Substation 10 Transformer Upgrade.pdf

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UNIT PRICING PROPOSAL

CLIENT: City of Rocky Mount

PROJECT: Substation 10 Transformer Upgrade

PROJECT NO.: P.0752679.S.00

CONTRACTOR:

DATE:

MATERIAL COST

DESCRIPTION LABOR MATERIAL TOTAL

COST PER INSTALLED CUBIC YARD OF CONCRETE PER GROUP L

Pad-Pier Type Foundation

Pad-Type Foundation

COST PER INSTALLED POUND OF REBAR

COST PER LINEAR FOOT OF GROUND WIRE DITCH

Machine Excavate Hand

Excavate

COST PER INSTALLED 10-FOOT GROUND ROD

COST PER LINEAR FOOT OF GROUND WIRE IN PRE-EXCAVATED TRENCH

COST PER WRENCH-LOK CONNECTION ON GROUND WIRE / ROD COST

PER LINEAR FOOT OF CONTROL CABLE CONDUIT TRENCH

Machine Excavate Hand

Excavate

COST PER LINEAR FOOT OF PVC CONDUIT

1- inch PVC

TOTAL INSTALLATION:

2- inch PVC

4-inch PVC

6-inch PVC

COST PER INSTALLED LINEAR FOOT OF CONTROL CABLE IN CONDUIT

/ CABLE TRENCH

COST PER INSTALLED LINEAR FOOT OF CONTROL CABLE IN CABLE

TRAY (INCLUDING SECURING CABLE TO TRAY)

CONTROL CABLE TERMINATIONS

COST PER INSTALLED TON OF COMPACTED CRUSHER RUN STONE

COSTS FOR FIELD CORRECTION OF MISFAB AS LISTED BELOW. WORK

TO BE APPROVED IN ADVANCE BY OWNER. PRICE TO INCLUDE

PAINTING OF PUNCHED OR CLIPPED STEEL SURFACES WITH

GALVANOX PAINT

Clipping angles or flat stock Punching or drilling per hole

Punching or drilling and tapping per hole Reaming per hole

ROCK EXCAVATION - COST PER CUBIC YARD

Foundations

Pad-Pier Type

Pad-Type

Ground Grid / Conduit Ditch

Oil-Containment Pit

LABOR

HOURLY RATE

DESCRIPTION

Supervisor General

REGULAR OVERTIME

Foreman Foreman

Journeyman Lineman / Wireman

Equipment Operator Groundman

EQUIPMENT

UNIT

Pickup Truck Backhoe (per day/hour/week) COST

Bucket Truck: 40 to 55 feet Bucket Truck: 60 feet plus Trencher

Air Compressor Crane

Truck: 20-ton

All-Terrain Crane: 45-ton

Unit Pricing shall be used in th e event work is added or deleted f m the project.

P.0752679.S.00 © 2026

P - 5

APPENDICES

1. List of Drawings

2. Bill of Materials

3. Contractor-Furnished Cable Material List

4. Structural and Tubular Steel

Specification

5. Foundation Specification

6. Oil Containment Specification

7. Forms:

a.

Report

b. Material Receipt

c. Change Order

8. Vicinity Map

9. MWBE Affidavits

List of Drawings

LIST OF DRAWINGS

CITY OF ROCKY MOUNT

ROCKY MOUNT, NORTH CAROLINA

SPECIFICATION AND BID DOCUMENTS

FOR THE INSTALLATION OF THE

SUBSTATION 10 TRANSFOMER UPGRADE

All work shall conform to the following Booth and Associates, LLC drawings, all of which form a part of these Specifications. The Bidder is responsible for contacting the Engineer if any drawings not indicated to be furnished at a later date are missing from their bid package. If the Bidder does not contact the Engineer regarding any drawings, their bid will be considered based on all Drawings and Specifications as issued for bids.

Substation No. 10

FILE

NO.

SHEET

NO.

TITLE

GENERAL ARRANGMENT DRAWINGS

188100 GA1 PLAN VIEW

188100 GA1demo PLAN VIEW DEMOLITION DRAWING

188100 C1 CONDUIT & CABLE SCHEDULE

188100 CP1 CONDUIT PLAN

188100 CP2 CONDUIT DETAILS

STEEL STRUCTURE DRAWINGS

188100 SF-001 TITLE SHEET

188100 SF-100 BASIC FRAMING PLAN

188100 SF-101 ANCHOR BOLT PLAN

188100 SF-102 ANCHOR BOLT DETAILS

188100 SF-200 ELEVATIONS A & B

188100 SF-201 GROUNDING MAT DETAILS

188100 SF-500 GOAB SUPPORT STAND DETAILS

FOUNDATION DRAWINGS

188100 FP1 FOUNDATION PLAN

188100 FD1 FOUNDATION DETAILS

188100 FD2 FOUNDATION DETAILS

188100 FD3 FOUNDATION DETAILS

188100 FD4 FOUNDATION DETAILS

OIL CONTAINMENT DRAWINGS

188100 OC1 OIL CONTAINMENT PLAN

188100 OC2 OIL CONTAINMENT SECTIONS

188100 OC3 OIL CONTAINMENT DETAILS

Bill of Materials

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Structural and Tubular Steel Specification

