Am_0004_Spec.pdf

Am #0004 - 2 (Continuation SF 30)

10 MAR 2023

Solicitation No. W9128F23R0016

Date of Issue: 10 FEB 2023 Date of Receiving Proposals: 21 MAR 2023

SUBJECT: Amendment No. 0004 to Request for Proposal Solicitation Package for Construction of

FIRE STATION SUPPORT FACILITY AT FORT CARSON, CO

TO: Prospective Offerors and Others Concerned

1. The specifications and drawings for subject project are hereby modified as follows (revise all specification indices, attachment lists, and drawing indices accordingly).

a. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been identified by “[*Am- [4]]”(underlining of added text and/or strikeout of deleted text).

Pages or Sections Deleted Pages or Sections Substituted or Added 03 30 00 03 30 00* 07 21 13 07 21 13* ** ** ** 07 81 00 09 30 10 09 30 10* 28 10 05 28 10 05* 32 15 00 32 15 00* 32 92 19 32 92 29* 32 93 00 ** ** ** ** ** *8* 33 05 23 33 56 10 33 56 10*

b. Drawings (New and Reissued). The following drawings new or revised with latest revision date indicated on each sheet, and reissued with this amendment.

(1) Sheet G-002, INDEX

(2) Sheet B-101, SOIL BORING LOCATION PLAN

(3) Sheet CS101, SITE PLAN AREA 101

(4) Sheet CG101, GRADING PLAN AREA 101

(5) Sheet CG101A, GRADING PLAN AREA 101 TURN AROUND OPTION

(6) Sheet CG201, STORM DRAIN PROFILES

(7) Sheet CG502, STORM DRAIN DETAILS

(8) Sheet CG503, STORM DRAIN DETAILS

(9) Sheet CG504, STORM DRAIN DETAILS

(10) Sheet CP401A, JOINT PLAN AREA 401 PAVING OPTION

Am #0004 - 3

(11) Sheet CP402A, JOINT PLAN AREA 402 PAVING OPTION

(12) Sheet CP403A, JOINT PLAN AREA 403 PAVING OPTION

(13) Sheet CE101, EROSION CONTROL PLAN AREA 101

(14) Sheet CE101A, EROSION CONTROL PLAN AREA 101 TURN AROUND OPTION

(15) Sheet CU101, UTILITY PLAN AREA 101

(16) Sheet CU505, CASING PIPE DETAILS

(17) Sheet ES401, ELECTRICAL SITE PLAN ENLARGED FUEL AREA

(18) Sheet TS101, TELECOMMUNICATIONS SITE PLAN AREA 101

(19) Sheet TS501, TELECOMMUNICATIONS BURIAL DETAILS

(20) Sheet A-111, FLOOR PLAN AREA A

(21) Sheet A-200, BUILDING ELEVATIONS

(22) Sheet A-402, WALL SECTIONS

(23) Sheet A-511, WALL DETAILS

(24) Sheet A-600, ROOM FINISH SCHEDULE

(25) Sheet A-610, DOOR, WINDOW AND LOUVER SCHEDULES

(26) Sheet S-200, WORK ROOM PLAN AND DETAILS

(27) Sheet T-001, TELECOMMUNICATIONS LEGEND AND NOTES

(28) Sheet T-401, ENLARGED TELECOMMUNICATIONS ROOM

2. This amendment is a part of the proposing papers and its receipt shall be acknowledged. All other conditions and requirements of the request for proposal remain unchanged.

3. Electronic Proposal/Email. See section 00 22 00 for how to submit electronic proposals

4. Electric Offers will be received until 2:00 p.m., local time at place of receiving proposals, 21 MARCH 2023, as stated in the Request For Proposal.

Attachments:

Spec Pages listed in 1.a. above Dwgs. listed in 1.b. above

U.S. Army Corps of Engineers, Omaha District 1616 Capitol Avenue Omaha, Nebraska 68102-4901

