2025_0122_CCWA_TaraBlvdStormDrainRehabVol2of3.pdf

CLAYTON COUNTY WATER AUTHORITY

MORROW, GA

PROJECT MANUAL

FOR

BID NUMBER: 2025-SW-01

TARA BOULEVARD STORM DRAIN REHABILITATION

GEFA FUNDED PROJECT

JANUARY 2025

ISSUED FOR BID

VOLUME 2 OF 3

DIVISIONS 02 – 33

CLAYTON COUNTY WATER AUTHORITY

TARA BOULEVARD STORM DRAIN

REHABILITATION

SECTION 00 01 07

SEALS PAGE

PW\JACOBS AMERICAS\EEXJ6937 SEALS PAGE

JANUARY 2025 00 01 07 - 1

©COPYRIGHT 2025 JACOBS

TECHNICAL SPECIFICATIONS Paul Ladon Purcell, PE No. 19700

DIVISION 01 – GENERAL REQUIREMENTS

01 57 13

DIVISION 02 – EXISTING CONDITIONS

02 41 00

DIVISION 03 – CONCRETE

03 10 00, 03 15 00, 03 21 00, 03 30 10, 03 39 00, 03 62 00

DIVISION 31 – EARTHWORK

31 10 00, 31 23 16, 31 23 19.01, 31 23 23, 31 23 23.15, 31 32 19.16, 31 37 00, 31 41 00

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 31 19, 32 91 13, 32 92 00

DIVISION 33 – UTILITIES

33 05 13, 33 41 01, 33 41 01.05

END OF SECTION

PROJECT MANUAL

FOR

BID NUMBER: 2025-SW-01

TARA BOULEVARD STORM DRAIN REHABILITATION

GEFA FUNDED PROJECT

JANUARY 2025

VOLUME 2 OF 3

DIVISIONS 02 – 33

PW\JACOBS AMERICAS\EEXJ6937

00 01 10 - 1 TARA BLVD. STORM

JANUARY 2025 DRAIN REHABILITATION

TABLE OF CONTENTS

SECTION 00 01 10

TABLE OF CONTENTS

VOLUME 1 OF 3 – SPECIFICATIONS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

Section Title

00 01 15 List of Drawing Sheets

00 11 16 Advertisement for Competitive Sealed Bid

00 21 13 Instructions to Bidders

00 41 00 Bid Form

00 43 13 Georgia Bid Bond

00 45 13 Bidders Qualifications

00 45 19 Certification of Absence of Conflict of Interest

00 45 63 Vendor Information Form

00 45 75 Contractor Affidavit and Agreement

00 52 00 Agreement

00 60 13.16 Payment Bond

00 60 13.16a Waiver and Release of Lien And Payment Bond Rights Upon Final Payment

00 60 13.16b Waiver and Release of Lien and Payment Bond Rights Upon Interim Payment

00 61 13.13 Performance Bond

00 72 00 General Conditions

00 73 00 Supplementary Conditions

APPENDICES

Appendix No. Description

A GEFA - Supplemental General Conditions

B American Iron and Steel Special Conditions and Information

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TABLE OF CONTENTS

DIVISION 01 – GENERAL REQUIREMENTS

Section Title 01010 Summary of Work

01020 Definitions

01040 Coordination

01050 Project Meetings

01055 Construction Staking

01060 Regulatory Requirements

01070 Abbreviations

01091 Codes and Standards

01200 Measurement and Payment

01260 Contract Modification Procedures

01297 Progress Payment Procedures

01298 Schedule of Values

01300 Submittal Procedures

01310 Scheduling the Work

01320 Construction Photography

01350 Project Document Tracking and Control System

01400 Quality Assurance/Quality Control

01410 Testing Laboratory Services

01500 Temporary Control of Construction Operations

01510 Temporary Facilities

01530 Protection of Existing Facilities

01540 Security and Safety

01550 Traffic Regulation

01551 Site Access and Storage

01 57 13 Temporary Erosion and Sediment Control

01600 Materials and Equipment

01610 Transportation and Handling

01611 Storage and Protection

01650 Warranties

01700 Project Closeout

01720 Record Documents

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TABLE OF CONTENTS

Section Title 01740 Cleaning and Disposal

01770 Closeout Procedures

01800 Maintenance

VOLUME 2 OF 3 – TECHNICAL SPECIFICATIONS

DIVISION 02 – EXISTING CONDITIONS

Section Title 02 41 00 Demolition

DIVISION 03 – CONCRETE

Section Title 03 10 00 Concrete Forming and Accessories

03 15 00 Concrete Joints and Accessories

03 21 00 Steel Reinforcement

03 30 10 Structural Concrete

03 39 00 Concrete Curing

03 62 00 Grouting

DIVISION 31 – EARTHWORK

Section Title 31 10 00 Site Clearing

31 23 16 Excavation

31 23 19.01 Dewatering

31 23 23 Fill and Backfill

31 23 23.15 Trench Backfill

31 32 19.16 Geotextile

31 37 00 Riprap

31 41 00 Shoring

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TABLE OF CONTENTS

DIVISION 32 – EXTERIOR IMPROVEMENTS

Section Title 32 31 19 Ornamental Steel Fence System

32 91 13 Soil Preparation

32 92 00 Turf and Grasses

DIVISION 33 – UTILITIES

Section Title 33 05 13 Manholes

33 41 01 Storm Drain Piping

33 41 01.05 Reinforced Concrete

ATTACHMENTS

Attachment No. Description

1 Accura Geotechnical Engineering and Subsurface Investigation Report

VOLUME 3 OF 3 – DRAWINGS

TECHNICAL

SPECIFICATIONS

02 41 00 - 1 TARA BLVD. STORM

©COPYRIGHT 2025 JACOBS DEMOLITION

SECTION 02 41 00

DEMOLITION

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American National Standards Institute (ANSI): A10.6, Safety Requirements for Demolition Operations.