ISSUED FOR BID

October 2, 2025

BOOTH & ASSOCIATES, LLC

Rev. A

STRUCTURAL AND TUBULAR STEEL

SPECIFICATIONS FOR

SUBSTATION 10 TRANSFORMER UPGRADE

STRUCTURAL AND TUBULAR STEEL

SPECIFICATIONS FOR

SUBSTATION 10 TRANSFORMER UPGRADE

Booth & Associates, LLC Consulting Engineers 2300 Rexwoods Drive, Ste. 300 Raleigh, North Carolina 27607 Firm License No.: F-0221 © October 2025

REVISION DESCRIPTION DATE

A ISSUED FOR BID 10/02/2025

TABLE OF CONTENTS

1.0 General

2.0 Materials

3.0 Structural Steel Details and Fabrication

4.0 Tubular Steel Structure Details and Fabrication

5.0 Finishes

6.0 Field Touch Up of Galvanized Surfaces

7.0 Erection

8.0 Shipping Instructions

9.0 References

i

© 2025

TECHNICAL SPECIFICATIONS

1.0 General

Construction documents including all design drawings and specifications of all disciplines complement each other and shall be read and interpreted collectively.

Where a conflict or conflicts are found between construction documents, then the conflict shall be brought to the attention of the Engineer, in writing, for resolution.

The structural steel fabricator shall be responsible for coordination between the requirements of the structural steel design drawings, the electrical general arrangement plans, and the equipment mounting requirements.

Where equipment mounting locations and/or elevations are shown on the structural steel drawings, then adjustment of such locations or elevations to match the mounting and/or clearances requirements are allowed provided this adjustment does not exceed 6 inches in any one location, and provided such adjustment does not create conflict(s) with structural steel members or connections. Where more adjustment is needed, it shall be referred to the Engineer for resolution and approval before fabrication.

Where equipment mounting locations and/or elevations are shown on the structural steel drawings, then adjustment of such locations or elevations to match the mounting and/or clearances requirements are allowed provided this adjustment does not exceed 6 inches in any one location and provided such adjustment does not create conflict(s) with structural steel members or connections. Where more adjustment is needed, it shall be referred to the Engineer for resolution and approval before fabrication.

This specification covers detailing, furnishing, fabrication, painting/galvanizing and delivery of all structural/miscellaneous steel, tubular steel, and aluminum/steel/fiberglass grating as shown on the drawings.

All work, including workmanship, pertaining to this specification shall be done in accordance with the reference standard revisions in effect at the time of contract award.

1.7.1 AISC American Institute of Steel Construction (AISC), Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, latest edition.

1.7.2 American Society of Civil Engineers (ASCE) Standard, Design of Steel Transmission Pole Structures, Manual 48, latest edition.

1.7.3 American Welding Society (AWS), Structural Welding Code, AWS D1.1, latest edition.

1.7.4 Steel Structure Painting Council (SSPC), Surface Preparation Specification, SSPC-SP6, latest edition.

1.7.5 American Society for Testing and Materials (ASTM), various standards, latest version.

1.7.6 American National Standards Institute (ANSI), National Electrical Safety Code, ANSI C2, latest edition.

2.0 Materials

All structural shapes shall be conforming to ASTM A992 except for channels, angles, and plates which shall conform to ASTM A36.

Structural steel pipe shall conform to ASTM A53, Type E or S, Grade B, unless otherwise shown on the drawings.

Structural square and rectangular tubing shall conform to ASTM A500, Grade B.

Steel for tapered columns shall conform to ASTM A572, unless otherwise shown on the drawings.

Anchor bolts shall conform to F1554 Standard Specification for Anchor Bolts, grade 36, 55, and 105 ksi yield strength as specified on the drawings. Each anchor bolt shall be furnished with washers and nuts. Nuts shall be of equivalent strength to the ASTM A563 Heavy Hexagon specification. Washers shall adhere to ASTM F436 Extra Thick, unless otherwise shown on the drawings.

Bolts, except for anchor bolts, shall conform to ASTM F3125, A325 Type I. Nuts shall conform to ASTM A563 and shall be of grade and style suitable for use with bolts supplied. Galvanized nuts shall be grade DH. Washers shall conform to ASTM F436, unless otherwise shown on the drawings.

3.0 Structural Steel Details and Fabrication

Fabrication and workmanship shall conform to the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, unless otherwise specified.

Welding shall be performed by qualified operators using procedures in accordance with AWS D1.1 and using E70XX electrodes. All surface areas to be welded shall be cleaned completely of rust, scales, oil or grease, and any other foreign matter.

Welds which do not exhibit a neat, smooth appearance shall be ground smooth.

Structures shall be hot-dip galvanized after fabrication, unless otherwise shown on the drawings.

All structural steel bolts shall be minimum five-eighths inch diameter, unless otherwise shown on the drawings.

The maximum size of bolts to be used in any section, clearances, edge distance, and general structural practice not definitely stated in the Specifications shall be in accordance with the standard of the latest edition of the American Institute of Steel Construction.

All anchor bolts required for the installation of the structures shall be furnished by the Manufacturer. Anchor bolts shall be hot-dip galvanized, complete with two (2) heavy hex nuts and extra thick flat washers for leveling, unless otherwise shown on the drawings.

All parts of the structure shall be neatly finished. All members shall be free from kinks, twists, bends, or open joints. All members that are bent or out of line after galvanizing shall be carefully straightened with a straightening roll or straightening machine. The use of sledges in straightening bent material or other methods in which the material or its finish may be mutilated shall not be allowed.

All nuts shall be readily accessible to a wrench for adjustment. Bolts shall not be flushed but shall project approximately one-fourth inch (1/4-inch) beyond the face of the nuts. Nuts shall fit the shanks so that they may be screwed on with the fingers and at the same time not fit so loosely that the value of the bolts acting with the tension of the head of the nut will be reduced.