10 MAR 2023

Am #0004 - 4 jmh/2181

Fire Station Support Facility (Gate 6), PN76447 - Ft Carson, CO FCDR

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.3 SUBMITTALS

1.4 MODIFICATION OF REFERENCES

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Reinforcement

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

1.6.1.2 Concrete Mix Design

1.6.2 Shop Drawings

1.6.2.1 Formwork

1.6.2.2 Reinforcing Steel

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

1.6.3.2 Pumping Concrete

1.6.3.3 Finishing Plan

1.6.3.4 Safety Data Sheets

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

1.6.4.2 Aggregates

1.6.5 Field Samples

1.6.5.1 Slab Finish Samples

1.6.6 Quality Control Plan

1.6.7 Quality Control Personnel Certifications

1.6.7.1 Field Testing Technician and Testing Agency

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

1.6.9 Laboratory Accreditation

1.7 SUSTAINABLE DESIGN REQUIREMENTS

1.7.1 Local/Regional Materials

1.8 QUALIFICATIONS FOR WELDING WORK

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

2.1.1 Wood Forms

2.1.1.1 Concrete Form Plywood (Standard Rough)

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

2.1.2 Plastic Forms

2.1.3 Carton Forms for Voids Under Slabs

2.1.4 Steel Forms

2.2 FORMWORK ACCESSORIES

2.2.1 Form Ties

2.2.2 Biodegradable Form Release Agent

SECTION 03 30 00 Page 1

2.2.3 Chamfer Materials

2.2.4 Construction and movement joints

2.2.5 Perimeter Insulation

2.2.6 Other Embedded items

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

2.3.1.2 Fly Ash

2.3.1.3 Other Supplementary Cementitious Materials

2.3.2 Water

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

2.3.3.2 Recycled Aggregate Materials

2.3.4 Admixtures

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

2.4.2 Nonshrink Grout

2.4.3 Floor Finish Materials

2.4.3.1 Liquid Chemical Floor Sealers

2.4.4 Expansion/Contraction Joint Filler

2.4.5 Joint Sealants

2.4.5.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.5.2 Vertical Surfaces Greater Than 3 Percent Slope

