitted.
2. Equivalent strength: Based on structural design of reinforced concrete as outlined in ACI
318, Design for H20 Loading.
3. Design of Lifting Devices for Pre-cast Structures: In accordance with ASTM C 913.
4. Design of Joints for Pre-cast Structures: In accordance with ASTM C443.
1.4 SUBMITTALS
A. Shop Drawing: Indicate structure locations, elevations, piping, sizes and elevations of
penetrations.
B. Product Data: Submit covers, component construction, features, configuration, and dimensions.
C. Manufacturer’s Certificates: Submit Statement of Compliance, supporting data, from Materials
Suppliers attesting that pre-cast concrete structures provided meet or exceed ASTM Standards and
Specification requirements.
1.5 CLOSEOUT SUBMITTALS
A. Project Record Documents: Accurately record actual locations and inverts of buried pipe,
components and connections.
1.6 QUALITY ASSURANCE
A. Perform Work in accordance with State and Local Municipality standards.
1.7 DELIVERY, STORAGE AND HANDLING
A. Comply with Pre-cast Concrete Manufacturer’s instructions for unloading, storing and moving
pre-cast structures.
B. Store pre-cast concrete structures to prevent damage to Owner’s property or other public or private
property. Repair property damaged from materials storage.
C. Mark each pre-cast structure by indentation or waterproof paint showing date of manufacture,
Manufacturer, and identifying symbols and numbers shown on Drawings to indicate its intended
use.
1.8 ENVIRONMENTAL REQUIREMENTS
A. Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface or subsurface structures or utilities, and landscape in immediate or adjacent areas.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
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03480 - Page 3 of 4 Pre-Cast Concrete Structures

PART 2 PRODUCTS
2.1 PRECAST CONCRETE STRUCTURES
A. Manufacturer’s products and configurations shall be provided and installed as specified on the
Drawings.
B. Junction Manhole Access Doors: Aluminum double leaf access doors with dimensions indicated
on drawings, 300 psf rated. Series W2R or W2S access door as manufactured by Halliday
Products or equivalent
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify connections, sizes, locations and inverts are as indicated on Drawings.
B. Verify items provided by other sections of Work are properly sized and located.
C. Verify excavations for the structures are correct.
3.2 PREPARATION
A. Coordinate placement of connecting pipes required by other Sections of Work as described in
these Specifications.
B. Do not install structures where site conditions induce loads exceeding structural capacity of
structures.
C. Inspect pre-cast concrete structures immediately prior to placement in excavation to verify
structures are internally clean and free from damage. Remove and replace damaged units.
3.3 INSTALLATION
A. Excavation and Backfill:
1. Excavate for pre-cast concrete structures in accordance with Section 02315 of these
Specifications in location and to depth shown. Provide clearance around sidewalls of
structure for construction operations.
2. When groundwater is encountered, prevent accumulation of water in excavations. Place
pre-cast concrete structures in dry trench.
3. Where possibility exists of watertight structure becoming buoyant in flooded excavation,
anchor structure to avoid flotation.
B. Lift pre-cast structures at lifting points designated by Manufacturer.
C. When lowering pre-cast concrete structures into excavations and joining pipe to units, take
precautions to ensure interior of pipeline and structure remains clean.
D. Set cover frames and covers level without tipping, to correct elevations.
E. Paint exposed sides of Junction Manhole structures with safety yellow enamel paint.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components

03480 - Page 4 of 4 Pre-Cast Concrete Structures

F. Install bollards on either side of Junction Manhole, paint exposed bollards with safety yellow
enamel paint.
G. Coordinate with other Sections of Work as described in these Specifications to provide correct
size, shape, and location.
3.4 FIELD QUALITY CONTROL
A. Request observation by Engineer prior to placing cover over piping.
B. Compaction Testing: In accordance with Section 02320.
C. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
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Electrical/Mechanical Components
11313 – Page 1 of 5 Pumps
SECTION 11313
PUMPS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Leachate Low Flow and High Flow Pumps.
2. Sump pumps.
B. Related Sections:
1. Section 02500 – HDPE Pipe.
2. Section 02751 – Valves and Appurtenances
1.2 LUMP SUM - MEASUREMENT AND PAYMENT
1.3 SUBMITTALS
A. Shop Drawings:
1. Submit installation details for pumps, piping, controls and accessories including wiring
schematics.
B. Product Data: Submit data for specified Products, including pump performance data, assembly
drawings, electrical schematics, key components cut sheets, fittings installation details, warranty
statement, and list any revisions or exceptions to all specifications.
C. Manufacturer’s Certificates: Certify products meet or exceed specified requirements.
1.4 CLOSEOUT SUBMITTALS
A. Operations and Maintenance Manuals: 3 hard copies and one electronic copy shall be provided
and shall include troubleshooting guide, system controls operator instructions, pump assembly and
service guide, pump operating characteristics, electrical as-built schematic, bill of materials of
electrical control panel, warranty statement, contact statement, and additional information as
necessary for normal operation and maintenance of the system.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with local municipality, county, or state standards.
B. Perform work in accordance with manufactures instructions and recommendations.
1.6 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this section with
minimum three years documented experience.
B. Installer: Company specializing in performing work of this section with minimum five years
documented experience or approved by manufacturer.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
11313 – Page 2 of 5 Pumps
1.7 DELIVERY, STORAGE AND HANDLING
A. Prepare pumps, control panels, and accessories for shipment to prevent entry of foreign matter into
product body.
B. Store products in areas protected from weather, moisture, or possible damage; do not store
products directly on ground; handle products to prevent damage to interior or exterior surfaces.
1.8 ENVIRONMENTAL REQUIREMENTS
A. Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface or subsurface structures or utilities, and landscape in immediate or adjacent areas.
PART 2 PRODUCTS
2.1 RISER PUMPS AND CONTROL PANELS
A. Manufacturers:
1. GunnCo Pump & Control, Incorporated, Cumming, Georgia, 770-889-7114.
2. Other, with Engineer’s approval.
B. High Flow Pumps:
1. Pumps shall be constructed of stainless steel including housing, impellers, bowls, check
valve disc, shaft, coupling, and strainer. Bearings and seal rings shall be constructed of
compatible material.
2. The High Flow pumps shall be a GunnCo Model P2K.385.3. Motor shall be designed for
25 HP 3 phase 460 volt service. Alternatively, pumps by other manufacturers may be
used, subject to review of manufacturer pump curve and approval by the Engineer.
3. Pumps shall be mounted on an 8-inch wheeled carrier.
4. Power cable shall be heavy duty submersible type, polyethylene jacketed, continuous
length, and sized per U.S. NEC standards. A strain relief/riser exit fitting shall be
provided. The cable shall be equal to the riser pump length plus the length needed to
provide a connection to the control panel or junction box as required.
C. Low Flow Pumps:
1. Pumps shall be constructed of stainless steel including housing, impellers, bowls, check
valve disc, shaft, coupling, and strainer. Bearings and seal rings shall be constructed of
compatible material.
2. The Low Flow pumps shall be a GunnCo Model P2K-40.3. Motor shall be designed for
1.0 HP 3 phase 460 volt service. Alternatively, pumps by other manufacturers may be
used, subject to review of manufacturer pump curve and approval by the Engineer.
3. Pumps shall be mounted on a 5-inch wheeled carrier.
4. Power cable shall be heavy duty submersible type, polyethylene jacketed, continuous
length, and sized per U.S. NEC standards. A strain relief/riser exit fitting shall be
provided. The cable shall be equal to the riser pump length plus the length needed to
provide a connection to the control panel or junction box as required.

D. Carrier:
1. Pump and motor shall be mounted in a wheeled carrier constructed of stainless steel with
non-corrosive and self lubricating wheels. An inlet strainer and level sensor clamp shall
be provided. The level sensor may be installed without disassembly or removal of the
pump.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
11313 – Page 3 of 5 Pumps
2. The High Flow pump assembly shall be designed for use in an 24” SDR 17 HDPE riser
pipe. The Low Flow pump assembly shall be designed for use in an 24” SDR 17 HDPE
riser pipe. The carrier shall allow the pump to travel to and from the riser sump area over
welding beads and allow for stable operation of the pump. Wheels shall have a minimum
diameter of 5” for the Low Flow Pump and 8” for the high flow pump, and shall be
constructed of a self lubricating non-metallic material.
3. Carrier supplied must be in compliance with US patents laws.
4. The carrier shall be equipped with a welded stainless steel ring with a suitable 3/16” (low
flow and high flow pumps) 316 SS stainless retrieval cable equal to the total riser pump
length. The cable shall be provided with stainless steel U-bolt type clamps, snap hook,
and anchor. The cable shall be removable from the pump carrier without removal of
cable u-bolt clips.
E. Discharge Pipe Assembly:
1. A 3.0 inch discharge hose (or pipe as recommended by manufacturer) assembly shall be
provided for the High Flow pump and a 2.0 inch discharge hose assembly shall be
provided for the Low Flow pump. The hose shall be of suitable material for the
application and a minimum working pressure rating at least 10% over the maximum
pump pressure at shut off condition and rated no less than 150 PSI working pressure.
Hose shall be supplied in continuous length with stainless fittings. Hose fittings shall be
long shank type for the 3” hose assembly. Cam lock fittings shall be provided at the
pump discharge with a positive locking feature.
2. An upper hose fitting elbow and quick connect fittings of stainless steel construction shall
be provided to allow removal of the discharge hose assembly without tools. A gas tight
riser side exit nipple fitting shall be provided. Instructions for the installation of the
fittings shall be provided. All fittings shall be 300 series stainless.
3. Fittings for the power and sensor cables shall be nylon construction non-corrosive and
sized for the power and sensor cables provided. Fittings shall be provided for both the
riser and associated conduit or junction boxes. A sufficient quantity shall be provided for
each application. Instructions for the installation of the fittings shall be provided.