2. Occupational Safety and Health Administration (OSHA), U.S. Code of Federal Regulations (CFR) Title 29 Part 1926—Occupational Safety and Health Regulations for Construction.

3. Environmental Protection Agency (EPA), U.S. Code of Federal Regulations (CFR), Title 40:

a. Part 61—National Emission Standards for Hazardous Air

Pollutants.

b. Part 82—Protection of Stratospheric Ozone.

c. Part 273—Standards for Universal Waste Management.

1.02 DEFINITIONS

A. ACM: Asbestos-containing material.

B. Demolition: Dismantling, razing, destroying, or wrecking of any fixed building or structure or any part thereof. Demolition also includes removal of pipes, manholes tanks, conduit, and other underground facilities, whether as a separate activity or in conjunction with construction of new facilities.

C. Modify: Provide all necessary material and labor to modify an existing item to the condition indicated or specified.

D. Relocate: Remove, protect, clean and reinstall equipment, including electrical, instrumentation, and all ancillary components required to make the equipment fully functional, to the new location identified on the Drawings.

E. Renovation: Altering a facility or one or more facility components in any way.

F. Salvage/Salvageable: Remove and deliver, to the specified location(s), the equipment, building materials, or other items so identified to be saved from destruction, damage, or waste; such property to remain that of Owner. Unless otherwise specified, title to items identified for demolition shall revert to Contractor.

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1.03 SUBMITTALS

A. Informational Submittals:

1. Submit proposed Demolition/Renovation Plan, in accordance with requirements specified herein, for approval before such Work is started.

2. Submit copies of any notifications, authorizations and permits required to perform the Work.

1.04 REGULATORY AND SAFETY REQUIREMENTS

A. When applicable, demolition Work shall be accomplished in strict accordance with 29 CFR 1926-Subpart T.

B. Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the General Conditions, Contractor’s safety requirements shall conform to ANSI A10.6.

C. Furnish timely notification of this demolition effort to applicable federal, state, regional, and local authorities in accordance with 40 CFR 61-Subpart M.

1.05 DEMOLITION/RENOVATION PLAN

A. Demolition/Renovation Plan shall provide for safe conduct of the Work and shall include:

1. Detailed description of methods and equipment to be used for each operation.

2. The Contractor’s planned sequence of operations, including coordination with other work in progress.

1.06 SEQUENCING AND SCHEDULING

A. The Work of this Specification shall not commence until Contractor’s Demolition/Renovation Plan has been approved by Engineer.

1.07 USE OF EXPLOSIVES

A. Use of explosives will be prohibited unless approved by the Engineer.

1.08 ENVIRONMENTAL PROTECTION

A. No demolition work is to begin until all initial erosion and sediment control measures are installed.

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PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 EXISTING FACILITIES TO BE DEMOLISHED OR RENOVATED

A. Facilities: The existing Leslie Pool Building and adjacent designated areas scheduled for complete demolition are as shown.

B. Structures: Sidewalks, curbs, gutters, signs and street light bases shall be removed as indicated.

C. Utilities and Related Equipment:

1. Notify Owner or appropriate utilities to turn off affected services at least 48 hours before starting demolition or renovation activities.

2. Remove existing utilities as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by Engineer.

3. When utility lines are encountered that are not indicated on the Drawings, notify Owner prior to further work in that area.

4. Remove meters and related equipment and deliver to a location as determined by the Owner.

5. Excavate and remove utility lines serving buildings to be demolished to a point of connection at the main utility line.

6. Provide a permanent leak-proof closure for water and gas lines.

7. Plug sewer lines with concrete to a minimum plug length of 3 feet to prevent groundwater infiltration.

D. Paving and Slabs: Remove concrete and asphaltic concrete paving and slabs as required to perform the Work. Provide neat sawcuts at limits of pavement removal as indicated.

E. Air-Conditioning Equipment:

1. Remove air-conditioning equipment without releasing chlorofluorocarbon refrigerants to the atmosphere in accordance with the Clean Air Act Amendment of 1990.

2. Recover all refrigerants prior to removing air-conditioning equipment and dispose of as specified in Paragraph Ozone Depleting Substances

(ODS).

3. Turn in salvaged Class I ODS refrigerants as specified in Article Salvaged Materials and Equipment.

F. Electrical: Remove existing electrical service to the building to be demolished. Coordinate termination point of electrical service with the service provider.

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©COPYRIGHT 2025 JACOBS DEMOLITION

G. Universal Waste Lamps and Thermostats: Manage, contain, package, and label in strict accordance with 40 CFR 273.

3.02 PROTECTION

A. Dust and Debris Control: Prevent the spread of dust and debris at the Project Site and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution.

B. Traffic Control Signs: Where pedestrian and driver safety is endangered in the area of removal Work, use traffic barricades with flashing lights.

C. Existing Work:

1. Survey the Site and examine the Drawings and Specifications to determine the extent of the Work before beginning any demolition or renovation.

2. Take necessary precautions to avoid damage to existing items scheduled to remain in place, to be reused, or to remain the property of Owner; any Contractor-damaged items shall be repaired or replaced as directed by Engineer.

3. Provide temporary weather protection during interval between removal of existing exterior surfaces and installation of new to ensure that no water leakage or damage occurs to structure or interior areas of existing building.

4. Ensure that structural elements are not overloaded as a result of or during performance of the Work. Responsibility for additional structural elements or increasing the strength of existing structural elements as may be required as a result of any Work performed under this Contract shall be that of the Contractor. Repairs, reinforcement, or structural replacement must have Engineer approval.

5. Do not overload pavements to remain.

D. Weather Protection: For portions of the building scheduled to remain, protect building interior and materials and equipment from weather at all times.

Where removal of existing roofing is necessary to accomplish the Work, have materials and workmen ready to provide adequate and temporary covering of exposed areas so as to ensure effectiveness and to prevent loss.