2.4.5.3 Preformed Polychloroprene Elastomeric Type

2.4.6 Vapor Retarder

2.4.7 Dovetail Anchor Slot

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

2.5.2.2 Freezing and Thawing Resistance

2.5.2.3 Corrosion and Chloride Content

2.5.2.4 Sulfate Resistance

2.5.2.5 Concrete Temperature

2.5.2.6 Concrete permeability

2.5.3 Trial Mixtures

2.5.4 Ready-Mix Concrete

2.6 REINFORCEMENT

2.6.1 Reinforcing Bars

2.6.1.1 Bar Mats

2.6.1.2 Headed Shear Stud Reinforcement

2.6.2 Mechanical Reinforcing Bar Connectors

2.6.3 Wire

2.6.4 Welded wire reinforcement

2.6.5 Reinforcing Bar Supports

2.6.6 Dowels for Load Transfer in Floors

2.6.7 Welding

PART 3 EXECUTION

3.1 EXAMINATION

3.2 PREPARATION

3.2.1 General

3.2.2 Subgrade Under Foundations and Footings

3.2.3 Subgrade Under Slabs on Ground

3.2.4 Edge Forms and Screed Strips for Slabs

3.2.5 Reinforcement and Other Embedded Items

3.3 FORMS

3.3.1 Coating

SECTION 03 30 00 Page 2

3.3.2 Reuse

3.3.3 Forms for Standard Rough Form Finish

3.3.4 Forms for Standard Smooth Form Finish

3.3.5 Form Ties

3.3.6 Tolerances for Form Construction

3.3.7 Removal of Forms and Supports

3.3.8 Strength of Concrete Required for Removal of Formwork

3.4 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.4.1 General

3.4.2 Vapor Retarder

3.4.3 Perimeter Insulation

3.4.4 Reinforcement Supports

3.4.5 Splicing

3.4.6 Future Bonding

3.4.7 Setting Miscellaneous Material

3.4.8 Fabrication

3.4.9 Placing Reinforcement

3.4.10 Spacing of Reinforcing Bars

3.4.11 Concrete Protection for Reinforcement

3.4.12 Welding

3.5 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.5.1 Measuring

3.5.2 Mixing

3.5.3 Transporting

3.6 PLACING CONCRETE

3.6.1 Pumping

3.6.2 Cold Weather

3.6.3 Hot Weather

3.6.4 Bonding

3.7 WASTE MANAGEMENT

3.7.1 Mixing Equipment

3.7.2 Hardened, Cured Waste Concrete

3.7.3 Reinforcing Steel

3.7.4 Other Waste

3.8 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.8.1 Defects

3.8.2 Not Against Forms (Top of Walls)

3.8.3 Formed Surfaces

3.8.3.1 Tolerances

3.8.3.2 As-Cast Rough Form

3.8.3.3 Standard Smooth Finish

3.9 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

3.9.1 Finish

3.9.1.1 Scratched

3.9.1.2 Floated

3.9.1.3 Steel Troweled

3.9.1.4 Broomed

3.9.1.5 Pavement

3.9.1.6 Liquid Chemical Floor Sealer

3.9.2 Flat Floor Finishes

3.9.2.1 Measurement of Floor Tolerances

3.9.2.2 Remedies for Out of Tolerance Work

3.9.3 Trench Drains

3.9.4 Splash Blocks

3.10 JOINTS

3.10.1 Construction Joints

3.10.1.1 Maximum Allowable Construction Joint Spacing

3.10.1.2 Construction Joints for Constructability Purposes

3.10.2 Isolation Joints in Slabs on Ground

SECTION 03 30 00 Page 3

3.10.3 Contraction Joints in Slabs on Ground

3.10.4 Sealing Joints in Slabs on Ground

3.11 CURING AND PROTECTION

3.11.1 Requirements for Type III, High-Early-Strength Portland Cement

3.11.2 Curing Periods

3.11.3 Curing Formed Surfaces

3.11.4 Curing Unformed Surfaces

3.11.5 Temperature of Concrete During Curing

3.11.6 Protection from Mechanical Injury

3.11.7 Protection After Curing

3.12 FIELD QUALITY CONTROL

3.12.1 Sampling

3.12.2 Testing

3.12.2.1 Slump Tests

3.12.2.2 Temperature Tests

3.12.2.3 Compressive Strength Tests

3.12.2.4 Air Content

3.12.2.5 Unit Weight of Structural Concrete

3.12.2.6 Chloride Ion Concentration

3.12.2.7 Strength of Concrete Structure

3.12.2.8 Non-Conforming Materials

3.12.2.9 Testing Concrete Structure for Strength

3.13 REPAIR, REHABILITATION AND REMOVAL

3.13.1 Repair of Weak Surfaces

3.13.2 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

SECTION 03 30 00 Page 4

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 121R (2008) Guide for Concrete Construction Quality Systems in Conformance with ISO

ACI 301 (2016) Specifications for Structural Concrete

ACI 302.1R (2015) Guide for Concrete Floor and Slab Construction

ACI 304.2R (2017) Guide to Placing Concrete by Pumping Methods

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ACI SP-15 (2011) Field Reference Manual: Standard Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ACI SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

SECTION 03 30 00 Page 5

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1044/A1044M (2016a) Standard Specification for Steel Stud Assemblies for Shear Reinforcement of Concrete

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A184/A184M (2017) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM A996/A996M (2016) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1074 (2011) Standard Practice for Estimating Concrete Strength by the Maturity Method

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1218/C1218M (2017) Standard Test Method for Water-Soluble Chloride in Mortar and Concrete

SECTION 03 30 00 Page 6

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1293 (2008; R 2015) Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction

ASTM C1315 (2011) Standard Specification for Liquid Membrane-Forming Curing Compounds Having Special Properties for Curing and Sealing Concrete

ASTM C138/C138M (2017a) Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C173/C173M (2016) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C1778 (2016) Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C31/C31M (2019) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2018) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

SECTION 03 30 00 Page 7

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2018a) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C552 (2017; E 2018) Standard Specification for Cellular Glass Thermal Insulation

ASTM C578 (2018) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2017) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2018) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C803/C803M (2018) Standard Test Method for Penetration Resistance of Hardened Concrete

ASTM C873/C873M (2015) Standard Test Method for Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds

ASTM C900 (2015) Standard Test Method for Pullout Strength of Hardened Concrete

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2018) Standard Specification for Ready-Mixed Concrete

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D2628 (1991; R 2016) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

SECTION 03 30 00 Page 8

ASTM D6690 (2015) Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM E1155 (2014) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

ASTM E1643 (2018a) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

ASTM E1745 (2017) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

ASTM E329 (2020) Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

ASTM E96/E96M (2016) Standard Test Methods for Water Vapor Transmission of Materials

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

CRSI RB4.1 (2016) Supports for Reinforcement Used in Concrete

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS 1-07, Structural Plywood

U.S. GREEN BUILDING COUNCIL (USGBC)

LEED NC (2009) Leadership in Energy and Environmental Design(tm) New Construction Rating System

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, slag cement.

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

d. "Supplementary cementing materials" (SCM) include coal fly ash, silica

SECTION 03 30 00 Page 9 fume, slag cement, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in improvement to sustainability and durability and reduced cost.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

f. "Mass Concrete" is any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.

g. "Mixture proportioning" is the process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project while minimizing the initial and life-cycle cost.

h. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic meter or cubic yard) of concrete.