All steel members shall be clearly marked to provide easy identification in the field.

- shall be assembled before shipment to ensure correctness, and shall be shipped assembled. If the Manufacturer does not intend to ship the trusses and box columns completely assembled, he shall so state in the quote. Markings on component parts shall indicate the structure to which they apply.

Sectional members combined to form columns of the required height will not be accepted. Angles for column legs must be continuous to provide the necessary height.

Continuous punching of steel sections for equipment mounting is not acceptable.

Holes shall be provided as needed for erection and equipment installation, but unnecessary holes will not be accepted.

If any material whatsoever in any state of completion is found defective as to workmanship, details, or materials or is contrary to the design for these specifications, it shall be rejected. This rejection may take place at the rolling mills, fabricating plant, galvanizing plant, or at the site of the structure. Any rejected materials shall be replaced without any expense whatsoever to Owner.

4.0 Tubular Steel Structure Details and Fabrication

Lifting lugs are optional. The manufacturer shall supply all instructions for handling and erection of poles and arms.

Each pole shall be permanently marked on the pole shaft seventy-two inches above ground line and on the bottom of base plate or bearing plate with the following identifying information:

a. Identification

b. Structure Type

c. Height and Class

d. Structure Number

e. Ultimate Ground Line Moment

f. Name

g. Date Manufactured

The method of identification shall be approved by the Owner. In addition, there shall be clear indication or marks for handling or sling points, storage rack points, and lifting joints for standing the pole and vibratory pole base.

All welding shall be in accordance with the American Welding Society Code AWS D1.1, latest edition. Welders shall be qualified in accordance with AWS .1 welding procedures.

One hundred percent (100%) penetration welds shall be required in, but not limited to, the following areas:

a. circumferential welds (C-welds) joining structural members,

b. longitudinal welds in the female portion of the joint within the slip joint area,

c. welds at the butt joints of back-up strips,

d. base plate to shaft weld, e.

there are adjacent C-welds, flange welds, base welds and ends of tubes.

Full penetration or equivalent ninety percent (90%) partial penetration with fillet overlap shall be used for vang-to-plate shaft, and arm box joints.

Quality and acceptability of every inch of the full penetration welds shall be determined by visual and ultrasonic inspection.

All other penetration welds shall have sixty percent (60%) minimum penetration.

Quality and acceptability of all welds other than full penetration welds shall be determined by visual inspection, supplemented by magnetic particle, ultrasonic or dye penetrant inspection.

All weld back-up strips shall be continuous the full length of the welds. Care shall be exercised in the design of welded connections to avoid areas of high stress concentration which could be subject to fatigue or brittle fractures.

All parts of the structure shall be neatly finished and free from kinks or twists. All holes, blocks, and clips shall be made with sharp tools and shall be clean-cut without torn or ragged edges.

Before being laid out or worked in any manner, structural material shall be straight and clean. If straightening is necessary, it shall be done by methods that will not injure the metal.

Minimum plate thickness for all pole components shall be three-sixteenths inch

Shearing and cutting shall be performed carefully and all portions of the work shall be finished neatly. Copes and re-entrant cuts shall be filleted before cutting.

All forming or bending during fabrication shall be done by methods that will prevent embrittlement or loss of strength in the material being worked.

Holes for connection bolts shall be one-nominal diameter of the bolts. Holes in the flange plates for bolted splices shall be one- Holes in the base plates for anchor bolts shall be three-the anchor bolts. The details of all connections and splices shall be subject to the approval of the Owner or his representatives.

Holes in steel plates which are punched must be smooth and cylindrical without excessive tear out or depressions. Any burrs that remain after punching shall be removed by grinding, reaming, etc.

Holes of any diameter may be drilled in plate of any thickness. Care shall be taken to maintain accuracy when drilling stacks of plates.

Holes may be made by use of a machine guided oxygen torch. Flame cut edges shall be reasonably smooth and suitable for the stresses transmitted to them.

The overall length of the assembled structure should not be less than six inches

5.0 Finishes

Galvanizing

5.1.1 Structures shall be hot-dip galvanized after fabrication, unless otherwise shown on the drawings.

5.1.2 Galvanizing shall conform to ASTM A123. Precautions shall be taken against embrittlement, warpage and distortion in accordance with ASTM A143 and A384.

5.1.3 Fasteners and anchor bolts shall be galvanized in accordance with ASTM F2329.

Coatings for Embedded Portion of Poles

5.2.1 A sixteen (16) mil (minimum dry film thickness), two (2) component hydrocarbon extended polyurethane coating that is resistant to ultraviolet light shall be applied on the exposed surface of the embedded portion of the pole. The coating shall extend from the butt to five feet - above ground line. Termination of coating at location above ground shall be feathered. Other coatings shall be approved by the Owner prior to their use.

6.0 Field Touch Up of Galvanized Surfaces

Structural steel shall be touched up with cold galvanizing compound so that all surfaces are completely protected and free of runs and sags.

All steel requiring touch-up shall be dry and free of all dirt, rust, oil, loose paint and other foreign material. Surfaces shall be prepared in accordance with Steel Structures Painting Council Specifications on Surface Preparation.

All steel surfaces or finish damaged during the material handling, installation or removal of various equipment shall be thoroughly cleaned, brushed and cold galvanized with inorganic zinc rich paint.