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E. Trees: Protect trees within the Site that might be damaged during demolition and are indicated to be left in place, by a 6-foot-high fence. The fence shall be securely erected a minimum of 5 feet from the trunk of individual trees or follow the outer perimeter of branches or clumps of trees. Any tree designated to remain that is damaged during the Work shall be replaced in kind, as approved by the Engineer.

F. Protection of Personnel:

1. During demolition, continuously evaluate the condition of the structure being demolished and take immediate action to protect all personnel working in and around the demolition site.

2. Provide temporary barricades and other forms of protection to protect Owner’s personnel and the general public from injury due to demolition Work.

3. Provide protective measures as required to provide free and safe passage of Owner’s personnel and the general public to occupied portions of the structure.

3.03 BURNING

A. The use of burning at the Site for the disposal of refuse and debris will not be permitted.

3.04 RELOCATIONS

A. Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Clean all items to be relocated prior to reinstallation, to the satisfaction of Engineer. Repair items to be relocated which are damaged or replace damaged items with new undamaged items as approved by Engineer.

3.05 BACKFILL

A. Do not use demolition debris as backfill material.

B. Fill excavations and other hazardous openings to existing ground level or foundation level of new construction in accordance with Section 31 23 23, Fill and Backfill.

3.06 DISPOSITION OF MATERIAL

A. Do not remove equipment and materials without approval of Contractor’s Demolition/Renovation Plan by Engineer.

B. Repair or replace, at the discretion of Engineer, items damaged during removal or storage.

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©COPYRIGHT 2025 JACOBS DEMOLITION

3.07 UNSALVAGEABLE MATERIAL

A. Concrete, masonry, and other noncombustible material, except concrete permitted to remain in place, shall be disposed of offsite.

B. Universal Waste Lamps and Thermostats: Dispose of in strict accordance with

40 CFR 273.

3.08 CLEANUP

A. Debris and rubbish shall be removed from basement and similar excavations.

Debris and rubbish shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Local regulations regarding hauling and disposal shall apply.

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©COPYRIGHT 2025 JACOBS CONCRETE FORMING AND ACCESSORIES

SECTION 03 10 00

CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

b. 318, Building Code Requirements for Structural Concrete.

2. NSF International (NSF): 61, Drinking Water System Components - Health Effects.

1.02 DEFINITIONS

A. Architectural Concrete: See definition in Section 03 30 10, Structural Concrete.

B. Defective Areas: See definition in Section 03 30 10, Structural Concrete.

C. Exposed Concrete: See definition in Section 03 30 10, Structural Concrete.

1.03 DESIGN REQUIREMENTS

A. Design formwork in accordance with ACI 301 and ACI 318 to provide concrete finishes specified in Section 03 30 10, Structural Concrete.

B. Unless otherwise specified, limit deflection of facing materials for concrete surfaces to comply with ACI 301 Limit deflection of facing materials to comply with tolerance limits established by Contract Documents and with tolerances required by equipment manufacturers. Coordinate tolerance requirements with equipment manufacturers.

C. Form liner and concrete mixtures shall be compatible. Coordinate compatibility between form liner manufacturer and concrete producer.

1.04 SUBMITTALS

A. Action Submittals: Submit manufacturer’s product data of intended forms including installation hardware, accessories, form ties and propose release agent for approval by the Engineer.

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©COPYRIGHT 2025 JACOBS CONCRETE FORMING AND ACCESSORIES

1.05 QUALITY ASSURANCE

A. Qualifications:

1. Formwork Designer: Formwork, falsework, and shoring design shall be designed by an engineer licensed in the state of Project.

PART 2 PRODUCTS

2.01 FORM MATERIALS

A. Wall Forms and Underside of Slabs and Beams:

1. Materials: Plywood, hard plastic finished plywood, overlaid waterproof particle board, or steel in “new and undamaged” condition, of sufficient strength and surface smoothness to produce specified finish. Use plywood forms when using form liners. Plywood may be of lower finish grade when used in conjunction with form liners.

2. Where steel forms or form liners are used, treat steel surfaces to prevent rusting using products approved for use on steel forms.

B. Column Forms:

1. Rectangular Columns: As specified for walls.

2. Circular Columns: Fabricated steel or fiber-reinforced plastic with bolted sections or spirally wound laminated fiber form. Internally treat with release agent for full height of column.

C. Sandblasted Surface Forms: Medium-density overlay plywood for flat concrete surfaces to be sandblasted.

D. Painted Surface Forms: High-density overlay plywood for flat concrete surfaces to be painted.

E. All Other Forms: Materials as specified for wall forms.

2.02 ACCESSORIES

A. Form Release Agent:

1. Material:

a. Shall not bond with, stain, or adversely affect concrete surfaces.

b. Shall not impair subsequent treatments of concrete surfaces when applied to forms or form liners.

c. Ready-to-use water based material formulated to reduce or eliminate surface imperfections.

d. Contain no mineral oil or organic solvents.

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2. Manufacturers and Products: Not for surfaces exposed to potable water.

a. BASF, Shakopee, MN; MBT MasterFinish RL 211.

b. Cresset Chemical Company; Crete-Lease 20-VOC-Xtra.

B. Rustication Grooves and Beveled Edge Corner Strips: Nonabsorbent material, compatible with form surface, fully sealed on all sides prohibiting loss of paste or water between the two surfaces.

C. Form Snap-Ties:

1. Material: Steel.

2. Spreader Inserts:

a. Conical or spherical type.

b. Design to maintain positive contact with forming material.

c. Furnish units that will leave no metal closer than 1.5 inches to concrete surface when forms, inserts, and tie ends are removed.

3. Wire ties not permitted.

4. Flat bar ties for panel forms; furnish plastic or rubber inserts with minimum 1.5-inch depth and sufficient dimensions to permit patching of tie hole.