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

j. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

Quality Control Plan ; G, RO

Quality Control Personnel Certifications ; G, RO

Quality Control Organizational Chart

Laboratory Accreditation ; G, RO

Form Removal Schedule ; G, RO

Maturity Method Data

SECTION 03 30 00 Page 10

SD-02 Shop Drawings

Formwork ; G, RO

Reinforcing Steel ; G, RO

SD-03 Product Data

Joint Sealants ; ( LEED NC)

Joint Filler ; ( LEED NC)

Formwork Materials

Recycled Aggregate Materials ; ( LEED NC)

Cementitious Materials ; ( LEED NC)

Vapor Retarder

Concrete Curing Materials

Reinforcement ; ( LEED NC)

Liquid Chemical Floor Sealers

Admixtures

Mechanical Reinforcing Bar Connectors

Local/Regional Materials ; ( LEED NC)

Biodegradable Form Release Agent

Pumping Concrete

Finishing Plan

Nonshrink Grout

SD-04 Samples

Slab Finish Samples

SD-05 Design Data

Concrete Mix Design ; G, RO

Formwork Calculations ; G, RO

SD-06 Test Reports

Concrete Mix Design ; G, RO

Fly Ash

Pozzolan

Aggregates

SECTION 03 30 00 Page 11

Tolerance Report

Compressive Strength Tests ; G, RO

Unit Weight of Structural Concrete

Chloride Ion Concentration

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

Safety Data Sheets

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Liquid Chemical Floor Sealers

Joint Sealants ; ( LEED NC)

Curing Compound

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 , ACI 304R and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

SECTION 03 30 00 Page 12

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

ACI 347R . Include design calculations for shoring of elevated structural floor slabs, indicating arrangement of forms, sizes and grades of supports (lumber), and related components. Furnish drawings and calculations of shoring and re-shoring methods proposed for floor slabs. Calculations must indicate concrete pressure with both live and dead loads, along with material types.

1.6.1.2 Concrete Mix Design

Sixty days minimum, prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, supplementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, supplementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.6.2 Shop Drawings

1.6.2.1 Formwork

Drawings showing details of formwork for foundation walls, including, but not limited to; joints, supports, studding and shoring, and sequence of form and shoring removal. Indicate placement schedule, construction, location and method of forming control joints. Include locations of inserts, conduit, sleeves and other embedded items. Reproductions of contract drawings are unacceptable. Submit form removal schedule indicating element and minimum length of time for form removal.

1.6.2.2 Reinforcing Steel

Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

SECTION 03 30 00 Page 13

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete elements in accordance with ACI 308.1 .

1.6.3.2 Pumping Concrete

Submit proposed materials and methods for pumping concrete, if used as a placement method. Submittal must include mix designs, pumping equipment including type of pump and size and material for pipe, and maximum length and height concrete is to be pumped.

1.6.3.3 Finishing Plan

Submit proposed material and procedures to be used in obtaining the surface finish for the Apparatus Bay floors.

1.6.3.4 Safety Data Sheets

Submit Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects. SDS must be readily accessible during each work shift to employees when they are at the construction site.

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C618 for fly ash and pozzolan. Submit test results performed within 6 months of submittal date.

1.6.4.2 Aggregates

Submit test results in accordance with ASTM C33/C33M, and ASTM C1293 or ASTM C1567 as required in the paragraph titled ALKALI-AGGREGATE REACTION.

1.6.5 Field Samples

1.6.5.1 Slab Finish Samples

Install a minimum of a 10 foot by 10 foot slab for each of the three broom finish choices of the Apparatus Bay and Work Room. Slab finish samples must not be part of the final project. Finish as required by specification for selection of the degree of broom application to be used in the project.

1.6.6 Quality Control Plan

Develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. The plan must include approved laboratories. Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. All quality control reports must be provided to the Contracting Officer, Quality Manager and Concrete Supplier. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

SECTION 03 30 00 Page 14

1.6.7 Quality Control Personnel Certifications

The Contractor must submit for approval the responsibilities of the various quality control personnel, including the names and qualifications of the individuals in those positions and a quality control organizational chart defining the quality control hierarchy and the responsibility of the various positions. Quality control personnel must be employed by the Contractor.