F. Controls:
1. Two control panels shall control the pumps in the leachate collection and leak detection
sump and be capable of providing automatic pump operation and protection and level
indication for two pumps operating in a common sump area. Panels shall be GunnCo
SidesloperTM 202 Series Control Panel. Panel shall be rated NEMA 4X Stainless Steel
Enclosure size shall be a minimum size of 30” X 36” and shall include an outer door
viewing window which allows view of all indicators and pump operator switch (17” X
11” window size minimum). Door shall open and close using a three point latch system
with exterior handle and no clips or latches shall be required or installed. The handle
shall be equipped with a lock hasp for use with customers pad lock. The High Flow
pump motor shall be 25 horse power and the Low Flow pump motor shall be 1.0 horse
power operating on three phase, 460 volt service.
2. The panels shall be equipped with a properly sized main thermal magnetic permanent trip
(Square D type FAL or equal) circuit breaker inner door interlocked operator handle,
Motor Breakers, Control Circuit Breaker, and Receptacle/Accessories Circuit Breaker
where applicable. All breakers shall be selected for the required trip characteristics of the
components protected and shall be back-plate mounted. Fuses for voltage/phase monitor
shall be provided.
3. The motor starters shall be a heavy duty NEMA rated Square D 8536 or equal with
properly selected thermal overloads with alarm auxiliary contacts.
4. An indicating controller with digital level read out in inches to 1/10th of an inch shall be
provided. Range shall be 0-138.6” and display shall be with ½” high LCD digits.
Controller shall be adjustable for pump lead and lag set and reset points using only the
selector knob and from mounted potentiometers using a screwdriver. No punch and
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
11313 – Page 4 of 5 Pumps
scroll techniques shall be required to check or adjust settings shall be required. Control
unit shall have plug in type terminals for all input and output connections to allow simple
replacement if required. An auxiliary start relay shall be incorporated into the control
design to minimize wear to motor starter contactor.
5. The duplex control panel shall be equipped with an auxiliary loop power module shall
provide a high level alarm indication. Module shall be preset per specified level or
factory set one foot above lag pump on setting. The simplex panel shall have both the
pump and alarm setting on the indicating controller face.
6. Interior door operator controls and indicators shall include RUN lights, OVERLOAD
lights, PHASE FAULT light, H-O-A switches, elapsed run time meters, transducer 1-2
switch (duplex models), and main disconnect operator handle. Indicators shall be 30mm
and push to test with LED bulbs.
7. The unit shall include a primary power TVSS lightning arrestor, control circuit surge
suppressor with operational indicating light, and an instrument signal surge suppressor.
The level system shall be intrinsically safe using a dual barrier fused ISB. A plug in type
indicating voltage/phase monitor shall be provided to protect against phase or voltage
fault conditions. Phase monitor shall have an adjustable start delay after fault of 6-60
seconds.
8. Terminal strip shall be provided for connection of level sensor and flow meter which
shall be mounted for easy access. Terminals for form C relay dry contacts shall be
provided for pumps RUN, motor OVERLOAD, Phase FAULT, and HIGH LEVEL.
Additionally a terminal for 4-20mA level signal shall be provided. All terminals and
components shall be labeled and all wires shall be numbered. Schematic drawing shall
include wire and terminal numbers for each component.
9. A transformer shall be provided where required or specified with a minimum rating of
100VA. Transformer shall be fused and shall be operated from main breaker circuit. All
control circuits shall be equipped with a properly sized fuse in addition to the control
circuit breaker.
10. A common top mounted RED high level/Overload alarm light shall be provided with test
function. Alarm light shall be Lexan lens with LED bulb with flasher. Light shall be
rated NEMA 4X for outdoor service. An audio alarm horn shall also be provided with test
and silence button provided. Horn shall be rated 110dBa at 10 feet and shall be 4X rated.
11. Overload resets shall be provided where required or specified. Reset shall be a through
the door pushbutton with spring return.
G. Instrumentation:
1. A submersible pressure transducer of stainless steel construction compatible with control
panel and with a static accurate of no more than 1% of range shall be provided for each
pump. Range shall be 0-5 PSI and the unit shall provide a 4-20mA signal and be
equipped with an integral surge suppressor.
2. Transducers shall be equipped with shielded cable suitable for the application and of
continuous length with a heavy outer jacket. A strain relief/riser exit fitting shall be
provided. Cable shall be equal to pump power cable length.
3. Transducers shall be equipped with a desiccant type disposable drier tube for shipment
and a permanent bellow breather located in the control panel for operation.
4. Junction Boxes - properly sized separate junction boxes shall be provided for motor and
level cables. Enclosures shall be rated NEMA4X stainless steel with hinged lockable
cover and contain terminal strips and ground lugs as required, properly marked, for each
set of wires. Non-metallic compression type cable fittings shall be provided for the riser
exit and junction box entry points.
2.2 SUMP PUMPS
A. Sump pumps located in Pump Houses shall be 110-115 volts capable of pumping 20 gallons per
minute and activated with high level sensor.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
11313 – Page 5 of 5 Pumps
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify connections, size, and location are as indicated on Drawings.
3.2 INSTALLATION
A. Pumps - Pumps shall be properly installed by the contractor based upon the contract documents
and manufacturers instructions.
1. An accurate “RECORD DRAWING” sketch shall be recorded of the riser pipe
fabrication and dimensions at the time of installation of the pumps.
2. A record of the total lengths of materials “AS INSTALLATED” used in each riser pipe
shall be recorded and provided to at the manufacturer at the time of start-up along with a
copy of the original “AS BUILT” sketch.
B. Control panels shall be installed to meet local codes and all electrical routing between the control
panel and equipment shall allow for recovery and installation necessary for service and prevent
moisture or fumes from entering control panel from the riser pipes.
C. All piping outside the riser pipe, pipe supports, required pipe fittings, check valves, and isolation
valves shall be supplied and installed by the contractor.
D. All collection piping and the riser pipe should be free of shavings, debris, sand, silt, or mud at the
time of pump installation.
E. Contractor shall ensure there is sufficient liquid in the risers at the time of start-up and testing.
F. Install pumps in accordance with Drawings and manufacturer’s instructions.
G. Provide necessary piping, fittings, and valves as indicated on Drawings.
3.3 FIELD QUALITY CONTROL
A. Upon completion of installation, examine, adjust and test each pump for proper operation.
B. Test each pump with clean water through minimum of four complete cycles.
3.4 START-UP
A. After installation the manufacturer shall provide system start-up services including the following
services:
1. Inspect installation and adjust or set all necessary adjustments for proper service.
2. Test and record pump and control operating characteristics including flow rates,
amperage, and level readings and cycles at start and completion of testing.
3. Confirm that the installation is correct and advise contractor of any revisions necessary
for proper maintenance or operation.
4. A final start-up report shall be furnished which shall include the AS BUILT dimensions
of the pump and discharge hose assembly.

END OF SECTION
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
13030 - Page 1 of 5 Pump House Structure

SECTION 13030
PUMP HOUSE STRUCTURE
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Wood Products and Dimension Lumber.
2. Fasteners and Anchors.
3. Wall Sheathing.
4. Plastic Siding.
5. Asphalt Shingles.
6. Overhead Coiling Doors.
7. Hollow Metal Doors and Frames.
8. Door Hardware.
9. Crane
10. Floor Grating
B. Related Sections:
1. Section 02315 – Excavation
2. Section 02320 – Backfill
3. Section 2500 – HDPE Pipe
4. Section 03300 - Cast-in-Place Concrete
5. Section 02751 – Valves and Appurtenances
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 318 - Building Code Requirements for Structural Concrete.
3. ACI 347 - Guide to Formwork for Concrete.
B. ASTM International:
1. ASTM A307 – Standard Specification for Carbon Steel Bolts
2. ASTM A153 - Standard Specification for Zinc Coating (hot dip) on Iron and Steel Hardware.
3. ASTM A653 - Standard Specification for Sheet Steel, Zinc Coated (galvanized) by the Hot-Dip
Process.
4. ASTM D3679 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding.
5. ASTM D3462 - Standard Specification for Asphalt Shingles Made From Glass Felt and Surfaced
with Mineral Granules; 2010a.
6. ASTM D4586/D4586M - Standard Specification for Asphalt Roof Cement, Asbestos-Free; 2007
(Reapproved 2012).
7. ASTM D4869/D4869M - Standard Specification for Asphalt-Saturated Organic Felt
Underlayment Used in Steep Slope Roofing.
8. ASTM E108 - Standard Test Methods for Fire Tests of Roof Coverings; 2011
C. North Carolina State Building Code
D. Door and Hardware Institute
E. APA – The Engineered Wood Association
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
13030 - Page 2 of 5 Pump House Structure

F. American Forest and Paper Association

1.3 DESIGN REVIEW REQUIREMENTS
A. Prior to Construction, the Contractor shall verify that the work conforms to North Carolina State
Building Code. Any non-conforming items identified shall be reported to the Engineer for remedy.
1.4 SUBMITTALS
A. Submit schedule of proposed materials for approval at least 2 weeks prior to Construction.
1. Product Data: Provide data indicating material characteristics, performance criteria and
limitations.
2. Certify that products meet or exceed specified requirements
B. Manufacturer’s Installation Instructions: Indicate installation criteria and procedures
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with all applicable Federal, State and Local Standards.
B. Perform work in accordance with industry standards.
1.6 QUALIFICATIONS
A. General Contractor licensed in the State of North Carolina.
B. Construction experience with similar types of structures.
C. Structures Similar Design formwork under direct supervision of Professional Engineer experienced in
design of this Work and licensed in State of project.
1.7 COORDINATION
A. Coordinate this Section with other sections of work.
PART 2 PRODUCTS
2.1 REINFORCED CONCRETE
A. In accordance with Section 03300 - Cast In Place Concrete
2.2 WOOD PRODUCTS AND DIMENSION LUMBER
B. Lumber fabricated from old growth timber is not permitted. All lumber shall be continuous without
splices except as indicated on drawings. .
C. All lumber or timber bearing on or in contact with concrete masonry, or earth shall be pressure treated
with retention of 0.25 pounds per cubic foot of CCA in accordance with AWPA C2.
D. Grading Agency: Southern Pine Inspection Bureau, Inc; SPIB (GR).
E. Sizes: Nominal sizes as indicated on drawings, S4S Gag
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
13030 - Page 3 of 5 Pump House Structure

F. Moisture Content: S-dry or MC19
2.2 ENGINEERED WOOD PRODUCTS
A. Wall Sheathing: Oriented Strand Board (OSB) with nominal thickness of ½ inch.
2.3 FASTENERS AND ANCHORS
A. Bolts and anchor bolts shall comply with ASTM a-307 and be hot-dipped galvanized.
B. Metal plates, straps, connectors, and miscellaneous metal hardware shall be hot-dipped galvanized.
C. Nails and screws exposed directly to weather or subject to corrosion shall be stainless steel or hot-
dipped galvanized.