Approved inorganic zinc products:

6.4.1 Dimetcote 9, manufacturer: PPG Protective Coatings

6.4.2 Carbozinc 11, manufacturer: Carboline Company

6.4.3 Cathacoat 304V, manufacturer: ICI-DEVOE

All galvanized structural steel shall be repaired in accordance with ASTM A780.

7.0 Erection

Prior to the erection of structural steel, the Contractor shall measure all steel shop drawings. Any items which require significant modification shall be reported

The Contractor shall be responsible for furnishing, installing, maintaining, and removing temporary structures required to support steel during erection.

No electrical equipment or cables shall be installed on any steel structure until all structural members have been completely erected and all fasteners properly secured to the specified torque.

All steel contact surfaces at connections shall be free of all scale, dirt, oil, etc.

All steel structures shall be plumb and level. Structural bolts shall not be tightened until all parts are installed in place. After steel is completely installed, bolts shall then be installed to final torque levels. Care shall be exercised to prevent kinking of steel members. Base plates for columns shall be leveled and installed using the double-nut method unless noted.

The Contractor shall take the necessary measures required to prevent any foreign material, such as mud, dirt, concrete splatter, etc., from accumulating on the stored materials. These measures shall include, but shall not be limited to, the use of timbers/pallets to elevate material above grade, covering an area of the initially graded substation yard with several inches of washed stone, the use of a storage trailer, or an enclosed structure.

8.0 Shipping Instructions

Material shall be carefully prepared for shipment so as to prevent damage to components and their protective coatings or loss of components.

Each shipment shall be accompanied by a checklist of all parts, identifiable by structure type and number. Bolts and miscellaneous hardware will be identified by the list for match up with the respective structure and shall be boxed or bundled.

All parts required for any one structure shall be in one (1) shipment, if possible.

The manufacturer is responsible for repairing or replacing any structures which are delivered to the site with manufacturing errors. Repair and/or replacement costs shall include the structure itself, as well as any associated construction costs.

All materials shall be shipped to the jobsite by truck.

One full set of approved shop drawings, Erection Diagrams and Details, shall be shipped to the jobsite with the steel order.

9.0 References

ASTM International

1. ASTM A36-Standard Specification for Carbon Structural Steel

2. ASTM A53-Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc

Coated, Welded and Seamless

3. ASTM A123-Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

4. ASTM A143-Standard Practice for Safeguarding Against Embrittlement of Hot-Dip

Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

5. ASTM F2329- Standard Specification for Zinc Coating, Hot-Dip, Requirements for

Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners

6. ASTM A384-Standard Practice for Safeguarding Against Warpage and Distortion During Hot-Dip Galvanizing Steel Assemblies

7. ASTM A500-Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

8. ASTM A501-Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing

9. ASTM A563-Standard Specification for Carbon and Alloy Steel Nuts

10. ASTM A572-Standard Specification for High-Strength Low-Alloy Columbium

Vanadium Structural Steel

11. ASTM A780-Standard Practice for Repair of Damaged and Uncoated Areas of Hot-

Dip Galvanized Coatings

12. ASTM A992-Standard Specification for Structural Steel Shapes

13. ASTM F3125-Standard Specification for High Strength Structural Bolts, Steel and

Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength

14. ASTM F1554-Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi

Yield Strength

American Welding Society

1. AWS D1.1-Structural Welding Code-Steel

American Institute of Steel Construction

1. AISC 360 Specification for Structural Steel Buildings

Foundation Specification

PRELIMINARY DO NOT

USE FOR CONSTRUCTION

ISSUED FOR BIDS

October 17, 2025

BOOTH & ASSOCIATES, LLC

FOUNDATION SPECIFICATIONS

FOR

SUBSTATION NO. 10

REVISION DESCRIPTION DATE

A ISSUED FOR BID 10/17/2025

FOUNDATION SPECIFICATIONS

FOR

SUBSTATION NO. 10

Booth & Associates, LLC Consulting Engineers 2300 Rexwoods Drive, Ste. 300 Raleigh, North Carolina 27607 Firm License No.: F-0221

© October 2025

TABLE OF CONTENTS

1.0 General

1.1. Special Conditions

1.2. Concrete

1.3. Materials

1.4. Submittals

1.5. Mix Requirements

1.6. Storage of Materials

1.7

1.8. Batching and Mixing

1.9. Placement Temperature

1.10. Hot Weather Concreting

1.11. Cold Weather Concreting

1.12. Field Control Testing

1.13. Compaction

1.14. Protection Against Moisture Loss

1.15. Curing

1.16. Protection

1.17. Earthwork

2.0 Slabs on Grade and Mat Foundations

2.1. General

2.2. Concrete

2.3. Subgrade

2.4. Formwork

2.5. Expansion Joints

2.6. Construction Joints

2.7. Reinforcement

2.8. Installation of Anchorage Items

2.9. Placing

2.10. Bonding and Grouting

2.11. Finishes of Concrete Other Than Floors and Slabs

2.12. Clean-Up

3.0 Drilled Cylindrical Foundations

3.1. General

3.2. Concrete

3.3. Excavations

TABLE OF CONTENTS

3.4. Removal of Water

3.5. Temporary Casing

3.6. Permanent Casing

3.7. Dimensional Tolerances

3.8. Pier Installation Record

3.9. Reinforcement

3.10. Concrete Placement General

3.11. Concrete Placement Dry Hole

3.12. Concrete Placement Wet Hole

3.13. Concrete Placement Tremie Method

3.14. Consolidation

3.15. Finishes of Concrete Other Than Floors and Slabs

3.16. Clean-Up

3.17. Repairing Defective Concrete

4.0 References

4.1. American Concrete Institute

4.2. ASTM International

4.3. American Welding Society

APPENDIX A - SUBMITTAL LOG

1.0 General

The Foundation Specifications, Oil Containment Specifications, and Drawings are complementary, each to the other.