Submit American Concrete Institute certification for the following:

a. CQC personnel responsible for inspection of concrete operations.

b. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews.

c. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade I.

1.6.7.1 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on concrete.

a. Work on concrete under this contract must be performed by an ACI Concrete Field Testing Technician Grade 1 qualified in accordance with ACI SP-2 or equivalent. Equivalent certification programs must include requirements for written and performance examinations as stipulated in ACI SP-2 .

b. Testing agencies that perform testing services on reinforcing steel must meet the requirements of ASTM E329.

c. Testing agencies that perform testing services on concrete materials must meet the requirements of ASTM C1077.

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

The concrete testing laboratory must have the necessary equipment and experience to accomplish required testing. The laboratory must meet the requirements of ASTM C1077 and be Cement and Concrete Reference Laboratory (CCRL) inspected.

1.6.9 Laboratory Accreditation

Laboratory and testing facilities must be provided by and at the expense of the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a registered professional engineer in a U.S. state or territory who is competent in concrete materials and must sign all reports and designs.

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b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by

ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.7 SUSTAINABLE DESIGN REQUIREMENTS

1.7.1 Local/Regional Materials

See Section 01 33 29 SUSTAINABILITY REPORTING for cumulative total local material requirements. Concrete materials may be locally available.

1.8 QUALIFICATIONS FOR WELDING WORK

Welding procedures must be in accordance with AWS D1.4/D1.4M .

Verify that Welder qualifications are in accordance with AWS D1.4/D1.4M for welding of reinforcement or under an equivalent qualification test approved in advance. Welders are permitted to do only the type of welding for which each is specifically qualified.

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

a. Form-facing material in contact with concrete must be lumber, plywood, tempered concrete-form-grade hardboard, metal, plastic, or treated paper that creates specified appearance and texture of concrete surface. Submit product information on proposed form-facing materials if different from that specified herein.

b. Design formwork, shores, reshores, and backshores to support loads transmitted to them and to comply with applicable building code requirements.

d. Design formwork to withstand pressure resulting from placement and vibration of concrete and to maintain specified tolerances.

e. Design formwork to accommodate waterstop materials in joints at locations indicated in Contract Documents.

f. Provide temporary openings in formwork if needed to facilitate cleaning and inspection.

g. Design formwork joints to inhibit leakage of mortar.

h. Limit deflection of facing materials for concrete surfaces exposed to view to 1/240of center-to-center spacing of facing supports.

i. Do not use earth cuts as forms for vertical or sloping surfaces.

j. Submit product information on proposed form-facing materials if different from that specified herein.

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k. Submit shop drawings for formwork, shoring, reshoring, and backshoring.

l. Submit design calculations for formwork, shoring, reshoring, and backshoring for structural elevated slabs. Design calculations for shoring of structural elevated slabs must be signed and sealed by a licensed design engineer.

n. Submit manufacturer's product data on form liner proposed for use with each formed surface.

2.1.1 Wood Forms

Use lumber as specified in Section 06 10 00 ROUGH CARPENTRY and as follows. Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Provide plywood that complies with NIST PS 1 , B-B concrete form panels or better or AHA A135.4 , hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood (Standard Rough)

Provide plywood that conforms to NIST PS 1 , B-B, concrete form, not less than 5/8-inch thick.

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

Provide plywood that conforms to NIST PS 1 , B-B, high density form overlay, not less than 5/8-inch thick.

2.1.2 Plastic Forms

Plastic lumber as specified in Section 06 10 00 ROUGH CARPENTRY. Provide plastic forms that contain a minimum of 50 percent post-consumer recycled content, or a minimum of 50 percent post-industrial recycled content.

2.1.3 Carton Forms for Voids Under Slabs

Moisture resistant treated paper faces, biodegradable, structurally sufficient to support weight of wet concrete until initial set. Provide carton forms that contain a minimum of 5 percent post-consumer recycled content, or a minimum of 20percent post-industrial recycled content.

2.1.4 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORMWORK ACCESSORIES

a. Use commercially manufactured formwork accessories, including ties and hangers.

b. Form ties and accessories must not reduce the effective cover of the reinforcement.

2.2.1 Form Ties

a. Use form ties with ends or end fasteners that can be removed without damage to concrete.

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b. Where indicated in Contract Documents, use form ties with integral water barrier plates or other acceptable positive water barriers in walls.

c. The breakback distance for ferrous ties must be as defined in ACI 301 .

d. If the breakback distance is less than 3/4 in. , use coated or corrosion-resistant ties.

e. Submit manufacturer's data sheet on form ties.