2.4 PLASTIC SIDING
A. Comply with ASTM D3679.
B. Provide horizontal siding in accordance with the following:
1. Clapboard profile, double 5-inch wide; 10-inch exposure
2. Thickness: 0.048 inches
3. Length: 12-feet nominal
4. Nailing Hem: Single layer with 1-1/8 inch nails
5. Finish: Smooth, white in color
2.5 ASPHALT SHINGLES
A. Asphalt Shingles: Asphalt-coated glass felt, mineral granule surfaced, complying with ASTM D3462;
Class A fire resistance.
1. Wind Resistance: Class F, when tested in accordance with ASTM D3161.
2. Warranted wind Speed: 110 mph
3. Algae resistant
4. Self-sealing type
5. Style: Square
6. Color: As selected by Owner.
B. Underlayment: Self adhering rubber-modified asphalt sheet complying with ASTM D1970, 22 mil
total thickness; with strippable release film and woven polypropylene sheet top surface.
C. Eave Protection Membrane: Self-adhering polymer-modified asphalt sheet complying with ASTM
D1970; 40 mil total thickness; with strippable treated release paper and polyethylene sheet top
surface
D. Accessories
1. Nails: Standard round wire shingle type, galvanized, 3/8” head diameter, 0.1019 inch shank
diameter, of sufficient length to penetrate through roof sheathing or ¾” into sheathing or decking.
2. Staples: Standard wire shingle type, of hot dipped zinc coated steel, 16 wire gage, 0.0508 inch
diameter, 15/16 inch crown width, of sufficient length to penetrate through roof sheathing or 3/4
inch into roof sheathing or decking.
3. Plastic Cement: ASTM D4586/D4568M, asphalt roof cement.
4. Flashing: Galvanized sheet metal, 0.018” minimum thickness.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
13030 - Page 4 of 5 Pump House Structure

E. Manufacturers: Timberline Cool Series, Owens Corning Group, Approved Equal.
2.6 OVERHEAD COILING DOORS
A. Exterior Coiling Doors: Steel slat curtain.
1. Capable of withstanding positive and negative wind loads of 20 psf, without undue deflection or
damage to components.
2. Sandwich slat construction, uninsulated.
3. Nominal Slat Size: 2 inches wide x required length.
4. Finish: Factory painted, color as selected by Owner from standard selection.
5. Guides: Formed track; stainless steel.
6. Hood Enclosure: Manufacturer's standard; primed steel.
7. Manual hand chain lift operation.
8. Mounting: As recommended by manufacturer.
9. Locking Devices: Slide bolt on inside.
10. Slat Ends: Each slat fitted with end locks to act as wearing surface in guides and to prevent lateral
movement.
B. Manufacturers: Overhead Door Co. or approved equal.

2.7 HOLLOW METAL DOORS AND FRAMES
A. Exterior Doors:
1. Grade: ANSI/SDI A250.8 (SDI-100); Level 3 – Extra Heavy Duty, Full Flush.
2. Core: Polystyrene core
3. Galvanizing: Components hot-dipped zinc-iron alloy-coated (galvannealed) in accordance with
ASTM A653/A653M, with manufacturer's standard coating thickness.
4. Hardware: Equip with panic exit hardware.
5. Frame: 12 gauge steel.
6. Manufacturer: DKS Steel Door & Frame Systems, Inc
7. Width and height as determined by Owner.
B. Manufacturers: DKS Steel Door & Frame Systems, Inc Width and height as determined by Owner.
2.8 CRANE
A. Supply crane and electric winch for removal of leachate pumps.
1. Provide 110-115 volt winch system.
2. Reel capacity of 215 feet using 3/16” or 1/4” stainless steel wire cable.
3. Provide and install socket mount hardware at locations shown on the Drawings per manufacturers
instructions.
B. Manufacturer: Thern Model SC2000-15.
2.9 FLOOR GRATING
A. 1-1/4” x 3/16” serrated bearing bars, spaced 1-3/16” on center, hot dip galvanized. Manufactured by
McNichols Co. or approved equal.
1. Install on steel beams as shown on the drawings using steel clips or as recommended by
manufacturer.
2. Grating must be removable for access to Pump House valves.
Technical Specifications S&ME Project No. 7235-16-004, Phase 7
Duke Marshall Steam Station Industrial Landfill No. 1, Cell 3 and Cell 4 Issued for Bid 2017
Electrical/Mechanical Components
13030 - Page 5 of 5 Pump House Structure

PART 3 EXECUTION
3.1 EXAMINATION
A. Verify lines, levels, and grade before proceeding with work. Verify dimensions agree with Drawings.
3.2 PREPARATION
A. Where wood framing bears on cementitious foundations, install full width sill flashing continuous over
top of foundation, lap ends of flashing minimum of 4 inches and seal.
B. Install sill gasket under sill plate of framed walls bearing on foundations; puncture gasket cleanly to fit
tightly around protruding anchor bolts.
3.3 INSTALLATION
A. Concrete placement in accordance with Section 03300, Cast in Place Concrete.
B. Provide framing and blocking members as indicated or as required to support finishes, fixtures,
specialty items, and trim. In walls, provide blocking attached to studs as backing and support for wall-
mounted items, such as electrical panels, unless item can be securely fastened to two or more studs or
other method of support is explicitly indicated.
C. Where ceiling-mounting is indicated, provide blocking and supplementary supports above ceiling,
unless other method of support is explicitly indicated.
D. Roofing Components:
1. Install eave protection membrane in accordance with manufacturer's instructions.
2. Underlayment: For Roof Slopes Up to 4:12: Install two layers of underlayment over area not
protected by eave protection, with ends and edges weather lapped minimum 6 inches. Stagger end
laps of each consecutive layer. Nail in place.
3. Install flashings in accordance with NRCA requirements.
4. Install shingles in accordance with manufacturer's instructions.
5. Fasten individual shingles using 2 nails per shingle, or as required by code, whichever is greater.
6. Fasten strip shingles using 4 nails per strip, or as required by code, whichever is greater.
7. Place shingles in straight coursing pattern with 5 inch weather exposure to produce double
thickness over full roof area. Provide double course of shingles at eaves.
8. Project first course of shingles 3/4 inch beyond fascia boards.
E. Install Vinyl siding in accordance with Manufacturer’s directions.
F. Install Doors in accordance with Manufacturer’s directions.

END OF SECTION

0 2000 4000 6000
(IN FEET)GRAPHIC SCALE
CELL 3 & CELL 4 CONSTRUCTION PLAN
MARSHALL STEAM STATION INDUSTRIAL LANDFILL NO. 1
ELECTRICAL / MECHANICAL COMPONENTS
ISSUED FOR BID (IFB)
CCP ISSUE NUMBER: MAR-131
DUKE ENERGY - MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
JUNE 15, 2017
USGS QUADRANGLE MAPSITE VICINITY MAP
9
SITE LOCATION
N
N
0 4 8 12
(IN MILES)GRAPHIC SCALE
DUKE ENERGY
DRAWING NUMBER SHEET NO.TITLE
MAR_M907.004.001 M 01 COVER SHEET
MAR_M907.004.002 M 02 TEMPORARY FORCE MAIN
MAR_M907.004.003 M 03 PERMANENT FORCE MAIN
MAR_M907.004.004 M 04 FORCE MAIN PROFILE
MAR_M907.004.005 M 05 PUMP HOUSE TO MANHOLE
MAR_M907.004.006 M 06 CELL 3 PUMP HOUSE
MAR_M907.004.007 M 07 CELL 4 PUMP HOUSE
MAR_M907.004.008 M 08 DETAILS (1 OF 5)
MAR_M907.004.009 M 09 DETAILS (2 OF 5)
MAR_M907.004.010 M 10 DETAILS (3 OF 5)
MAR_M907.004.011 M 11 DETAILS (4 OF 5)
MAR_M907.004.012 M 12 DETAILS (5 OF 5)
MAR_E907.004.001 E 01 GENERATOR PAD ELECTRICAL RISER DIAGRAM
MAR_E907.004.002 E 02 ELECTRICAL GENERATOR LAYOUT
MAR_E907.004.003 E 03 CELL 3 & 4 - ELECTRICAL PUMP STATION PANEL LAYOUT
MAR_E907.004.004 E 04 CELL 3 & 4 - ELECTRICAL PANEL SCHEDULES
MAR_E907.004.005 E 05 CELL 3 & 4 - ELECTRICAL POWER SITE PLAN
MAR_E907.004.006 E 06 CELL 3 - ELECTRICAL UNDERGROUND DUCTBANK
MAR_E907.004.007 E 07 CELL 4 - ELECTRICAL UNDERGROUND DUCTBANK
MAR_E907.004.008 E 08 CELL 3 & 4 - INSTRUMENT WIRING DIAGRAM
MAR_E907.004.009 E 09 CELL 3 & 4 - INSTRUMENT WIRING DIAGRAM
MAR_E907.004.010 E 10 CELL 3 & 4 - POWER & LIGHTING PLAN
MAR_E907.004.011 E 11 ELECTRICAL DETAILS
MAR_E907.004.012 E 12 ELECTRICAL DETAILS
REF:NCDOT STATE TRAVEL MAP 2015-2016 REF:USGS US TOPO 7.5-MINUTE MAP FOR LAKE NORMAN NORTH, NC
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
COVER SHEET
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
1 COVER SHEET.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 01MAR_M907.004.001
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
SITE LOCATION
(CATAWBA COUNTY)
840
850
860
870
86
0
87
0
88
0
85
4
85
6
85
8
862
86
4
86
6
868
872
874
876
878
86
0
87
0
88
0
862
86
4
86
6
868
87
2
87
4
87
6
878
870
880
890
900
8
4
0
8
5
0
8
5
0
8
5
0
8
6
0
8
6
0
8
3
0
8
4
0
8
5
0
86
0
8
7
0
850
860
870
880
890
CELL 3 PUMP HOUSE
12
28.
3
0
+
0
0
0
+
1
0
0
+
2
0
0
+
3
0
0
+
4 00
+
5 00
+
6 00
+
7 00
+
8 00
+
9 00
+
10 00
+
11
00
+
12
00
+
JUNCTION MANHOLE [JM-2]5
08
JUNCTION MANHOLE [JM-1]4
08
JUNCTION MANHOLE [JM-3]6
09
PI: 3+44.72
PI: 7+09.55
PI: 7+19.55
PI: 7+29.55
PI: 8+
8
5
.
3
3
PI: 3+23.65
PI: 3+34.72
PC: 6+46.80
PC: 9+42.54
PC: 10+
5
7
.
0
3
PC: 3+70.24
PT: 6+63.66
PT: 9+51.63
PT: 10+96.59
PT: 4+20.21
Mid: 6+
5
5
.
2
3
Mid: 9+47.08
Mid: 10+76.81
Mid: 3+
9
5
.
2
3
FLARED END SECTION 8
09
4" DIA, HDPE SDR-11
FORCE MAIN
FORCE MAIN (BY OTHERS)
FUTURE FORCE MAIN
(BY OTHERS) TO
FUTURE RETENTION
BASIN
FORCE MAIN
8" DIA. HDPE SDR 11
4" DIA. HDPE SDR 11
FORCE MAIN
CELL 4 PUMP HOUSE3
07
FORCE MAIN
8" DIA. HDPE SDR 11
HDPE FLANGE CONNECTION
WITH SS BACKUP RING AND
BOLTS (STA. 10+57.03)
CELL 4
(PROTECTIVE COVER GRADES)
CELL 3
(PROTECTIVE COVER GRADES)
EXISTING PRINCIPAL
SPILLWAY SYSTEM
PROPOSED FUTURE TIE-IN LOCATOIN
HDPE FLANGE CONNECTION WITH
SS BACKUP RING AND BOLTS
2
06
LDS LDS LDS
LDS LDS
LDS LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS
LCS
LCS LCS
LCS LCS
LCS LCS LCS LCS LCS LCS
LCS
LCS
LC
S
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS
LCS
LCS
LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS
LDS
LDS
LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS
ISLA
N
D