The Contractor shall furnish and install the reinforced concrete foundations as shown on the drawings, complete with excavation, off-site disposal of excavated spoils, grading, backfilling, and compaction of all excavations to restore existing grade levels, foundation layout, concrete, rebar, tie wire, and forming materials.

The reinforced concrete foundations, footings, piers and pads shall be installed as indicated on the Drawings, and to undisturbed earth. Dimensions indicated for anchor bolt settings shall be checked against the erection drawings, structural steel and/or equipment to be installed prior to the construction of the formwork.

1.1. Special Conditions

None.

1.2. Concrete

This section specifies the minimum materials, workmanship, and performance standards for cast-in-place concrete including reinforcing steel, forms, finishing, curing, and other associated work.

Cast-in-place concrete shall be in accordance with the latest applicable requirements of the ACI, ASTM, and CRSI, except as modified by these Specifications. For the purposes of mix design, cast-in-place concrete is considered to be of Exposure Category F2 as defined by ACI 318.

Requirements for Concrete By Exposure Class

Exposure Class

Max w/cm Minimum

Compressive Strength (psi)

Air Content

Cement Type

F2 0.45 4,500 6 ± 1 I **Source: ACI 318-11, Table 4.3.1

The Owner shall be informed at least 24 hours in advance of the times and places at which concrete will be placed.

TECHNICAL SPECIFICATIONS

1.3. Materials

1.3.1. Cement

Only one (1) brand of cement shall be used for exposed concrete. Cement reclaimed from cleaning bags or leaking containers shall not be used. Cement shall be used in the sequence of receipt of shipments, unless otherwise directed by the certificate of compliance with the Specification requirements. Portland cement designation C150, Type I of the ASTM.

1.3.2. Cementitious Materials

Fly ash shall conform to the latest edition of ASTM C 618 and be of type Class F.

1.3.3. Fine Aggregate

Fine aggregate shall consist of washed natural siliceous sand, composed of clean, hard and durable grains, and shall be of a quality and gradation approved by the Engineer. Manufactured sand will not be accepted. All fine aggregate shall be free from injurious amounts of alkaline and organic impurities. Fine aggregate shall be graded from coarse to fine and shall conform to ASTM C33.

1.3.4. Coarse Aggregate

Coarse aggregate shall consist of crushed stone or other approved inert material with similar characteristics. It shall be clean, hard, durable, and free from injurious amounts of deleterious matter. Clay and shale particles shall not exceed 1 percent (1%). Course aggregate shall be graded from coarse to fine and shall conform to

ASTM C33.

1.3.5. Water

Water shall be clean, fresh, and free from injurious amounts of mineral and organic substances. Iron in water shall not exceed 0.25 ppm.

1.3.6. Admixtures

All admixtures are to be supplied by a single approved manufacturer, such as:

Master Builders, WR Grace & Co., or Sika Chemical. Admixtures shall conform to the following standards:

Water Reducing (plasticizer) ASTM C494, Type A

Water Reducing and Retarding ASTM C494, Type D High Range Water Reducer ASTM C494, Type F

High Range Water Reducer and Retarder ASTM C494, Type G

Air-Entraining Agent ASTM C260

1.3.7. Reinforcing Steel

a. Reinforcing Bars - All reinforcing steel bars shall be of the deformed type conforming to the requirements of ASTM A615 or A706-Grade 60.

b. Welded Wire Fabric Welded wire fabric reinforcement used in slabs shall conform to the requirements of ASTM A1064. It shall be continuous, shall have joints lapped at least one full mesh, and shall be supported at proper elevations by standard accessories. Lapping of sheets shall be staggered to avoid continuous lap in either direction.

c. Accessories Accessories such as chairs, ties, bolsters, spacers, etc., shall be of suitable type, as approved, adequate to prevent displacement during construction.

d. Mechanical Splices Classified Type 2 in accordance with ACI 318-11

Products.

1.3.8. Forms

Forms shall be made of rigid, straight, and uniform material that is free of injurious chemicals or organic matter.

Plywood Product Standard PS1, waterproof, resin-bonded, exterior type Douglas fir; face adjacent to concrete Grade B plywood or better.

Metal Of sufficient gauge to resist deformation.

Fiberboard Fed Spec LLL-B-810, Type II; tempered, waterproof, screenback.

Lumber Straight, uniform width and thickness, and free from knots, offsets, holes, dents, and other surface defects.

Chamfer strips Clear pine, surface against concrete shall be planed.

Form coating Nonstaining and nontoxic after 30 days, VOC compliant; Burke "Form Release (WB)," L&M Chemical "E Z Strip," Nox- Crete "Form Coating," or Symons "Thrift Kote E."

Polyethylene film Fed Spec L-P-378D, Type I; 6 mil.

1.3.9. Finishing Compounds

Bonding compound

Epoxy - ASTM C881; Sika Chemical "Sikadur Hi- Mod"; or acceptable equal Latex - ASTM C1059; Dayton Acrylic Bonding Agent J40; or acceptable equal

Membrane ASTM C1315, Type I, Class A, maximum VOC 5.8 Curing lb/gal (700 g/L), minimum 25 percent solids, compound acrylic, nonyellowing, unit moisture loss 0.40 kg/m2 maximum in 72 hours; L&M Chemical "Dress & Seal 30," Sonneborn "Kure-N-Seal 30," or Symons "Cure & Seal 30%."