D. Form Snap-Ties with Water Stop:

1. For water-holding structures, basements, pipe galleries, and accessible spaces below finish grade, furnish one of the following:

a. Integral steel water stop 0.103-inch thick and 0.625-inch diameter tightly and continuously welded to tie.

b. Neoprene water stop 3/16-inch thick and 15/16-inch diameter whose center hole is one-half diameter of tie, or molded plastic water stop of comparable size.

c. Orient water stop perpendicular to tie and symmetrical about center of tie.

d. Design ties to prevent rotation or disturbance of center portion of tie during removal of ends and to prevent water leaking along tie.

E. Through-Bolts:

1. At Contractor’s option, may be used as alternate to form snap-tie or form snap-tie with water stop.

2. Tapered minimum 1-inch diameter at smallest end.

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©COPYRIGHT 2025 JACOBS CONCRETE FORMING AND ACCESSORIES

PART 3 EXECUTION

3.01 FORM SURFACE PREPARATION

A. Prior to coating surface, thoroughly clean form surfaces that will be in contact with concrete or that have been in contact with previously cast concrete, dirt, and other surface contaminants.

B. Exposed Wood Forms in Contact with Concrete: Apply form release agent as recommended by manufacturer.

C. Steel Forms: Apply form release agent as soon as they are cleaned to prevent discoloration of concrete from rust.

3.02 ERECTION

A. General: In accordance with ACI 301, unless otherwise specified.

B. Beveled Edges (Chamfer):

1. Form 3/4-inch bevels at concrete edges, unless otherwise shown.

2. Where beveled edges on existing adjacent structures are other than

3/4 inch, obtain Engineer’s approval of size prior to placement of beveled edge.

C. Wall Forms:

1. Do not reuse forms with damaged surfaces.

2. Locate form ties and joints in uninterrupted uniform pattern.

3. Inspect form surfaces prior to installation to ensure conformance with specified tolerances.

D. Form Tolerances: Provide forms in accordance with ACI 117 and ACI 318, and the following tolerances for finishes specified.

3.03 FORM REMOVAL

A. Nonsupporting forms, sides of beams, walls, columns, and similar parts of Work, may be removed after cumulatively curing at not less than 50 degrees F for 24 hours from time of concrete placement if:

1. Concrete is sufficiently hard so as not to sustain damage by form removal operations.

2. Curing and protection operations are maintained.

B. Form Ties: Remove conical inserts or through bolts and plug holes as specified in Section 03 30 10, Structural Concrete.

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©COPYRIGHT 2025 JACOBS CONCRETE JOINTS AND ACCESSORIES

SECTION 03 15 00

CONCRETE JOINTS AND ACCESSORIES

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. ASTM International (ASTM):

a. A36/A36M, Specification for Carbon Structural Steel.

b. A615/A615M, Specification for Deformed and Plain Carbon-Steel

Bars for Concrete Reinforcement.

c. A653/A653M, Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

d. A767/A767M, Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.

e. C920, Specification for Elastomeric Joint Sealants.

f. D226, Specification for Asphalt-Saturated Organic Felt Used in

Roofing and Waterproofing.

g. D227, Specification for Coal-Tar Saturated Organic Felt Used in

Roofing and Waterproofing.

h. D994, Specification for Preformed Expansion Joint Filler for

Concrete (Bituminous Type).

i. D1056, Specification for Flexible Cellular Materials—Sponge or

Expanded Rubber.

j. D1171, Standard Guide for Evaluating Nonwoven Fabrics.

k. D1751, Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

l. D1752, Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.

m. D2240, Standard Test Method for Rubber Property – Durometer Hardness.

1.02 SUBMITTALS

A. Action Submittals:

1. Shop Drawings:

a. Waterstop: Details of splices, method of securing and supporting waterstop in forms to maintain proper orientation and location during concrete placement.

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b. Construction Joints, Expansion Joints, and Control Joints: Layout and location for each type. Include joint locations shown on the Drawings, additional required joint locations, and any proposed alternate locations.

2. Product Data:

a. Waterstops.

b. Bond breaker.

c. Premolded joint fillers.

d. Pourable joint fillers.

e. Preformed control joints.

f. Epoxy-coated dowels.

g. Roofing felt.

h. Accessories not specified in other sections.

3. Samples: PVC waterstop splice, joint, and fabricated cross of each size, shape, and fitting of waterstop.

B. Informational Submittals:

1. Certification:

a. Letter stating compatibility between liquids being contained and materials used for:

1) Joint fillers.

b. Manufacturer’s application instructions for:

1) Bonding agent.

2) Bond breaker.

2. Manufacturer’s written instructions for product shipment, storage, handling, installation/application, and repair for:

a. Bond breaker.

b. Bonding agent.

c. Premolded joint fillers.

d. Pourable joint fillers (sealant proportions not required as products used only as a filler).

e. Preformed control joints.

1.03 DELIVERY, STORAGE, AND HANDLING

A. Acceptance at Site: Verify delivered materials are in accordance with Specifications, regulatory agencies, and Manufacturer’s product data sheets prior to unloading and storing onsite.

B. Storage: Store materials under tarps to protect from oil, dirt, and sunlight or as required by Manufacturer.

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©COPYRIGHT 2025 JACOBS CONCRETE JOINTS AND ACCESSORIES

PART 2 PRODUCTS

2.01 BOND BREAKER

A. Tape for Joints: Adhesive-backed glazed butyl or polyethylene tape. Same width as joint that will adhere to premolded joint material or concrete surface.

B. Use bond prevention material as specified in Section 03 30 10, Structural Concrete, except where bond breaker tape is specifically called for on the Drawings.

2.02 PREMOLDED JOINT FILLER

A. Bituminous Type: ASTM D994 or ASTM D1751.

B. Sponge Rubber:

1. Neoprene, closed cell, expanded; ASTM D1056, Type 2C5, with compression deflection, 25 percent deflection (limits), 17 psi to 24 psi minimum. Use in joints for potable and nonpotable water containment structures.