P
O
I
N
T

R
O
A
D
INSTALL FORCE MAIN MARKER ON EACH SIDE
OF HDPE FLANGE
LCS
LCS
LDS
LDS
LCS
LCS
L
D
S
L
D
S
L
D
S
L
D
S
L
D
S
L
D
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
PROPOSED FUTURE TIE-IN LOCATION
HDPE FLANGE CONNECTION WITH SS
BACKUP RING AND BOLTS
N: 687441.07
E: 1412510.47
N: 687472.55
E: 1412572.99
N: 687012.42
E: 1412388.47
N: 686951.90
E: 1412423.65
36" ADS N12 ST 1B CULVERT
36" ADS N12 ST 1B CULVERT
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
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
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
X
X
X
X
X
X
X X X X X X X X X
GENERATOR PAD 21
12
CHAIN LINK FENCE 19
11
X
X
X
X
8"-DIA. HDPE SDR 11
LEACHATE FORCE MAIN
3' (MIN.)
FORCE MAIN BACKFILL
(STRUCTURAL FILL)
PROPOSED GRADE
METALLIC LEACHATE TRACE
WIRE 12" DEEP TYP.
24"
MIN.
6"
LEGEND
EXISTING GRADE CONTOUR (2 FT)
EXISTING GRADE CONTOUR (10 FT)
PROTECTIVE COVER GRADE CONTOUR (2 FT)
PROTECTIVE COVER GRADE CONTOUR (10 FT.)
PROPOSED FORCE MAIN
PROPOSED FORCE MAIN (BY OTHERS)
PROPOSED LCS & LDS PIPING
PROPOSED FORCE MAIN FLOW DIRECTION
PROPOSED CULVERT
EXISTING FENCE
PROPOSED FENCE
SILT FENCE
SILT FENCE OUTLET
EXISTING POWER POLE
LDS
N
0 50 100 150
(IN FEET)GRAPHIC SCALE
LEACHATE FORCE MAIN TRENCH
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
TEMPORARY FORCE MAIN
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
TEMPORARY FORCE MAIN.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 02MAR_M907.004.002
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
EXISTING RIPRAP APRON
EXISTING SILT FENCE
EXISTING SILT
FENCE OUTLET (TYP.)
EXISTING CHECK DAM
SILT FENCE OUTLET TO BE RELOCATED
PROPOSED SILT FENCE
PROPOSED SILT FENCE
AND SILT FENCE OUTLET
■
■
X
X
X
X
X
X
X
X
LCS
LCS
LDS
LDS
LCS
LCS
L
D
S
L
D
S
L
D
S
L
D
S
L
D
S
L
D
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
L
C
S
5
08
6
09
3
07
2
06
4
08
LDS LDS LDS
LDS LDS
LDS LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS
LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS
LCS
LCS LCS
LCS LCS
LCS LCS LCS LCS LCS LCS
LCS
LCS
LC
S
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS
LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS
LCS
LCS
LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS LCS
LDS
LDS
LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS LDS
840
850
860
870
860
87
0
88
0
854
85
6
85
8
86
2
86
4
86
6
86
8
87
2
87
4
87
6
87
8
86
0
87
0
88
0
86
2
864
866
868
872
874
876
878
870
880
890
900
8
4
0
8
5
0
8
5
0
8
5
0
8
6
0
8
6
0
8
3
0
8
4
0
8
5
0
86
0
8
7
0
850
860
870
880
890
CELL 3 PUMP HOUSE
JUNCTION MANHOLE [JM-2]
(OPEN VALVE TO WASTEWATER
IMPOUNDMENT)
JUNCTION MANHOLE [JM-3]
(FLIP CHECK VALVE DIRECTION AS
OUTLINED ON DETAIL)
PI: 3+44.72
PI: 7+09.55
PI: 7+19.55
PI: 7+29.55
PI: 8+
8
5
.
3
3
PI: 3+23.65
PI: 3+34.72
PC: 6+46.80
PC: 9+42.54
PC: 10+
5
7
.
0
3
PC: 3+70.24
PT: 6+63.66
PT: 9+51.63
PT: 10+96.59
PT: 4+20.21
Mid: 6+
5
5
.
2
3
Mid: 9+47.08
Mid: 10+76.81
Mid: 3+
9
5
.
2
3
4" DIA, HDPE SDR 11
FORCE MAIN
FORCE MAIN (BY OTHERS)
FORCE MAIN (BY OTHERS)
TO FUTURE RETENTION
BASIN
FORCE MAIN
8" DIA. HDPE SDR 11
4" DIA. HDPE SDR 11
FORCE MAIN
CELL 4 PUMP HOUSE
FORCE MAIN
8" DIA. HDPE SDR 11
DISCONNECT FLANGE CONNECTION AND PLACE
BLIND FLANGE FOR FUTURE CELL CONNECTION
FUTURE PHASE FORCE MAINREMOVE PIPING AND STORE FOR FUTURE USE
(STA 10+67.68 TO 12+38.94)
FORCE MAIN TO REMAIN IDLE UNTIL FUTURE
PHASE TIE IN (STA. 7+30.24 TO 10+67.68)
EXISTING PRINCIPAL
SPILLWAY SYSTEM
12
28.
3
0
+
0
0
0
+
1
0
0
+
2
0
0
+
3
0
0
+
4 00
+
5 00
+
6 00
+
7 00
+
8 00
+
9 00
+
10 00
+
11
00
+
12
00
+
JUNCTION MANHOLE [JM-1]
FORCE MAIN MARKER INSTALL ON EACH SIDE
OF HDPE FLANGE
ISLA
N
D

P
O
I
N
T

R
O
A
D
CELL 4
(PROTECTIVE COVER GRADES)
CELL 3
(PROTECTIVE COVER GRADES)
36" ADS N12 ST 1B
CULVERT
N: 687441.07
E: 1412510.47
N: 687472.55
E: 1412572.99
N: 687012.42
E: 1412388.47
N: 686951.90
E: 1412423.65
36" ADS N12 ST 1B CULVERT
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
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
X
X
X
X
X
X
X X X X X X X X
GENERATOR PAD 21
12
EXISTING FENCE
CHAIN LINK FENCE 19
11
PROPOSED FUTURE TIE-IN LOCATOIN
HDPE FLANGE CONNECTION WITH
SS BACKUP RING AND BOLTS
PROPOSED FUTURE TIE-IN LOCATION
HDPE FLANGE CONNECTION WITH SS
BACKUP RING AND BOLTS
X
X
X
X
8"-DIA. HDPE SDR 11
LEACHATE FORCE MAIN
3' (MIN.)
FORCE MAIN BACKFILL
(STRUCTURAL FILL)
PROPOSED GRADE
METALLIC LEACHATE TRACE
WIRE 12" DEEP TYP.
24"
MIN.
6"
N
0 50 100 150
(IN FEET)GRAPHIC SCALE
LEACHATE FORCE MAIN TRENCH
SCALE: N.T.S
1
02
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
PERMANENT FORCE MAIN
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
3 PERM. FORCE MAIN.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 03MAR_M907.004.003
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
LEGEND
EXISTING GRADE CONTOUR (2 FT)
EXISTING GRADE CONTOUR (10 FT)
PROTECTIVE COVER GRADE CONTOUR (2 FT)
PROTECTIVE COVER GRADE CONTOUR (10 FT.)
PROPOSED FORCE MAIN
PROPOSED FORCE MAIN (BY OTHERS)
PROPOSED LCS & LDS PIPING
PROPOSED FORCE MAIN FLOW DIRECTION
PROPOSED CULVERT
EXISTING FENCE
PROPOSED FENCE
SILT FENCE
SILT FENCE OUTLET
EXISTING POWER POLE
LDS
■
■
X
X
X
X
X
X
X
X
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
830.00
840.00
850.00
860.00
870.00
880.00
890.00
900.00
910.00
830.00
840.00
850.00
860.00
870.00
880.00
890.00
900.00
910.00
0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+20
0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+20
APPROXIMATE EXISTING
GROUND SURFACE
PROPOSED GRADE
PROPOSED FORCE MAIN
(8" DIA. HDPE SDR 11)
JUNCTION MANHOLE [JM-1]4
08
JUNCTION MANHOLE [JM-2]5
083' MIN. COVER
FUTURE FORCE MAIN (BY OTHERS)
CONNECTION - BLIND FLANGE
WITH SS BACKUP RING AND BOLTS
5.10%
1.26%
6.83%
7.31%
9.59%
PROPOSED GRADE
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
Station
820.00
830.00
840.00
850.00
860.00
870.00
880.00
890.00
820.00
830.00
840.00
850.00
860.00
870.00
880.00
890.00
6+20 7+00 8+00 9+00 10+00 11+00 12+00 12+40
6+20 7+00 8+00 9+00 10+00 11+00 12+00 12+40
PROPOSED GRADE
APPROXIMATE EXISTING
GROUND SURFACE
PROPOSED FORCE MAIN
(8" DIA. HDPE SDR 11)
3' MIN COVER
JUNCTION MANHOLE [JM-3]6
09
TE
M
P
O
R
A
R
Y