1.4. Submittals

Three copies of all reports shall be submitted to the Owner and Engineer within fifteen (15) days of contract award and prior to any concreting operations. The Engineer will provide approval within ten days (10 days) of receipt of submittals. All submittals shall be provided to the Owner and Engineer as a single packet. A Submittal Log is provided in Appendix A.

1.4.1. Material Reports

The report should include the source and quality of concrete materials and the concrete proportions proposed for the work. Complete certified reports covering the materials and proportions proposed and tested in accordance with ACI 318 shall be submitted to the Owner and Engineer. Reports shall be prepared by an independent testing laboratory. Owner and Engineer review of these reports will be for general acceptability only; continued compliance with all contract provisions will be required.

Reports on cement shall include the type, brand, manufacturer, composition, and method of handling (sack or bulk).

Reports on admixtures shall include the ASTM C260 or ASTM C494 classification, brand, manufacturer, and active chemical ingredients. All admixtures shall be the products of one manufacturer.

Reports on aggregates shall include the source, type, gradation, deleterious substances, soundness, potential for harmful materials, and potential for alkali reactivity. The results of all tests and field service records to verify potential reactivity are required to verify compliance with ASTM C33, including Appendix XI.

A certification that the reinforcing steel furnished complies with the requirements

Engineer. The certification shall be signed by the Contractor and the reinforcing steel fabricator.

1.4.2. Mix Design Reports

A tentative concrete mix shall be designed and tested for each size and gradation of aggregates and for each mix class specified. Mix Design Reports shall be provided to the Owner and Engineer for each mix class to be utilized in the project and intended use identified on each mix report. Design quantities and test results of each mix shall be submitted to Owner and Engineer for review. With and/or Owner's approval, acceptable mixes may be field adjusted as necessary to meet the requirements of these Specifications.

The report for each tentative concrete mix submitted shall contain the following information:

a. Intended use and placement method.

b. Design Slump.

c. Total gallons of water per cubic yard.

d. Cement content.

e. Cementitious materials content.

f. Ratio of fine to total aggregates.

g. Weight (surface dry) of each aggregate per cubic yard.

h. Quantity of each admixture.

i. Air content.

j. Compressive strength based on 7 day and 28 day compression test.

k. Times of initial set.

l. Documentation of required average compressive strength or mix proportioning data per ACI 318.

Initial set tests shall be made at ambient temperatures of 70º F and 90º F to determine compliance with the initial set time specified hereinafter. The test at 70º F shall be made using concrete containing the specified plasticizing and air-entraining admixtures. The test at 90º F shall be made using concrete containing the specified plasticizing retarder and air-entraining admixtures. The initial set shall be determined in accordance with ASTM C403.

1.4.3. Mix Class

Each concrete mix class shall be designed and controlled within the limits specified in the following table:

Mix Class Table

Coarse

Usage

28 Day Strength

(psi)

Nominal Maximum Aggregate

Size No. 4 Sieve

Slump ± 1"

Min Cement (lb/cu yd)

Max Water/ Cement Ratio

General Usage 4,500 1" 535 0.45 Drilled Piers (dry, uncased, or permanent casing)

4,500

3/4"

5" (1)

0.45

Drilled Piers (temporary casing)

(1) 560 0.45

Drilled Piers (slurry displacement)

(1) 560 0.45

Underwater 5,000 3/4" 8" 658 0.41 Note: A plasticizer or plasticizing retarder shall be included in all general usage and drilled piers concrete mixes. High range water reducer (Type F or G) shall be included in all underwater mixes.

(1) Slump requirement during placement with any admixtures.

**Source: ACI 318-11, Table 4.3.1; ACI 336.1-01, Table 2.4.3; ACI 350-06, Table 4.1.2.1

Concrete shall not be deposited under water, except with specific permission of the Owner and Engineer.

1.5. Mix Requirements

The acceptability of concrete will be judged on compliance with the specified requirements listed in the Mix Class Table and not on the basis of strength alone.

1.5.1. Total Water Content

Total water content of concrete shall not exceed the amount calculated using the maximum water to cement ratio in the Mix Class Table.

1.5.2. Slump

Slump shall not be greater than that indicated in the Mix Class Table for each mix, unless otherwise authorized by the Owner.

1.5.3. Total Air Content

The total volumetric air content of concrete after placement shall be six percent plus or minus one percent (6% ± 1%).

1.5.4. Admixtures

The admixture content, batching method, and time of introduction to the mix shall these Specifications.

A plasticizing or plasticizing retarder admixture shall be included in all concrete, unless otherwise accepted by the Owner.

Plasticizing retarder admixture shall be adjusted as specified under the initial set.

1.5.5. Strength

The minimum 28 day acceptable compressive strength for each mix class as determined by ASTM C39 shall not be less than that indicated in the Mix Class Table.

All concrete shall exceed the specified minimum compressive strengths. Each test cylinder will be evaluated separately, and the Owner will be the sole judge of the validity and representative qualities of the tests.

In cases where the strength of the test cylinders for any portion of the work falls below the requirements specified herein, the Owner or Engineer may require the Contractor to secure test specimens of the hardened concrete represented by these cylinders. Specimens shall be secured and tested in accordance with ASTM C42 and shall have a minimum diameter of 3 inches.