2. Manufacturer and Product: Monmouth Rubber and Plastics, Corp, Long Branch, NJ; Durafoam DK5151.

2.03 ACCESSORIES

A. Steel Reinforcement: As specified in Section 03 21 00, Steel Reinforcement.

B. Nails: Galvanized, as required for securing premolded joint filler.

PART 3 EXECUTION

3.01 GENERAL

A. Commence concrete placement after joint preparation is complete.

B. Time Between Concrete Pours: As specified in Section 03 30 10, Structural Concrete.

3.02 SURFACE PREPARATION

A. Construction Joints: Clean concrete surface prior to placement of abutting concrete.

1. Remove laitance and spillage from steel reinforcement and dowels.

2. Roughen surface to minimum of 1/4-inch amplitude:

a. Sandblast after concrete has fully cured.

b. Water blast after concrete has partially cured.

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c. Green cut fresh concrete with high-pressure water and hand tools.

3. If present in joint, do not damage waterstop.

B. Expansion Joint:

1. Use wire brush or motorized device to mechanically roughen and thoroughly clean concrete surfaces on each side of joint from plastic waterstop to top of joint.

2. Use dry, high-pressure air to remove dust and foreign material, and dry joint.

3. Prime surfaces as required before placing joint filler.

4. If present in joint, do not damage waterstop.

C. Contraction Joint:

1. Coat concrete surfaces above and below plastic waterstop with bond breaker.

2. If present in joint, do not damage or coat waterstop.

3.03 EXPANSION JOINT INSTALLATION

A. Premolded Joint Filler:

1. Sufficient in width to completely fill joint space where shown.

2. Install per manufacturer’s written instructions.

3. If waterstop is in joint, cut premolded joint filler to butt tightly against waterstop and concrete face.

4. Precut premolded joint filler to required depth at locations where joint filler or sealant is to be applied.

5. Form cavities for joint filler with either precut, premolded joint filler, or smooth removable accurately shaped material. Entire joint above waterstop, in slabs, shall be formed and removed so that entire space down to waterstop can be filled with the pourable joint filler.

6. Vibrate concrete thoroughly along joint form to produce dense, smooth surface.

B. Bituminous Type Premolded Joint Filler:

1. Drive nails approximately 1 foot 6 inches on center through filler, prior to installing, to provide anchorage embedment into concrete during concrete placement.

2. Secure premolded joint filler in forms before concrete is placed.

C. Sponge Rubber Joint Filler: Install per manufacturer’s written instructions.

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3.04 CONTRACTION JOINT INSTALLATION

A. Vibrate concrete thoroughly along the joint form to produce a dense, smooth surface. Do not roughen surface.

3.05 PREFORMED CONTROL JOINTS

A. Use only where specifically shown.

B. Locate slightly below top of slab.

C. Install in accordance with manufacturer’s written instructions in straight, full-length pieces.

D. Steel Strip Type with Preformed Groove: Brace to withstand pressure of concrete during and after placement using only approved stakes and other secondary installation materials.

3.06 MANUFACTURER’S SERVICES

A. Provide manufacturer’s representative at Site for installation assistance, inspection, and certification of proper installation for products specified.

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©COPYRIGHT 2025 JACOBS STEEL REINFORCEMENT

SECTION 03 21 00

STEEL REINFORCEMENT

PART 1 GENERAL

1.01 GENERAL

A. Steel reinforcement shall comply with ACI 301 and as modified in the following.

1.02 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

b. 301, Specifications for Structural Concrete.

c. SP-66, Detailing Manual.

2. American Welding Society (AWS): D1.4/D1.4M, Structural Welding Code - Reinforcing Steel.

3. ASTM International (ASTM):

a. A615/A615M, Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement.

b. A706/A706M, Standard Specification for Low-Alloy Steel

Deformed and Plain Bars for Concrete Reinforcement.

c. A767/767M, Standard Specification for Zinc-Coated (Galvanized)

Steel bars for Concrete Reinforcement

d. A775/A775M, Standard Specification for Epoxy-Coated Steel

Reinforcing Bars.

e. A1064/A1064M, Standard Specification for Carbon Steel Wire and

Welded Wire Reinforcement, Plain and Deformed, for Concrete.

4. Concrete Reinforcing Steel Institute (CRSI):

a. Placing Reinforcing Bars.

b. Manual of Standard Practice.

5. International Code Council (ICC): Evaluation Services Report.

1.03 SUBMITTALS

A. Action Submittals:

1. Shop Drawings prepared in accordance with ACI 301 and ACI SP-66:

a. Bending lists.

b. Placing drawings.

2. Welded, metallic sleeve splice, and mechanical threaded connection.

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B. Informational Submittals:

1. Lab test reports for steel reinforcement showing stress-strain curves and ultimate strengths.

2. Mechanical Threaded Connections:

a. Current ICC Evaluation Services Report or equivalent code agency report listing findings to include acceptance, special inspection requirements, and restrictions.

b. Verification device threads have been tested and meet requirements for thread quality, in accordance with manufacturer’s published methods.

c. Manufacturer’s instructions.

3. Test results of field testing.

1.04 QUALITY ASSURANCE

A. Welder Qualifications: Certified in accordance with AWS D1.4/D1.4M.

1.05 DELIVERY, STORAGE, AND HANDLING

A. In accordance with ACI 301 and recommendations of CRSI Placing Reinforcing Bars.

PART 2 PRODUCTS

2.01 MATERIALS

A. Reinforcing Bars:

1. Includes stirrups, ties, and spirals.

2. ASTM A615/A615M, Grade 60, where welding is not required.

3. ASTM A706/A706M, Grade 60, for reinforcing to be welded.

4. ASTM A767/767M, Grade 60, for galvanized bars.

B. Mechanical Splices and Connections:

1. Metal Sleeve Splice:

a. Furnish with cast filler metal, capable of developing, in tension or compression, 125 percent of minimum tensile strength of bar.

b. Manufacturer and Product: Erico Products, Inc., Cleveland, OH;

Cadweld T-Series.