D
I
S
C
H
A
R
G
E

T
O

E
X
I
S
T
I
N
G

A
S
H

B
A
S
I
N
HDPE FLANGE CONNECTION WITH SS BACK
UP RING AND BOLTS (STA.10+57.03)
0.63%
1.99%
1.97%
16.21
%
6.96%
END TEMPORARY
FORCE MAIN
0 20 40 60
(IN FEET)GRAPHIC SCALE
0 2 4 6
(IN FEET)GRAPHIC SCALE
HORIZONTAL SCALE VERTICAL SCALE
FORCE MAIN PROFILE (STA. 0+00 TO 12+38.94)
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
FORCE MAIN PROFILE
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
FORCE MAIN PROFILE.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 04MAR_M907.004.004
COA SEAL
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
844
846
848
850
852
854
856
858
860
862
864
866
868
870
872
874
876
878
880
844
846
848
850
852
854
856
858
860
862
864
866
868
870
872
874
876
878
880
0+00 0+20 0+40 0+60 0+70
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70
4" DIA. HDPE SDR 11 PIPE
PROPOSED FINAL GRADE
CELL 4 PUMP HOUSE
NCDOT CLASS II OR III
TYPE I BEDDING & BACKFILL
12" ABC STONE WEARING SURFACE
36" DIA.HDPE CULVERT
ADS N-12 ST 1B
24"
10' MINIMUM BEND RADIUS (TYP.)
JUNCTION MANHOLE (JM-3)6
09
APPROXIMATE EXISTING
GROUND SURFACE
CONCRETE WALL
PROJECTED GALVANIZED
STEEL GRATING
3
07
CELL 4
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
EL
E
V
A
T
I
O
N

(
I
N

F
E
E
T
)
880
882
884
886
888
890
892
894
896
898
900
902
904
906
908
910
880
882
884
886
888
890
892
894
896
898
900
902
904
906
908
910
0+00 0+20 0+40 0+60 0+70
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70
JUNCTION MANHOLE (JM-1)
4" DIA. HDPE SDR 11 PIPE
PROPOSED FINAL GRADE
CELL 3 PUMP HOUSE
NCDOT CLASS II OR III
TYPE I BEDDING & BACKFILL
12" ABC STONE WEARING SURFACE
36" DIA. HDPE CULVERT
ADS N-12 ST 1B
24"
10' MINIMUM BEND RADIUS (TYP.)
4
08
APPROXIMATE EXISTING
GROUND SURFACE
PROJECTED GALVANIZED
STEEL GRATING
CONCRETE WALL
2
06
CELL 3
CELL 4 PUMP HOUSE FORCE MAIN
CELL 3 PUMP HOUSE FORCE MAIN
0 4 8 12
(IN FEET)GRAPHIC SCALE
0 4 8 12
(IN FEET)GRAPHIC SCALE
HORIZONTAL SCALE
VERTICAL SCALE
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
PUMP HOUSE TO MANHOLE
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
TYPICAL PUMP HOUSE.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
WRH
CLD
SJL
SJL
M 05MAR_M907.004.005
COA SEAL
VINYL SIDING (WHITE)
OVER TYVEK WRAP AND 1/2" OSB
SHEATHING
108"'
24.0"
42.0"
16.0"
TYP.
40.0"18.0"
25.5"
42"
48"±
(TYP)
82.0"
115"
144.0"32.0"
24" RISER
PIPE (TYP.)
12 5
W 6x12 BEAM
SUMP 18" DIA. X 6"
CONCRETE WALL & FOOTING
(4000 PSI)
2"X4"
2"X4"
2"X6"
2"X6"
2"X4"
WOOD
FRAME
2"X6"
RAFTER
34" PLYWOOD SHEATHING W/ 30- YR
ARCHITECTURAL SHINGLES (GREY) AND
ROOFING FELT
4"X4"X1/4" ANGLE IRON WITH
CONCRETE BOLT ANCHORS EACH SIDE
(MAX. SPACING 24")
STEEL GRATING
18" x 18" CONCRETE
PEDESTAL
PROPOSED GRADE
PROJECTED
DOOR HEADER
12" DIA. GALVANIZED STEEL AIR TURBINE
VENTILATOR
12" DIA. ADJUSTABLE BASE WITH ROOF
FLASHING
1'-6"THICKENED SLAB BENEATH
SUMP, 6" TYP.
39.0"BEAM SUPPORT18
11
3' HIGH, 3" DIA.
HDPE VENT PIPE
12"
12"
16' x 10' GALVANIZED STEEL
RETRACTABLE DOOR
W/CHAINHOIST
(COIL-AWAY BY OVERHEAD
DOOR OR EQUIVALENT)
32'
3/4" PLYWOOD SHEATHING W/ 30- YR
ARCHITECTURAL SHINGLES AND ROOFING FELT
2"X6" RAFTER
2"X4"
2"X6"2"X6"
2"X4"
36" MAN DOOR
W/KEYLOCK
(INTERIOR PANIC
BAR OPENING)48"
(3) 2"X12" WOOD HEADER
24"
4'16'7'3'2'
VINYL SIDING
OVER TYVEK
WRAP AND 1/2"
OSB SHEATHING
HIGH LEVEL
AUDIO/VISUAL ALARM
FOR LCS, LDS, & PUMP
HOUSE SUMP
ADJUSTABLE
SUPPORT (TYP.)
24" O.D. HDPE
SDR 17 LDS RISER PIPE
TOP OF WALL
2" DIA.
90 DEGREE
ELBOW
3" DIA. 90 DEGREE ELBOW
2" DIA.
CHECK
VALVE
2" DIA.
90 DEGREE
ELBOW
2" DIA.
BALL VALVE
REDUCER (3" X 2")
18"
48"120"
12"
12"
144"
48"
27"27"
32'
28"
28"
28"
3" DIA. TEE
20"
24" O.D. HDPE
SDR 17 LCS RISER
PIPE (TYP.)
1.5" DIA. QUICK DISCONNECT
6"
18" DIA. SUMP
12"
42"
24" O.D. HDPE
SDR 17 LCS RISER PIPE (TYP.)
SERRATED & GALVANIZED STEEL GRATING
1'-1/4" X 3/16" BEARING BARS @ 1-3/16"
ON CENTER
2" DIA. 90 DEGREE ELBOW
18"
3" DIA. TEE WITH
2" REDUCED TEE BEAM SUPPORT (TYP.)
2" X 6" STUDS
@ 24" O/C (TYP.)
2" X 6" RAFTER
@ 24" O/C (TYP.)
PLYWOOD SHEATHING W/ 30-YEAR ARCHITECTURAL
SHINGLES (GREY) AND ROOFING FELT
2"X6"
2"X4"
CONCRETE
FLOOR STANDARD
COUPLING
HDPE SDR 11
4" DIA. PIPE
PROJECTED CONCRETE
PEDESTAL (TYP.)
TO JM
24"
LINK SEAL
(TYP.)
TRASH PUMP WITH
1.5" DIA. HOSING
3/8" X 9" ANCHOR
BOLTS - 6' MAX
SPACING (TYP.)
SLOPE TO DRAIN
REBAR #8 @ 12" EF
REBAR #5 @ 12" EF
REBAR #8 @ 12" EW, T&B
THICKENED SLAB BENEATH SUMP, 6" TYP.
4"X4"X1/4" ANGLE WITH
3/8"∅ HIHI (KWIK BOLT III) @2' O.C.
(2 38" MIN. EMBEDMENT)
W 6x12 BEAM
(TYP.)
DETAIL Z
ALL 4 CORNERS
16
11
#8 @ 12"
REBAR #8 @ 12" EW, T&B
REBAR #8 TOP ONLYREBAR #8 TOP ONLY
9.0'
12"12"
CONCRETE
FLOOR
(4000 PSI)
CONCRETE
WALL (4000 PSI)
2" DIA. CHECK
VALVE
PRESSURE GAUGE
2" DIA. BALL
VALVE
2" DIA. FLOW
METER
2" DIA. 90
DEGREE
ELBOW
3" DIA. PIPE
14" LABCOCK
SAMPLE PORT
(WITH LOCK)
2" DIA. 90 DEGREE
ELBOW
3" DIA. 90 DEGREE
ELBOW
2" DIA.
90
DEGREE
ELBOW
2" DIA.
CHECK VALVE
2" DIA. BALL VALVE
REDUCER (3" X 2")2" DIA. PIPE
3" DIA. FLOW
METER
PRESSURE GAUGE
PRESSURE
GAUGE
3" DIA. CHECK VALVE
3" DIA. BALL VALVE
SUPPORT
(TYP.)
14" LABCOCK
SAMPLE PORT
(WITH LOCK)
70"
18"
1.5" DIA. QUICK
DISCONNECT 18" DIA.
SUMP,
6" DEEP
24"
2" DIA.
FLOW
METER
3" DIA. TEE
3" DIA. TEE WITH
2" REDUCED TEE
19.5'
REDUCER
(4" X 3")18"
LDS
RISER
LCS
RISERLCS
RISER
4" DIA. PIPE
TRASH PUMP WITH
1.5" DIA. HOSING
24"
TO JM
STANDARD
COUPLING
HDPE SDR 11
4" DIA. PIPE
LINK SEAL (TYP.)
CONCRETE
WALL (4000 PSI)
W6x12 BEAM
FLOOR SUPPORT (TYP.)
NOTES:
1.PIPE SYSTEM IS SDR 11 HDPE
2.ONE THERN PRODUCTS MODEL SC2000-15 CRANE (1,000 MAX LBS) OR EQUIVALENT SHALL BE SUPPLIED WITH
EACH STATION
3.VALVES AND FITTING SHALL BE MINIMUM CLASS 150
4.ADDITIONAL CONCRETE WALL REINFORCEMENT SHOWN ON SHEET 10
5.SUMP PUMP OPERATION (ON/OFF) SET AT 6" WATER DEPTH. HIGH LEVEL SHALL TRIGGER AUDIO/VISUAL ALARM
SLOPE TO DRAIN
SLOPE TO
DRAIN
SL
O
P
E