Dependent upon the location of the concrete section in question, the Owner or Engineer may approve low frequency ultrasonic testing or other nondestructive techniques as an alternate to cone drilling and testing.

If the additional investigation verifies the existence of defective concrete, one of the following remedial actions shall be implemented as determined by the Owner:

a. The Contractor shall assume the costs to remove and replace all defective concrete.

b. The Contractor shall assume the cost of design and construction changes necessary to incorporate the inferior concrete.

c. The Contractor shall provide satisfactory reimbursement or allowance to the Owner for the acceptance of the lower quality concrete.

1.5.6. Initial Set

The initial set as determined by ASTM C403 shall not be attained until at least 2.5 hours after the water and cement are added to the aggregates. The quantity of retarding admixture shall be adjusted as necessary to compensate for variations in temperature and job conditions.

1.6. Storage of Materials

Cement shall be stored in suitable moisture proof enclosures. Reclaimed cement or cement that has become caked or lumpy shall not be used.

Aggregates shall be stored so that segregation and the inclusion of foreign materials are prevented. The bottom 6 inches of aggregate piles that have been in contact with the ground shall not be used.

Reinforcing steel and embedments shall be carefully handled and stored on supports that will keep the steel from contact with the ground.

1.7.

1.8. Batching and Mixing

Batching and mixing may be performed at the jobsite with suitable equipment, or by an acceptable ready-mix concrete supplier. Personnel performing the batching and mixing shall be qualified and experienced. Mixing and transporting concrete shall be in accordance with ASTM C94 unless otherwise indicated herein.

1.8.1. Batching

Aggregates and cement shall be measured by weight. Aggregate weights shall be adjusted for moisture content.

Each admixture shall be dispensed by a mechanical device that will ensure accurate and automatic measurement.

The minimum amount of water required to produce the desired slump shall be batched automatically. Any additional water required to produce and maintain a uniform slump shall be added manually by the mixer operator. Slump shall be kept uniform. Aggregates shall float uniformly throughout the mass and the concrete shall flow sluggishly when vibrated.

1.8.2. Mixing

Concrete shall be mixed in a rotating drum as specified in ASTM C94 until all ingredients are uniformly distributed throughout the batch. Mixers shall not be loaded in excess of their rated capacities. Each batch shall be completely discharged before the mixer is recharged.

1.8.3. Ready-Mix Concrete

Ready-mixed concrete shall conform to ASTM C94, except as otherwise specified herein.

Truck mixers shall be revolving drum type and shall be equipped with a mixing water tank. Only the prescribed amount of mixing water shall be placed in the tank for any one batch, unless the tank is equipped with a device by which the amount of water added to each batch can be readily verified by the Owner.

A delivery ticket shall be prepared for each load of ready-mixed concrete delivered.

The truck operator shall hand a copy of each ticket to the Owner at the time of delivery. Tickets shall indicate the mix identification, the number of yards delivered, the quantities of each material in the batch, the outdoor temperature in the shade, the time at which the cement was added, and the numerical sequence of the delivery.

When a truck mixer or agitator is used for transporting concrete, the concrete shall be delivered to the jobsite and completely discharged within 90 minutes, or before the drum has revolved 300 revolutions, whichever comes first, after the introduction of the mixing water to the cement and aggregates, or the introduction of the cement to the aggregates. Longer time periods must be approved by the Engineer. In hot weather, or under conditions contributing to quick stiffening of the concrete, a time less than that specified above may be required by the Engineer.

When a truck mixer is used for the complete mixing of the concrete, the mixing operation shall begin within 30 minutes after the cement has been mixed with the aggregates.

1.9. Placement Temperature

The temperature of concrete, when being placed, shall be checked in accordance with ASTM C1064 and be as follows:

a. Not less than 40°F in moderate weather.

b. Not less than 50°F in weather during which the mean daily temperature drops below 40°F.

c. Not greater than 90°F during hot weather.

1.10. Hot Weather Concreting

Except as modified herein; hot weather concreting shall comply with ACI 305R. A water-reducing retarder shall be added to the concrete mix when the placement temperature of the concrete exceeds 75°F.

At air temperatures of 90°F or above, special procedures shall be applied to keep the concrete as cool as possible during placement and curing. The temperature of the concrete during placement shall not exceed 90°F.

1.11. Cold Weather Concreting

The conditions of cold weather concreting exist when the air temperature has fallen to, or is expected to fall below, 40°F during the protection period as described in Section 1.10.7 of this specification. Cold weather concreting shall comply with ACI 306R.

1.11.1. Embedments and Surfaces

All surfaces against which concrete is to be placed, including reinforcement, shall be free from snow, ice, and frost. All metallic items embedded in the concrete, including bars, need to be heated if the air temperature is below 10°F. Metallic embedments with a cross-sectional area great than 4 in.2 should be heated above 32°F.

1.11.2. Subgrade Condition

Concrete shall not be placed against frozen base or subgrade. Provisions for heating the subgrade or base shall be the responsibility of the Contractor and should be sufficient to raise and maintain the temperature above 32°F.

Contractor shall limit surface temperatures of supporting materials beneath slabs-on-ground and the concrete to a temperature differential of less than 20°F.

1.11.3. Placement and Protection Temperature

The minimum temperature of concrete as placed and to be maintained after placement shall be as specified in Line 1 of the Cold Weather Concrete Temperatures Table.