2. Mechanical Threaded Connections:

a. Furnish metal coupling sleeve with internal threads engaging threaded ends of bars developing in tension or compression 125 percent of yield strength of bar.

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b. Manufacturers and Products:

1) Erico Products, Inc., Cleveland, OH; Lenton Reinforcing

Steel Couplers.

2) Erico Products, Inc., Cleveland, OH; Lenton Lock

Mechanical Rebar Splicing System.

3) Richmond Screw Anchor Co., Inc., Fort Worth, TX;

Richmond DB-SAE Dowel Bar Splicers.

C. Welded Wire Fabric:

1. ASTM A1064, using wire of 75 ksi minimum tensile strength.

2. Furnish flat sheets only, rolled sheets not permitted.

2.02 ACCESSORIES

A. Tie Wire:

1. Black, soft-annealed 16-gauge wire.

2. Nylon-, epoxy-, or plastic-coated wire.

B. Bar Supports and Spacers:

1. Use precast concrete bar supports: or all-plastic bar supports and side form spacers, unless noted otherwise. Do not use other types of supports or spacers.

2. Bar supports shall have sufficient strength and stiffness to carry loads without failure, displacement, or significant deformation. Space bar supports so minimum concrete cover is maintained for reinforcing between supports.

3. Use only precast concrete bar supports where concrete surfaces are exposed to weather, earth, water, chloride intrusion, or corrosive chemicals. Bar supports shall be nonconductive and have geometry and bond characteristics that deter movement of moisture from the surface to the reinforcement.

4. Precast concrete supports shall have same minimum strength and shall be made from same materials as that of the concrete in which they are to be embedded. Precast concrete supports shall be cast and properly cured for at least 7 days before use and shall have a wire or other device cast into each block for the purpose of attaching them securely to steel reinforcement.

5. In Beams, Columns, Walls, and Slabs Exposed to View after Form Removal: Use small precast concrete blocks made of same color as concrete in which they are embedded. All-plastic bar supports and side form spacers may be used, except where surface is exposed as described above.

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6. Design and fabricate special bar supports for top reinforcing bars in slabs where standard bar supports do not possess necessary geometry, strength, or stiffness.

7. Plastic Bar Supports: Manufactured by Aztec Concrete Accessories, Bloomington, CA.

8. Precast Concrete Supports:

a. Total bond precast, high-performance concrete bar supports as supplied by:

1) Dayton Superior, Miamisburg, OH, Dobies.

PART 3 EXECUTION

3.01 PREPARATION

A. Notify Engineer when reinforcing is ready for inspection and allow sufficient time for inspection prior to placing concrete.

B. Clean reinforcing bars of loose mill scale, oil, earth, and other contaminants.

C. Coat wire projecting from precast concrete bar supports with dielectric material, epoxy, or plastic.

3.02 INSTALLATION

A. Bundle or space bars, instead of field bending where construction access through reinforcing is necessary.

B. Splicing:

1. Minimum length of lap splices shall comply with table in Contract Documents.

2. Use lap splices, unless otherwise shown or permitted in writing by Engineer.

3. Welded Splices: Accomplish by full penetration groove welds and develop a minimum of 125 percent of yield strength of bar.

4. Stagger splices in adjacent bars where indicated.

C. Mechanical Splices and Connections:

1. Use only in areas specifically approved in writing by Engineer.

2. Install threaded rods as recommended by manufacturer with threads totally engaged into coupling sleeve and in accordance with ICC Evaluation Services Report or equivalent code agency report.

3. For metal sleeve splice, follow manufacturer’s installation recommendations.

4. Maintain minimum edge distance and concrete cover.

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D. Tying Reinforcing Bars:

1. Tie every other intersection on mats made up of Nos. 3, 4, 5, and 6 bars to hold them firmly at required spacing.

2. Bend tie wire away from concrete surface to provide clearance of 1 inch from surface of concrete to tie wire.

E. Reinforcement Around Openings: On each side and above and below pipe or opening, place an equivalent area of steel bars to replace steel bars cut for opening. Extend steel reinforcing a standard lap length beyond opening at each end.

F. Welding Reinforcement:

1. Only ASTM A706/A706M bars may be welded.

2. Do not perform welding until welder qualifications are approved.

G. Straightening and Rebending: Field bending of steel reinforcement bars is not permitted.

H. Unless permitted by Engineer, do not cut reinforcing bars in field.

3.03 WELDED WIRE FABRIC INSTALLATION

A. Use only where specifically shown.

B. Extend fabric to within 2 inches of edges of slab and lap splices at least 1-1/2 courses of fabric or minimum 8 inches.

C. Tie laps and splices securely at ends and at least every 24 inches with tie wire.

D. Place welded wire fabric on concrete blocks and rigidly support equal to that provided for reinforced bars. Do not use broken concrete, brick, or stone.

E. Do not use fabric that has been rolled. Install flat sheets only.

3.04 TESTS AND INSPECTION

A. An independent testing agency will be retained to visually inspect and test reinforcing steel welds in accordance with AWS D1.4/D1.4M. An independent testing agency will be retained to inspect mechanical splices and verify components are installed in accordance with manufacturer’s instruction and ICC Evaluation Services Report or equivalent code agency report.

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SECTION 03 30 10

STRUCTURAL CONCRETE

PART 1 GENERAL

1.01 GENERAL

A. Work shall conform to requirements of ACI 301, Specifications for Structural Concrete, unless otherwise specified.

1.02 REFERENCES

A. In accordance with ACI 301 and the following:

1. American Concrete Institute (ACI):

a. 301, Specifications for Structural Concrete.

b. 305.1, Specification for Hot Weather Concreting.

c. 306.1, Specification for Cold Weather Concreting.

d. 308.1, Specification for Curing Concrete.

e. 350.1, Specification for Tightness Testing of Environmental

Engineering Concrete Containment Structures and Commentary.

f. SP-66, Detailing Manual.