T
O

D
R
A
I
N
18"x18" CONCRETE PEDESTAL (TYP.)
WITH THERN SS HOIST SOCKET
SC2000-15 FLUSH BASE 5BF20
PH-3.2PH-3.1
PH-3.3PH-3.4
BEAM SUPPORT
(TYP.)
CORNER DETAIL
ALL 4 CORNERS
17
11
BEAM POCKET (TYP.)20
11
48"
(TYP)
18
11
2
06
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
CELL 3 PUMP HOUSE
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
PUMP HOUSE.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
JRH
CLD
SJL
SJL
SJL
M 06MAR_M907.004.006
CELL 3 PUMP HOUSE
SCALE: AS SHOWN
SIDE ELEVATION
SCALE: 1"=3'
FRONT ELEVATION
SCALE: 1"=3'
PLAN VIEW
SCALE: 1"=2'
REAR ELEVATION
SCALE: 1"=2'
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
EL. 894.9 ±
EL. 890.9 ±
VINYL SIDING (WHITE)
OVER TYVEK WRAP AND 1/2" OSB
SHEATHING
108"'
24.0"
42.0"
16.0"
TYP.
40.0"18.0"
25.5"
42"
48"±
(TYP)
82.0"
115"
144.0"32.0"
24" RISER
PIPE (TYP.)
12 5
W 6x12 BEAM
SUMP 18" DIA. X 6"
CONCRETE WALL & FOOTING
(4000 PSI)
2"X4"
2"X4"
2"X6"
2"X6"
2"X4"
WOOD
FRAME
2"X6"
RAFTER
34" PLYWOOD SHEATHING W/ 30- YR
ARCHITECTURAL SHINGLES (GREY) AND
ROOFING FELT
4"X4"X1/4" ANGLE IRON WITH
CONCRETE BOLT ANCHORS EACH SIDE
(MAX. SPACING 24")
STEEL GRATING
18" x 18" CONCRETE
PEDESTAL
PROPOSED GRADE
PROJECTED
DOOR HEADER
12" DIA. GALVANIZED STEEL AIR TURBINE
VENTILATOR
12" DIA. ADJUSTABLE BASE WITH ROOF
FLASHING
1'-6"
THICKENED SLAB BENEATH
SUMP, 6" TYP.
39.0"BEAM SUPPORT18
11
3' HIGH, 3" DIA.
HDPE VENT PIPE
12"
12"
16' x 10' GALVANIZED STEEL
RETRACTABLE DOOR
W/CHAINHOIST
(COIL-AWAY BY OVERHEAD
DOOR OR EQUIVALENT)
32'
3/4" PLYWOOD SHEATHING W/ 30- YR
ARCHITECTURAL SHINGLES AND ROOFING FELT
2"X6" RAFTER
2"X4"
2"X6"2"X6"
2"X4"
VINYL D SIDING
OVER TYVEK
WRAP AND 1/2"
OSB SHEATHING
36" MAN
DOOR
W/KEYLOCK
(INTERIOR
PANIC BAR
OPENING)
48"
(3) 2"X12" WOOD HEADER
2'3'7'16'4'
24"
HIGH LEVEL
AUDIO/VISUAL ALARM
FOR LCS, LDS, & PUMP
HOUSE SUMP
10" I.D. HDPE
SDR 17 LDS HEADER PIPE
ADJUSTABLE
SUPPORT (TYP.)
24" O.D. HDPE
SDR 17 LDS RISER PIPE
TOP OF WALL
2" DIA.
90 DEGREE
ELBOW
3" DIA. 90 DEGREE ELBOW
2" DIA.
CHECK
VALVE
2" DIA.
90 DEGREE ELBOW
2" DIA. BALL
VALVE
REDUCER (3" X 2")
18"
10" I.D. HDPE
SDR 17 LCS HEADER PIPE
48"48"48"
48"
12"
12"
120"
48"
26"27"27"33"
32'
28"
28"
28"
3" DIA. TEE
20"
24" O.D. HDPE
SDR 17 LCS RISER
PIPE (TYP.)
6"18" DIA. SUMP
12"
42"
2" DIA. 90 DEGREE ELBOW
18"
3" DIA. TEE WITH
2" REDUCED TEE
W 6x12 BEAM (TYP.)
2" X 6" STUDS
@ 24" O/C (TYP.)
2" X 6" RAFTER
@ 24" O/C (TYP.)
PLYWOOD SHEATHING W/ 30-YEAR ARCHITECTURAL
SHINGLES (GREY) AND ROOFING FELT
2"X6"
2"X4"
CONCRETE
FLOORSTANDARD
COUPLING
HDPE SDR 11
4" DIA. PIPE
TO JM
24"
LINK SEAL
(TYP.)
TRASH PUMP WITH
1.5" DIA. HOSING
SERRATED & GALVANIZED STEEL GRATING 1'-1/4" X 3/16"
BEARING BARS @ 1-3/16" ON CENTER
SLOPE TO DRAIN
THICKENED SLAB BENEATH SUMP, 6" TYP.
REBAR #8 @ 12" EF
REBAR #5 @ 12" EF
1.5" DIA. QUICK DISCONNECT
24" O.D. HDPE
SDR 17 LCS RISER PIPE (TYP.)
PROJECTED CONCRETE
PEDESTAL (TYP.)
REBAR #8 @ 12" EW, T&B
4"X4"X1/4" ANGLE WITH
3/8"∅ HIHI (KWIK BOLT III)
@2' O.C. (2 38" MIN.
EMBEDMENT)
BEAM SUPPORT (TYP.)
DETAIL Z
ALL 4 CORNERS
16
11 #8 @ 12"
REBAR #8 @ 12" EW, T&B
REBAR #8 TOP ONLY
REBAR #8 TOP ONLY
3/8" X 9" ANCHOR
BOLTS - 6' MAX
SPACING (TYP.)
9.0'
12"12"
12"
CONCRETE
FLOOR
(4000 PSI)
2" DIA. CHECK VALVE
PRESSURE GAUGE
2" DIA. BALL VALVE
2" DIA. FLOW METER
2" DIA. 90
DEGREE
ELBOW
3" DIA. PIPE
14" LABCOCK
SAMPLE PORT
(WITH LOCK)2" DIA. 90 DEGREE
ELBOW
3" DIA. 90 DEGREE
ELBOW 2" DIA.
90
DEGREE
ELBOW
2" DIA.
CHECK VALVE
2" DIA. BALL VALVE
REDUCER (3" X 2")2" DIA. PIPE
3" DIA. FLOW
METER
PRESSURE GAUGE
PRESSURE
GAUGE
3" DIA. CHECK VALVE
3" DIA. BALL VALVE
SUPPORT
(TYP.)
14" LABCOCK
SAMPLE PORT
(WITH LOCK)
70"
18"
1.5" DIA. QUICK
DISCONNECT
18" DIA.
SUMP,
6" DEEP
24"
2" DIA.
FLOW
METER
3" DIA. TEE
3" DIA. TEE WITH
2" REDUCED TEE
19.5'
REDUCER (4" X 3")
18"
LDS
HEADER
LDS
RISER
LCS
HEADER
LCS
RISER
LCS
RISER
4" DIA. PIPE
18"x18" CONCRETE PEDESTAL (TYP.)
WITH THERN SS HOIST SOCKET
SC2000-15 FLUSH BASE 5BF20
TRASH PUMP WITH
1.5" DIA. HOSING
24"
TO JM
STANDARD
COUPLING
HDPE SDR 11
4" DIA. PIPE
LINK SEAL (TYP.)
CONCRETE
WALL (4000 PSI)
W6x12 BEAM
FLOOR SUPPORT
(TYP.)
11'
CONCRETE
WALL (4000 PSI)
NOTES:
1.PIPE SYSTEM IS SDR 11 HDPE
2.ONE THERN PRODUCTS MODEL SC2000-15 CRANE (1,000 MAX LBS) OR EQUIVALENT SHALL BE
SUPPLIED WITH EACH STATION
3.VALVES AND FITTING SHALL BE MINIMUM CLASS 150
4.ADDITIONAL CONCRETE WALL REINFORCEMENT SHOWN ON SHEET 10
5.SUMP PUMP OPERATION (ON/OFF) SET AT 6" WATER DEPTH. HIGH LEVEL SHALL TRIGGER
AUDIO/VISUAL ALARM
SLOPE TO DRAIN
SLOPE TO DRAIN
PH-4.1 PH-4.2
PH-4.4 PH-4.3
BEAM SUPPORT
(TYP.)
CORNER DETAIL
ALL 4 CORNERS
17
11
BEAM POCKET (TYP.)20
11
18
11
48"
(TYP.)
3
07
CELL 4 PUMP HOUSE
SCALE: AS SHOWN
SIDE ELEVATION
SCALE: 1"=3'
FRONT ELEVATION
SCALE: 1"=3'
PLAN VIEW
SCALE: 1"=2'
REAR ELEVATION
SCALE: 1"=2'
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
CELL 4 PUMP HOUSE
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
PUMP HOUSE.dwg
AS SHOWN
DWG
7235-16-004
6-15-17
JRH
CLD
SJL
SJL
SJL
M 07MAR_M907.004.007
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
EL. 858.5 ±
EL. 854.5 ±
FLOW FROM CELLS 1 & 2
8" DIA. HDPE SDR 11 PIPE
(BY OTHERS)
FLOW FROM CELL 3
4" DIA. HDPE
SDR 11
4" DIA. CHECK
VALVE
8" DIA. CHECK VALVE
8" DIA. TEE WITH 4" DIA. REDUCER ON BRANCH
HDPE SDR 11
FLOW TO:
CELL 4 (TEMP.)
RETENTION BASIN (PERM.)
8' X 7' PRECAST
CONCRETE
MANHOLE
8" DIA. HDPE
SDR 11 PIPE
8" DIA. HDPE
SDR 11 PIPE
EDGE OF ROAD
8'
7'
6"
36"
8"
18"ADJUSTABLE
SUPPORT (TYP.)
8"
10"
8"
112"
6" ABC STONE
4" DIA. CHECK
VALVE
8" DIA. CHECK VALVE
8" DIA. TEE WITH 4"
DIA. REDUCER ON
BRANCH
HDPE SDR 11
3'-6"
4'
ACCESS DOOR
EL.886.6'
8" DIA. HDPE SDR 11 PIPE
INV.EL. 888.4'INV.EL. 888.4'
EL.897.45'
PLAN VIEW
SIDE VIEW
7
09
2
1
8" DIA.
PLUG
VALVE
18" DIA. 4" DEEP SUMP
STEEL REINFORCED
PLASTIC STEP (TYP.)
10'
8" DIA. HDPE BLIND FLANGE
WITH STAINLESS STEEL
BACKUP RING AND BOLTS
PAINT (SAFETY YELLOW) ON EXPOSED
MH LID SIDES (3) ALONG THE ROAD
SLOPE TO
DRAIN
LINK SEAL OR EQUIVALENT
(TYP)
BOLLARD (TYP.)9
09
STEEL
REINFORCED
PLASTIC
STEP (TYP.)
BOLLARD 9
09
1'-9"
1'-9"
PROJECTED 18" DIA.
4" DEEP SUMP
18" TYP.
4'
SL
O
P
E