Concrete temperatures for placement shall not be more than 20°F of that given in the Cold Weather Concrete Temperatures Table.

Methods for ensuring the placement and protection temperature such as concrete mixture acceleration, insulation, heat systems, enclosures, a combination of these practices, or other methods are the responsibility of the Contractor and shall be in accordance with ACI 306R.

1.11.4. Mixing Temperature

The minimum temperature of concrete at time of mixing shall be as specified in Lines 2, 3, and 4 of the Cold Weather Concrete Temperatures Table.

Concrete temperatures for mixing shall not be more than 15°F of that given in the Cold Weather Concrete Temperatures Table.

Methods for ensuring the mixing temperature such as heating mixing water, heating aggregates, or other methods, are the responsibility of the Contractor and shall be in accordance with ACI 306R.

Cold Weather Concrete Temperatures Table Section size, minimum dimension

< 12 in. 12 to 36 in. 36 to 72 in. > 72 in.

Line Air Temp. Minimum concrete temperature as placed and maintained

1 - 55°F 50°F 45°F 40°F

Minimum concrete temperature as mixed for indicated air temperature* 2 Above 30°F 60°F 55°F 50°F 45°F 3 0 to 30°F 65°F 60°F 55°F 50°F 4 Below 0°F 70°F 65°F 60°F 55°F

5 - Max allowable gradual temperature drop in first 24 hours after end of protection 50°F 40°F 30°F 20°F

*For colder weather, a greater margin in temperature is provided between concrete as mixed and required minimum temperature of fresh concrete in place.

Note 1: For Line 1, maximum placement temperature is minimum temperature in the table plus 20°F.

Note 2: For Lines 2-4, maximum temperature is minimum temperature in the table plus 15°F

*Source: ACI 306R-16 Cold Weather Concreting, Table 5.1-Recommended concrete temperatures.

1.11.5. Temperature Records

Contractor shall be responsible to provide a temperature measuring device at several points within enclosure and recording the temperature no less than twice per 24 hour period. For drilled piers only one measuring device at the edge is required.

The temperature measuring device shall left in place throughout the protection period.

Contractor shall record the maximum and minimum temperature readings in each 24-hour period and provide to the Engineer of Record.

1.11.6. Concrete Curing

Curing of concrete shall be in accordance with section 1.14 of this specification. If water curing is used, terminate use at least 24 hours before any anticipated exposure of the concrete to freezing temperatures.

1.11.7. Concrete Protection Duration

Concrete shall be protected, at a minimum, as described in the Cold Weather Concrete Temperatures Table from the effects of freezing-and-thawing cycles for durations as provided in the Cold Weather Protection Period Table.

The protection period of concrete shall extend until the concrete has reached a minimum compressive strength of 3,500 psi, if repeated cycles of freezing-and-thawing are expected prior to the concrete reaching the specified design strength.

1.12. Field Control Testing

The Contractor shall engage an independent professional testing agency and laboratory to provide all necessary equipment and personnel to perform all concrete testing at the

The testing agency and laboratory must be approved by the Owner and Engineer, prior to commencing work. Personnel performing tests shall be certified ACI Grade 1 Concrete Field Testing Technician. Copies of the test results shall be sent directly from the testing agency to the Engineer for review. Structures or equipment shall not be placed on the foundations until acceptance of test results by the Engineer.

The frequency hereinafter specified for each field control test is a minimum. If directed to do so by the Owner, any additional field control tests required shall be made.

1.12.1. Sampling

All concrete used for testing purposes shall be obtained in accordance with ASTM C172.

1.12.2. Slump

Consistency will be determined in the field by the slump test in accordance with ASTM C143. A minimum of one (1) slump test shall be performed on each load of concrete. If water is added at the job site to increase the slump, the recorded slump shall be tested after the addition of water. The specified slump for each class and usage of concrete can be found in the Mix Class Table.

1.12.3. Air Entrainment

Air entrained concrete shall be used in all applications where concrete will be exposed to moisture and cycles of freezing and thawing. Air content shall be determined in accordance with ASTM C231 or ASTM C173. A minimum of one

(1) air entrainment test shall be performed for each batch of concrete used on the project and from which concrete compression test cylinders are made. The specified air content shall be between five and seven percent (5% and 7%).

1.12.4. Compression Test Cylinders

A set of compression test cylinders is required for each batch of concrete used on compressive test cylinders prepared, cured, and delivered in accordance with ASTM C31. Each cylinder shall be labeled with the project name, date, and cylinder identification number. An information card or field report shall be completed for each set of cylinders and shall include the following:

a. Date sampled

b. Time batched

c. Time sampled

d. Ticket number

e. Air temperature

f. Concrete temperature

g. Gallons of water added

h. Specified 28-day strength

i. Slump

j. Air Content

k. Admixtures

l. Concrete mix identification

m. Specific location of pour

The test cylinders shall be transported to a professional testing laboratory at least 8 hours after final set and within 20 to 24 hours from the time they were made.

Transportation time of test cylinders shall not exceed 4 hours.

Testing of the cylinders shall be handled by the Contractor through a qualified testing laboratory in accordance with ASTM C39 in accordance with the following schedule:

a. One (1) cylinder at seven (7) days

b. Three (3) cylinders at twenty-eight (28) days

c. One (1) cylinder reserved for a fifty-six (56) day test, if necessary

The Contractor shall require the laboratory to send three sets of compressive test reports to the Owner, in addition to those copies furnished to the Contractor. One

(1)…