2. ASTM International (ASTM):

a. C1260, Standard Test Method for Potential Alkali Reactivity of

Aggregates (Mortar-Bar Method).

b. D1056, Specification for Flexible Cellular Materials—Sponge or

Expanded Rubber.

3. Concrete Reinforcing Steel Institute (CRSI):

a. Manual of Standard Practice.

b. Placing Reinforcing Bars.

c. ANSI/CRSI – RB 4.1, CRSI Standard for Supports for

Reinforcement Used in Concrete.

4. Corps of Engineers (COE): CRD-C-572, Corps of Engineers

Specifications for Polyvinylchloride Waterstop.

5. National Ready Mixed Concrete Association (NRMCA).

1.03 DEFINITIONS

A. Cold Weather: When ambient temperature is below 40 degrees F or is approaching 40 degrees F and falling.

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B. Defective Area: Surface defects that include honeycomb, rock pockets, indentations, and surface voids greater than 3/16-inch deep, surface voids greater than 3/4 inch in diameter, cold joints, cracks in liquid containment structures and below grade habitable spaces that are 0.005-inch wide and wider, spalls, chips, embedded debris, sand streaks, mortar leakage from form joints, deviations in formed surface that exceed specified tolerances and include but are not limited to fins, form pop-outs, and other projections. At exposed concrete, defective areas also include texture irregularities, stains, and other color variations that cannot be removed by cleaning.

C. Exposed Concrete: Concrete surface that can be seen inside or outside of structure regardless of whether concrete is above water, dry at all times, or can be seen when structure is drained.

D. Hot Weather: As defined in ACI 305.1.

E. Hydraulic Structure: Liquid containment structure or below grade structure designed for hydrostatic forces.

F. New Concrete: Concrete less than 60 days old.

G. Top Bars: Horizontal bars placed such that 12 inches of fresh concrete is cast below in single placement.

1.04 SUBMITTALS

A. Action Submittals:

1. Mix Design:

a. Contain proportions of materials and admixtures to be used on

Project, signed by mix designer.

b. Documentation of average strength for each proposed mix design in accordance with ACI 301.

c. Manufacturer’s Certificate of Compliance, for the following:

1) Portland cement.

2) Fly ash.

3) Slag cement.

4) Aggregates, including specified class designation for coarse aggregate.

5) Admixtures.

6) Concrete producer has verified compatibility of constituent materials in design mix.

7) Concrete mixture shall be certified in accordance with ANSI

Standard 61 for contact with potable water.

d. Test Reports:

1) Cement: Chemical analysis report.

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2) Supplementary Cementitious Materials: Chemical analysis report and report of other specified test analyses.

3) Aggregates:

a) Deleterious substances in fine aggregate per

ASTM C33/C33M, Table 2.

b) Deleterious substances in coarse aggregate per

ASTM C33/C33M, Table 4.

4) Water-Soluble Chloride-Ion Content in Hardened Concrete:

One of the following:

a) Test report in accordance with

ASTM C1218/C1218M at an age between 28 days and 42 days.

b) Calculation of water-soluble chloride content based on certified chloride content of each constituent material and proportion of constituent material in concrete mixture.

c) All of the following:

(1) Manufacturer’s Certificate of Compliance that each admixture does not intentionally add chlorides and/or that the chloride content of each admixture does not exceed trace amounts.

(2) Verification that potable water is used in the concrete mix or test data documenting the chloride content of the water.

(3) Letter from the concrete supplier stating that fine and coarse aggregates are from sources that are not known to be susceptible to chlorides in the aggregates.

5) Alkali Aggregate Reactivity: Where required, in accordance with Article Concrete Mix Design. Include documentation of test results per applicable standards.

6) Shrinkage Test Results: In accordance with ASTM C157/C157M as modified herein.

e. Product Data:

1) Admixtures: Manufacturer’s product data sheets for each admixture used in proposed mix designs.

2. Letter stating compatibility between liquids being contained and materials used for waterstops and joint fillers.

3. Detailed plan for curing and protection of concrete placed and cured in cold weather. Details shall include, but not be limited to, the following:

a. Procedures for protecting subgrade from frost and accumulation of ice or snow on reinforcement, other metallic embeds, and forms prior to placement.

b. Documentation of embeds that must be at a temperature above freezing prior to placement of concrete.

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c. Procedures for measuring and recording temperatures of reinforcement and other embedded items prior to concrete placement.

d. Methods for temperature protection during placement.

e. Types of covering, insulation, housing, or heating to be provided.

f. Curing methods to be used during and following protection period.

g. Use of strength accelerating admixtures.

h. Methods for verification of in-place strength.

i. Procedures for measuring and recording concrete temperatures.

j. Procedures for preventing drying during dry, windy conditions.

4. Detailed plan for hot-weather placements including curing and protection for concrete placed in ambient temperatures over 80 degrees F. Plan shall include, but not be limited to, the following:

a. Procedures for measuring and recording temperatures of reinforcement and other embedded items prior to concrete placement.

b. Use of retarding admixture.

c. Methods for controlling temperature of reinforcement and other embedded items and concrete materials before and during placement.

d. Types of shading and wind protection to be provided.

e. Curing methods, including use of evaporation retardant.

f. Procedures for measuring and recording concrete temperatures.

g. Procedures for preventing drying during dry, windy conditions.

5. Thermal Control Plan: For mass concrete sections.

6. Concrete repair techniques.

B. Informational Submittals:

1. Preinstallation Conference minutes.

2. Manufacturer’s application instructions for bonding agent and bond breaker.

3. Manufacturer’s Certificate of Compliance to specified standards:

a. Bonding agent.

b. Bond breaker.

c. Repair materials.

4. Statement of Qualification:

a. Batch Plant: Certification as specified herein.

b. Mix designer.

c. Installer.

d. Testing agency.