2.2.2 Biodegradable Form Release Agent

a. Provide form release agent that is colorless, biodegradable

b. Provide product that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.

c. Provide form release agent that reduces formwork moisture absorption, and does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

d. Submit manufacturer's product data on formwork release agent for use on each form-facing material.

2.2.3 Chamfer Materials

Use lumber materials with dimensions of 3/4 x 3/4 in .

2.2.4 Construction and movement joints

a. Submit details and locations of construction joints in accordance with the requirements herein.

b. Locate construction joints within middle one-third of spans of slabs.

c. Locate construction joints in walls and piers at underside of slabs and at tops of footings or slabs, unless indicated otherwise.

d. Make construction joints perpendicular to main reinforcement.

e. Provide movement joints where indicated in Contract Documents or in accepted alternate locations.

f. Submit location and detail of movement joints if different from those indicated in Contract Documents.

g. Submit manufacturer's data sheet on expansion joint materials.

2.2.5 Perimeter Insulation

Perimeter insulation must be polystyrene conforming to ASTM C578, Type II;

polyurethane conforming to ASTM C591, Type II; or cellular glass conforming to ASTM C552, Type I or IV. Comply with EPA requirements in accordance with Section 01 33 29 SUSTAINABILITY REPORTING.

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2.2.6 Other Embedded items

Use sleeves, inserts, anchors, and other embedded items of material and design indicated in Contract Documents.

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

a. Unless otherwise specified, provide cement that conforms to ASTM C150/C150M Type I or III.

b. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

c. For portland cement manufactured in a kiln fueled by hazardous waste, maintain a record of source for each batch.

d. Submit information along with evidence demonstrating compliance with referenced standards. Submittals must include types of cementitious materials, manufacturing locations, shipping locations, and certificates showing compliance.

e. Cementitious materials must be stored and kept dry and free from contaminants.

2.3.1.2 Fly Ash

a. ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent.

b. Fly ash content must be a minimum of 15 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.3.1.3 Other Supplementary Cementitious Materials

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling ASR and must have an ignition loss not exceeding 3 percent.

Class N pozzolan for use in mitigating ASR must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age must be at least 95 percent of the control specimens.

b. The average particle size must not exceed 6 microns.

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c. The sum of SiO2 + Al2O3 + Fe2O3 must be greater than 77 percent.

2.3.2 Water

a. Water or ice must comply with the requirements of ASTM C1602/C1602M .

b. Minimize the amount of water in the mix. Improve workability by adjusting the grading of the aggregate and using admixture rather than by adding water.

c. Water must be potable ; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

d. Protect mixing water and ice from contamination during storage and delivery.

e. Submit test report showing water complies with ASTM C1602/C1602M .

f. When nonpotable source is proposed for use, submit documentation on effects of water on strength and setting time in compliance with

ASTM C1602/C1602M .

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

a. Aggregates must conform to ASTM C33/C33M unless otherwise specified in the Contract Documents or approved by the contracting officer.

b. Aggregates used in concrete must be obtained from the same sources and have the same size range as aggregates used in concrete represented by submitted field test records or used in trial mixtures.

c. Provide sand that is at least 50 percent natural sand.

d. Store and handle aggregate in a manner that will avoid segregation and prevents contamination by other materials or other sizes of aggregates. Store aggregates in locations that will permit them to drain freely. Do not use aggregates that contain frozen lumps.

e. Submit types, pit or quarry locations, producers' names, aggregate supplier statement of compliance with ASTM C33/C33M, and ASTM C1293 expansion data not more than 18 months old.

2.3.3.2 Recycled Aggregate Materials

Use a minimum of 25 percent recycled aggregate, Submit recycled material request with the aggregate certification submittals and do not use until approved by the Contracting Officer.

2.3.4 Admixtures

a. Chemical admixtures must conform to ASTM C494/C494M.

b. Air-entraining admixtures must conform to ASTM C260/C260M.

c. Chemical admixtures for use in producing flowing concrete must conform

SECTION 03 30 00 Page 20 to ASTM C1017/C1017M .

d. Do not use calcium chloride admixtures

f. Admixtures used in concrete must be the same as those used in the concrete represented by submitted field test records or used in trial mixtures.

g. Protect stored admixtures against contamination, evaporation, or damage.

h. To ensure uniform distribution of constituents, provide agitating equipment for admixtures used in the form of suspensions or unstable solutions. Protect liquid admixtures from freezing and from temperature changes that would adversely affect their characteristics.

i. Submit types, brand names, producers' names, manufacturer's technical data sheets, and certificates showing compliance with standards required herein.