T
O
DR
A
I
N
SLOPE TO
DRAIN
3'-6"4" DIA. BALL
VALVE
8" DIA. PLUG
VALVE
BUTYL SEAL WITH 6" ADHESIVE BUTYL
TAPE ON THE OUTSIDE OF JOINT (TYP.)
JM-1.4JM-1.3
JM-1.1JM-1.2
12" (TYP.)
FLOW FROM
CELLS 1, 2, AND 3
8" DIA. CHECK VALVE
12" DIA. TO 8" DIA.
REDUCER
HDPE SDR 11
12' X 10' PRECAST CONCRETE MANHOLE
8" DIA. CHECK
VALVE
12" DIA. TEE
HDPE SDR 11
8" DIA.
HDPE
SDR 11
PIPE
8" DIA. HDPE
SDR 11 PIPE
FLOW TO CELL 4
8" DIA. HDPE SDR 11
12" DIA. PLUG
VALVE
(CLOSED)
12" DIA. HDPE SDR
11 PIPE
12" DIA. HDPE BLIND FLANGE
WITH STAINLESS STEEL BACKUP
RING AND BOLTS
12'
10'
FUTURE FORCE MAIN TO POTW
12" DIA. HDPE BLIND
FLANGE WITH
STAINLESS STEEL
BACKUP RING AND
BOLTS
8"
ADJUSTABLE
SUPPORT (TYP.)
8"
10"
8"
6" ABC STONE
12" DIA. TEE
HDPE SDR 11
10'
10'
5'
5"
7'
12" DIA. TO 8" DIA.
REDUCER
HDPE SDR 11
12" DIA. TEE
HDPE SDR 1112" DIA. PLUG
VALVE
2"
13'
INV.EL. 876.2'
INV.EL. 876.3'
EL.873.3'
INV.EL. 875.6'INV.EL. 875.6'
EL.882.15'
8" DIA. HDPE SDR 11 PIPE
PLAN VIEW (TEMPORARY CONDITION)
SIDE VIEW
ACCESS DOOR
12" DIA. HDPE SDR
11 PIPE
7
09
2
1
18" DIA. 6" DEEP SUMP
FLOW FROM
CELLS 1, 2, AND
8" DIA. CHECK VALVE
REVERSE FLOW
DIRECTION
8" DIA. HDPE
SDR 11 PIPE
8" DIA. HDPE
SDR 11 PIPE
FLOW FROM CELL 4
8" DIA. HDPE SDR 11
12" DIA. HDPE BLIND FLANGE
WITH STAINLESS STEEL BACKUP
RING AND BOLTS
12'
10'
FUTURE FORCE MAIN TO POTW
8"
10'
5'
5"
7'
PLAN VIEW (PERMANENT CONDITION)
FUTURE FORCE MAIN
TO RETENTION BASIN
(DESIGNED BY
OTHERS)
PROJECTED 18" DIA.
4" DEEP SUMP
STEEL REINFORCED
PLASTIC STEP (TYP.)
STEEL REINFORCED
PLASTIC STEP (TYP.)
BUTYL SEAL WITH 6" ADHESIVE BUTYL
TAPE ON THE OUTSIDE OF JOINT (TYP.)18"
LINK SEAL OR EQUIVALENT
(TYP)
SLO
P
E

T
O

D
R
A
I
N
SLO
P
E

T
O

D
R
A
I
N
12" DIA. PLUG
VALVE
(OPEN)
2' -3"
12" DIA. PLUG
VALVE
(CLOSED)
2'-3"
8" DIA. CHECK VALVE
JM-2.4
JM-2.1
JM-2.3
JM-2.2
JM-2.4
JM-2.1
JM-2.3
JM-2.2
12" (TYP.)
ACCESS DOOR 7
09
JUNCTION MANHOLE [JM-1]4
08 SCALE: 1" = 2'
JUNCTION MANHOLE [JM-2]5
08 SCALE: 1" = 2'
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
DETAILS (1 OF 5)
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
DETAIL (1&2 OF 3).dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 08MAR_M907.004.008
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
10' X 7' PRECAST
CONCRETE
MANHOLE
8" DIA. TEE WITH 4" DIA.
REDUCER ON BRANCH
HDPE SDR 11
8" DIA. HDPE
SDR 11 PIPE
4" DIA. CHECK
VALVE
4" DIA. BALL
VALVE
8" DIA.
CHECK
VALVE
FLOW FROM CELL 4
4" DIA. HDPE SDR 11
4" DIA. HDPE SDR 11 PIPE
FLOW TO ASH BASIN
8" DIA. PLUG
VALVE
FLOW FROM JM-2
8" DIA. HDPE SDR 11
EDGE OF ROAD
10'
7'
6"36"8"
10'
8"
6" ABC STONE
2"
3'-6"
5'
5'
10"
EL.849.2'
INV.EL. 851.5'INV.EL. 851.5'
EL.857.45'
2
PLAN VIEW (PERMANENT CONDITION)
SIDE VIEW
ACCESS DOOR
8" DIA. PLUG VALVE
8" DIA. CHECK VALVE
8" DIA. CHECK VALVE
(TO BE REVERSED FOR PERM. CONDITION)
8" DIA. TEE WITH 4" DIA.
REDUCER ON BRANCH
HDPE SDR 11
7
09
1
ACCESS DOOR 7
09
STEEL REINFORCED
PLASTIC STEP (TYP.)
1'-9"
1'-9"
SLOPE TO DRAIN
18" DIA.,
4" DEEP
SUMP
8" DIA. PLUG
VALVE
8" DIA. HDPE
SDR 11 PIPE
FLOW FROM CELL 4
4" DIA. HDPE SDR 11
4" DIA. HDPE SDR 11 PIPE
FLOW FROM
FUTURE CELLS
8" DIA. CHECK VALVE
(REVERSE FLOW
DIRECTION)
FLOW TO JM-2
8" DIA. HDPE SDR 11
EDGE OF ROAD
10'
7'
6"36"8"
3'-6"
ACCESS DOOR 7
09 STEEL REINFORCED
PLASTIC STEP (TYP.)
PLAN VIEW (TEMPORARY CONDITION)
BOLLARD 9
09
BOLLARD 9
09
STEEL REINFORCED
PLASTIC STEP (TYP.)
PROJECTED 18" DIA.
4" DEEP SUMP
BOLLARD 9
09
4'
LINK SEAL OR
EQUIVALENT (TYP.)
SLOPE TO DRAIN
SLOPE TO DRAIN
ADJUSTABLE
SUPPORT (TYP.)
PAINT (SAFETY YELLOW) ON EXPOSED
MH LID SIDES (3) ALONG THE ROAD
BUTYL SEAL WITH 6" ADHESIVE BUTYL
TAPE ON THE OUTSIDE OF JOINT (TYP.)
8" DIA. HDPE SDR 11 PIPE
18"
JM-3.4JM-3.3
JM-3.1JM-3.2
JM-3.4JM-3.3
JM-3.1JM-3.2
12" TYP.
18"
D
8"
4.5"10"
A
3"3"
2.5"
3"
34" IMBEDDED
STEEL
FRAME(TYP)
SERIES W2R ACCESS DOOR
SEE DETAIL
SIDE VIEW
A/2
NCDOT CLASS B RIPRAP (8" D50)
UNDERLAIN WITH 10 OZ/SY
NON-WOVEN GEOTEXTILE FILTER FABRIC
10" FLARED END SECTION
BY ADS (PART #1015NP)
NCDOT CLASS B RIPRAP (8" D50)
UNDERLAIN WITH 10 OZ/SY
NON-WOVEN GEOTEXTILE FILTER FABRIC
PE THREADED ROD
W/WING NUTS & SPACER
8" (NOMINAL) SDR11 HDPE HEADER
(8.625" O.D.; 6.963" I.D.)
7.0'
6.0'
3.5'
PE THREADED ROD
W/WING NUTS & SPACER
8" (NOMINAL) SDR11 HDPE HEADER
(8.625" O.D.; 6.963" I.D.)
9"
A
C
3"X3"
FRAME
SEAT LIP
HOLLIDAY PRODUCT SERIES
W2R ACCESS DOOR OR
EQUIVALENT
8"
PLAN VIEW
D
B
VARIES, SEE JUNCTION MANHOLE DETAILS
ROAD
6" DIA. STEEL PIPE FILLED
WITH CONCRETE
EXISTING GRADE
6"
2'
4'
18"
DIA.
4000 PSI CONCRETE
BOLLARD HDPE PLASTIC COVER
(SAFETY YELLOW WITH (2) REFLECTIVE STRIPS)
STANDARD SIZES
JUNCTION
MANHOLE MODEL NO.A DIM.
INCHES
C DIM.
INCHES
B DIM.
INCHES
D DIM.
INCHES
1 W2R7260 84 72 84 96
2 W2R120120 108 108 120 144
3 W2R8460 108 72 84 120
JUNCTION MANHOLE [JM-3]6
09 SCALE: 1" = 2'
FLARED END SECTION/ APRON8
09 SCALE: 1" = 2'
TYPICAL MANHOLE ACCESS DOOR (ALUMINUM)7
09 SCALE: 1" = 2'
BOLLARD (TYPICAL)9
09 SCALE: 1" = 1'
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
DETAILS (2 OF 5)
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
DETAIL (1&2 OF 3).dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
CLD
SJL
SJL
SJL
M 09MAR_M907.004.009
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
(704)-523-4726
ENGINEERING FIRM LICENSE NUMBER: F-0176
COA SEAL
EXTRUSION WELD
HDPE EMBEDDED STRIP
CONCRETE WALL
GEOCOMPOSITE DRAINAGE LAYER
(LEACHATE COLLECTION)
GEOSYNTHETIC CLAY LINER
PRIMARY HDPE LINER
SECONDARY HDPE LINER
GEOCOMPOSITE DRAINAGE LAYER
(LEAK DETECTION)
LINER TURN DOWN
IN ANCHOR TRENCH
LI
M
I
T