5. Joint Filler(s) for Potable Water Structures: Copy of applicable NSF listing.

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6. Manufacturer’s written instructions for product shipment, storage, handling, installation/application, and repair for:

a. Joint filler and primer.

b. Preformed control joint.

7. Recorded temperature data from concrete placement where specified.

8. Tightness test results.

9. Concrete Delivery Tickets:

a. For each batch of concrete before unloading at Site.

b. In accordance with ASTM C94/C94M, including

Requirement 14.2.1. through Requirement 14.2.10.

c. Indicate amount of mixing water withheld and maximum amount that may be permitted to be added at Site.

1.05 QUALITY ASSURANCE

A. Qualifications:

1. Batch Plant: NRMCA Program for Certification of Ready-Mixed Concrete Production Facilities or approved equivalent program.

2. Mix Designer: Person responsible for developing concrete mixture proportions certified as NRMCA Concrete Technologist Level 2 or DOT certified mix designer in jurisdiction of the Work. Requirement may be waived if individual is Contractor’s Licensed Design Engineer.

3. Flatwork Finisher: Unless otherwise permitted, at least one person on finishing crew shall be certified as an ACI Flatwork Finisher, or equivalent.

4. Testing Agency: Unless otherwise permitted, an independent agency, acceptable to authorities having jurisdiction, qualified according to ASTM C1077 and ASTM E329 for testing indicated.

a. Where field testing is required of Contractor, personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.

b. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician–Grade I. Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician–Grade II.

B. Preinstallation Conference:

1. Required Meeting Attendees:

a. Contractor, including pumping, placing and finishing, and curing subcontractors.

b. Ready-mix producer.

c. Admixture representative.

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d. Testing and sampling personnel.

e. Steel Reinforcement Installer

f. Owner and/or Owner’s designee.

2. Schedule and conduct prior to incorporation of respective products into Project. Notify Owner of location and time.

3. Agenda shall include:

a. Admixture types, dosage, performance, and redosing at Site.

b. Mix designs, test of mixes, and Submittals.

c. Placement methods, techniques, equipment, consolidation, and form pressures.

d. Slump or slump flow and placement time to maintain slump and slump flow.

e. Finish, curing, and water retention.

f. Steel reinforcement details.

g. Protection procedures for weather conditions.

h. Other specified requirements requiring coordination.

4. Conference minutes as specified.

PART 2 PRODUCTS

2.01 FORMWORK

A. Form Materials:

1. For exposed areas, use hard plastic finished plywood, overlaid waterproof particle board, or steel in new and undamaged condition, of sufficient strength and surface smoothness to produce specified finish.

2. For unexposed areas, use new shiplap or plywood.

3. Earth cuts may be used for forming footings.

B. Beveled Edge Corner Strips: Nonabsorbent material, compatible with form surface, fully sealed on all sides prohibiting loss of paste or water between the two surfaces.

C. Form Ties:

1. Material: Steel.

2. Spreader Inserts:

a. Conical or spherical type.

b. Design to maintain positive contact with forming material.

c. Furnish units that will leave no metal closer than 1-1/2 inches to concrete surface when forms, inserts, and tie ends are removed.

3. Wire ties not permitted.

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2.02 CONCRETE

A. Materials:

1. Cementitious Materials:

a. Cement:

1) Portland Cement: Unless otherwise specified, conform to requirements of ASTM C150/C150M.

2) Blended Hydraulic Cement:

a) Unless otherwise specified, excluding Type IS

(greater than 70), conforming to ASTM C595/C595M.

b) Portland cement used in blended hydraulic cement;

conform to requirements of ASTM C150/C150M.

3) Performance-Based Cement: Conform to requirements of

ASTM C1157/C1157M.

a) For sections of structure that are assigned Exposure

Class F3, submit certification on cement composition verifying that concrete mixture conforms to Table 4.2.1.1(b) of ACI 301.

4) Furnish from one source.

b. Supplementary Cementitious Materials (SCM):

1) Fly Ash (Pozzolan): Class F fly ash in accordance with ASTM C618, except as modified herein:

a) ASTM C618, Table 1, Loss on Ignition: Unless permitted otherwise, maximum 3 percent.

2) Slag Cement: In accordance with ASTM C989/C989M, Grade 100 or Grade 120.

3) Silica Fume: In accordance with ASTM C1240.

2. Aggregates: Unless otherwise permitted, furnish from one source for each aggregate type used in a mix design.

a. Aggregates:

1) In accordance with ASTM C33/C33M, except as modified herein.

a) In accordance with ACI 301, except as modified herein.

b) Free of materials and aggregate types causing popouts, discoloration, staining, or other defects on surface of concrete.

c) Aggregates that are susceptible to alkali-carbonate reactions shall not be used.

d) Alkali Silica Reactivity: See Article Concrete Mix Design.

2) Fine Aggregates:

a) In accordance with ASTM C33/C33M, except as modified herein.

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b) In the event manufactured sand is included in the mix design, the material shall be from the same source as the coarse aggregate.

c) Limit deleterious substances in accordance with ASTM C33/C33M, Table 2 and as follows:

(1) Limit material finer than 75-μm (No. 200) sieve to 3 percent mass of total sample.

(2) Limit coal and lignite to 0.5 percent.

3) Coarse Aggregate:

a) Crushed gravels, crushed stone, or combination of these materials containing no more than 15 percent flat or elongated particles as determined by

ASTM D4791.

b) Limit deleterious substances in accordance with ASTM C33/C33M, Table 4 for specified class designation.

3. Admixtures:

a. Characteristics:

1) Compatible with other constituents in mix.

2) Contain at most, only trace amount chlorides in solution.

3) Furnish type of admixture as recommended by manufacturer for anticipated temperature ranges.

b. Air-Entraining Admixture: ASTM C260/C260M.

c. Water-Reducing Admixture: ASTM C494/C494M, Type A or

Type…