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 301 Section 5 and ACI 308.1 Section 2. Membrane forming curing compound, where used, shall conform to ASTM C1315, Type I, Class A. Submit product data for concrete curing compound s. Submit manufactures instructions for placement of curing compound.

2.4.2 Nonshrink Grout

Nonshrink grout in accordance with ASTM C1107/C1107M .

2.4.3 Floor Finish Materials

2.4.3.1 Liquid Chemical Floor Sealers

Deep Penetrating Concrete Sealer must be deep penetrating into the concrete that chemically reacts, expands inside the pores and cures as a silicate mineral. Once cured the concrete will be sealed permanently against water seepage, efflorescence and water vapor. The sealer shall not change the appearance or slip resistance of the concrete. Sealer shall not require reapplication over time. Submit the manufactures instructions for the application of the floor sealer. Product shall be similar to or equal to Diamond Hard, Lithium Densifier and Waterproofing sealer WB244.

2.4.4 Expansion/Contraction Joint Filler

ASTM D1751 Type I . Material must be 1/2 inch thick, unless otherwise indicated.

2.4.5 Joint Sealants

2.4.5.1 Horizontal Surfaces, 3 Percent Slope, Maximum

ASTM D6690 or ASTM C920, Type M, Class 25, Use T.

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2.4.5.2 Vertical Surfaces Greater Than 3 Percent Slope

ASTM C920, Type M, Grade NS, Class 25, Use T .

2.4.5.3 Preformed Polychloroprene Elastomeric Type

ASTM D2628.

2.4.6 Vapor Retarder

ASTM E1745 Class A polyolefin sheeting, minimum 15 mil thickness, or other equivalent material with a maximum permeance rating of 0.01 perms per

ASTM E96/E96M.

2.4.7 Dovetail Anchor Slot

Preformed metal slot approximately 1 inch by 1 inch of not less than 22 gage galvanized steel cast in concrete. Coordinate actual size and throat opening with dovetail anchors and provide with removable filler material.

Dovetail anchors are to be used to attach stone veneer to concrete wall surfaces.

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

a. Use materials and material combinations listed in this section and the contract documents.

b. Cementitious material content must be adequate for concrete to satisfy the specified requirements for strength, w/cm, durability, and finishability described in this section and the contract documents.

The minimum cementitious material content for concrete used in floors shall be 520 pounds per cubic yard.

c. Selected target slump must meet the requirements this section, the contract documents, and must not exceed 9 in . Concrete must not show visible signs of segregation.

d. The target slump must be enforced for the duration of the project.

Determine the slump by ASTM C143/C143M. Slump tolerances must meet the requirements of ACI 117 .

e. The nominal maximum size of coarse aggregate for a mixture must not exceed three-fourths of the minimum clear spacing between reinforcement, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

f. All concrete wall, exterior slab and foundation elements in this project shall be considered Exposure Class F2, for freeze/thaw durability, in accordance with ACI 318 , and shall be air entrained unless otherwise noted or specified. Other interior concrete work shall be considered Exposure Class F0. The total air content must be in accordance with the requirements of the paragraph titled DURABILITY.

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g. Measure air content at the point of delivery in accordance with ASTM C173/C173M or ASTM C231/C231M.

i. Concrete properties and requirements for each portion of the structure are specified in the table below. Refer to the paragraph titled DURABILITY for more details on exposure categories and their requirements.

Minimum f'c psi Mi scel l aneous Requi r ement s

All concrete

4500 at 28 days

Nominal maximum aggregate size must be 1 in.

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

Do not use any aggregate susceptible to alkali-carbonate reaction (ACR).

Use one of the three options below for qualifying concrete mixtures to reduce the potential of alkali-silica reaction (ASR):

a. For each aggregate used in concrete, the expansion result determined in accordance with ASTM C1293 must not exceed 0.04 percent at one year.

b. For each aggregate used in concrete, the expansion result of the aggregate and cementitious materials combination determined in accordance with ASTM C1567 must not exceed 0.10 percent at an age of 16 days.

c. Alkali content in concrete (LBA) must not exceed 4 pounds per cubic yard for moderately reactive aggregate or 3 pounds per cubic yard for highly reactive aggregate. Reactivity must be determined by testing in accordance with ASTM C1293 and categorized in accordance with ASTM C1778. Alkali content is calculated as follows:

LBA = (cement content, pounds per cubic yard ) × (equivalent alkali content of portland cement in percent/100 percent)

2.5.2.2 Freezing and Thawing Resistance

a. Concrete for Exposure Class F2 shall have a maximum water/cement ratio of 0.45.

b. Concrete for Exposure Class F2 shall be air entrained. The total air content shall be 6 percent for Exposure Class F2 concrete. Tolerance on air content as delivered shall be plus/minus 1.5 percent.

c. Submit documentation verifying compliance with specified requirements.