O
F

W
A
S
T
E
5.0'
PROPOSED GRADE
BEYOND PUMPHOUSE
(EACH END)
SOIL LINER
LINER SYSTEM
PUMP HOUSE WALL
PROTECTIVE
COVER
EXIT FITTING SHOULD BE PLACED
APPROXIMATELY 6" BELOW THE TOP OF
THE RISER AND 10" MAX TO ALLOW
REACH TO FITTING
1/4" HOLE FOR CABLE EYE
BOLT
3/4" POWER CABLE EXIT FITTING.
DRILL 15/16" HOLE AND USE
BLACK IRON PIPE NIPPLE TO TAP.
1/2" LEVEL/FLOW SENSOR CABLE
EXIT FITTING. DRILL 3/4" HOLE
AND TAP USING 1/2" BLACK IRON
PIPE NIPPLE TO TAP.
FOR HIGH FLOW PUMPS:
3" DISCHARGE EXIT FITTING DRILL 3.375" HOLE
TYPICAL AT 3:00 OR 9:00 O'CLOCK. HOLE SHOULD BE
LEVEL AND NOT EXCEED 3.375" USE EXIT FITTING TO
TAP HOLE FOR INSTALLATION.
OR
6" TO 12"
POSITION CABLE EXIT FITTING AS
REQUIRED-TYPICAL ABOVE THE
DISCHARGE EXIT FITTING
6" TO 12"
FOR LOW FLOW PUMPS:
2" DISCHARGE EXIT FITTING DRILL 2.25" HOLE TYPICAL
AT 3:00 OR 9:00 O'CLOCK. HOLE SHOULD BE LEVEL
AND NOT EXCEED 2.25" USE EXIT FITTING TO TAP
HOLE FOR INSTALLATION.
LCS O
R

L
D
S

R
I
S
E
R
E.F. = EACH FACE
I.F. = INSIDE FACE
O.F. = OUTSIDE FACE
4 ADDITIONAL #5 BARS (E.F.)
(2 TOP, 2 BOTTOM)
EXTENDED FULL LENGTH INTO
OPPOSITE WALLS
#8 BARS (2 EACH SIDE, 2 EF)
8 ADDITIONAL #11 EXTENDED FULL HEIGHT
#5 BAR (8 REQ. PER OPENING - 2 E.F.)
BARS SHALL EXTEND 2 FEET
BEYOND OPENING ON EACH SIDE.
24" DIA. OPENING FOR LDS &
LCS RISERS
LDS
RISER
LCS
RISER
LCS
RISER
10.0'
SS HOIST SOCKET
THERN MODEL 5BF20
14.5"x15.88"x13.88"
CONCRETE FOUNDATION
18"x18"x36" D (TYP.)
SE
C
T
I
O
N

V
I
E
W
WASTE
ASH
10.0'
APPROXIMATE EXISTING GROUND SURFACE
HOIST SOCKET WITH DUST CAP
FLUSH WITH GROUND SURFACE
CONCRETE FOUNDATION
LCS
RISER
12"
EXISTING METAL COVER
REBAR: #4 EF,
T&B
PROPOSED PRECAST CONCRETE
RING
4'x4'x12" DEEP
EXISTING 4'x4'x30" DEEP
PRECAST CONCRETE
STRUCTURE
PROPOSED BUTYL RUBBER
WEATHERSTRIP
NOTES:
1.VERIFY EXISTING MANIFOLD DIMENSION AND WALL THICKNESS
2.REMOVE EXISTING COVER AND CLEAN CONCRETE BEARING
SURFACE
3.INSTALL BUTYL RUBBER WEATHERSTRIP
4.PLACE PRECAST CONCRETE RING
5.RE-ATTACH EXISTING COVER OR REPLACE WITH SERIES W1C
ACCESS DOOR BY HALLIDAY PRODUCTS
RE-USE OR
REPLACE ACCESS
COVER
3"x3" LIP
COA SEAL
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
DETAILS (3 OF 5)
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
DETAILS (3 OF 5).dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
WRH
CLD
SJL
SJL
M 10MAR_M907.004.010
10
10
LINER TIE-IN AT PUMP HOUSE
SCALE: 1" = 2'
11
10
EXIT FITTING INSTALLATION GUIDELINE FOR HIGH AND LOW FLOW LEACHATE PUMPS
SCALE: 1" = 2'
14
10
CELL 1 & CELL 2 LEACHATE MANIFOLD REPAIR ( RECOMMENDED)
SCALE: 1" = 2'
13
10
CELL 1 & CELL 2 HOIST FOUNDATION (RECOMMENDED)
SCALE: NTS
15
10
PENETRATION REINFORCEMENT LAYOUT
SCALE: 1" = 1'
PLAN VIEW SECTION VIEW
#5 @ 12"(HORIZONTAL)1'1'#8 @ 12"(VERTICAL)3'-4"3'-4"#5 @ 12"(HORIZONTAL)1'1'#5 @ 12"(HORIZONTAL)2 #8 ADDITIONAL(WITH DOWELS)#5 @ 12" CORNERBAR (TYP)(MATCH HORZ BARS)#8 @ 12"(VERTICAL)#8 @ 12"(VERTICAL)
2
4
"
3.5"
L

6
"

X

4
"
X

3
/
8
"

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2
'

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102030TENTHSINCHES123
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200 K
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25'15'
3.5'
13.5'
8" WALL
2 .5' HIGH (BACK &
SIDE WALL)
X
X
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884
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GP-1.3
GP-1.2
GP-1.4
GP-1.1
8"x8" CURB
21A
12
21A
12
GP-1.7
GP-1.6
GP-1.5
GP-1.8
SIDE WALLS
BOTH ENDS
8" WALL (2.5' HIGH)
15'
12"
8" SLAB
3 13112"
8"
#5 @ 12"
(TYP.)
SYNKO-FLEX WATER
STOP BY HENRY, INC.
OR APPROVED EQUIVALENT
EPOXY GROUT BY SIKA
OR APPROVED EQUIVALENT
6" COMPACTED ABC STONE
3' - 0"
8"
#5 @ 12"
3' - 0"
2'-8"#5 @ 12"
#7 @ 12" EW
(MIDDLE)
NOTE:
USE 12" DIA. KWIK BOLT III EXPANSION
ANCHORS BY HILTI (OR APPROVED
EQUAL) TO ANCHOR GENERATOR.
MINIMUM 2 1
4"EMBEDMENT REQUIRED.
EXISTING GROUND
SURFACE (TYP.)
FOUNDATION CORNER DETAIL
SCALE: N.T.S.
VA
R
I
E
S
#5 HORIZONTAL BARS
VARIES
#5 HORIZONTAL
BARS
#5 TO MATCH
HORIZONTAL BAR
WALL CORNER DETAIL
SCALE: N.T.S.
0'
-
8
"
3 - #5 HORIZONTAL BARS
0'-8"
#5 TO MATCH
HORIZONTAL BAR
#5 VERTICAL BAR
(ADDITIONAL) WITH DOWEL
8"
2" DIA. HDPE PIPE
EMBEDDED IN
CONCRETE
8"
12"
2" DIA. LOCKABLE
HDPE BALL VALVE
4" RECESS IN
CONCRETE
DRAIN DETAIL
SCALE: N.T.S.
COA SEAL
10 20 30TENTHSINCHES123
DWG SIZE REVISION
FOR
SHEET NO.
TITLE
FILENAME:
DWG TYPE:
JOB NO:
DATE:
SCALE:DES:
DFTR:
CHKD:
ENGR:
APPD:
A
F
E
D
C
B
2 3 4 5 7 8 96
4 5 7 8 9 106
A
F
C
B
24.0"x35.5"
ARCH D
DUKE DRAWING NO.
DETAILS (5 OF 5)
CELL 3 & CELL 4
CONSTRUCTION PLAN
MARSHALL STEAM STATION
TERRELL, NORTH CAROLINA
ISSUED FOR BID (IFB)
DETAILS (4 & 5 OF 5).dwg
AS SHOWN
DWG
7235-16-004
6-15-17
SJL
WRH
CLD
SJL
SJL
M 12MAR_M907.004.012
GENERATOR PAD
SCALE: 1" : 5'
21
12
N
PROPOSED FENCE 19
11
NOTES:
1.GENERATOR SHALL BE ATTACHED TO CONCRETE SLAB IN
ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS
2.REMOVE FENCE IN FRONT OF GENERATOR PAD FOR CONSTRUCTION.
3.REPLACE FENCE AFTER INSTALLATION OF GENERATOR.
4.ADD DOUBLE GATE AT LOCATION PROVIDED BY OWNER.
SEE NOTE 4
SEE NOTE 2
PLAN VIEW
SCALE: 1" : 5'
CROSS SECTION
SCALE: 1" : 2'
21A
12
INSTALL DRAIN
EACH CORNER
SEE DRAIN DETAIL
884
882
PROPOSED
CONTOURS
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GROUND
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