2.5.2.3 Corrosion and Chloride Content

a. The floor slab of the Apparatus Bay shall be considered Exposure Class C2 for corrosion resistance, in accordance with ACI 318 . All other concrete shall be considered Class C0. Provide concrete having a maximum water/cement ratio of 0.4 and a maximum water-soluble chloride ion (CL-) content in concrete, by mass of cement, of 0.15 for Class C2

SECTION 03 30 00 Page 23 elements. There are no specific corrosion chloride content limits for Class C0 concrete.

b. Submit documentation verifying compliance with specified requirements for Class C2 concrete.

c. Water-soluble chloride ion content contributed from constituents including water, aggregates, cementitious materials, and admixtures must be determined for the concrete mixture by ASTM C1218/C1218M at age between 28 and 42 days.

2.5.2.4 Sulfate Resistance

Specific sulfate resistance provisions are not required for concrete for this project.

2.5.2.5 Concrete Temperature

The temperature of concrete as delivered must not exceed 95°F .

2.5.2.6 Concrete permeability

a. All concrete work shall be considered Exposure Class W0. There are no specific material limitations related to Exposure Class W0.

b. Submit documentation verifying compliance with specified requirements.

2.5.3 Trial Mixtures

Trial mixtures must be in accordance to ACI 301 .

2.5.4 Ready-Mix Concrete

Provide concrete that meets the requirements of ASTM C94/C94M.

Ready-mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. Provide delivery tickets with the following information in addition to that required by ASTM C94/C94M:

a. Type and brand cement

b. Cement and supplementary cementitious materials content in 94-pound bags per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixtures

e. Total water content expressed by water cementitious material ratio

2.6 REINFORCEMENT

a. Bend reinforcement cold. Fabricate reinforcement in accordance with fabricating tolerances of ACI 117 .

b. When handling and storing coated reinforcement, use equipment and methods that do not damage the coating. If stored outdoors for more than 2 months, cover coated reinforcement with opaque protective material.

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c. Submit manufacturer's certified test report for reinforcement.

d. Submit placing drawings showing fabrication dimensions and placement locations of reinforcement and reinforcement supports. Placing drawings must indicate locations of splices, lengths of lap splices, and details of mechanical and welded splices.

e. Submit request with locations and details of splices not indicated in Contract Documents.

f. Submit request to place column dowels without using templates.

g. Submit request and procedure to field-bend or straighten reinforcing bars partially embedded in concrete at locations not indicated in Contract Documents.

h. Submit request for field cutting, including location and type of bar to be cut and reason field cutting is required.

2.6.1 Reinforcing Bars

a. Reinforcing bars must be deformed, except spirals, load-transfer dowels, and welded wire reinforcement, which may be plain.

b. ASTM A615/A615M with the bars marked A, Grade 60 ; or ASTM A996/A996M with the bars marked R, Grade 60 , or marked A, Grade 60 .

c. Reinforcing bars may contain post-consumer or post-industrial recycled content. Submit documentation indicating percentage of post-industrial and post-consumer recycled content per unit of product. Indicate relative dollar value of recycled content products to total dollar value of products included in project.

d. Submit mill certificates for reinforcing bars.

2.6.1.1 Bar Mats

a. Bar mats must conform to ASTM A184/A184M .

2.6.1.2 Headed Shear Stud Reinforcement

Headed studs and headed stud assemblies must conform to ASTM A1044/A1044M .

2.6.2 Mechanical Reinforcing Bar Connectors

a. Provide 125 percent minimum yield strength of the reinforcement bar.

b. Submit data on mechanical splices demonstrating compliance with this paragraph.

2.6.3 Wire

a. Provide flat sheets of welded wire reinforcement for slabs and toppings.

b. Plain or deformed steel wire must conform to ASTM A1064/A1064M .

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2.6.4 Welded wire reinforcement

a. Use welded wire reinforcement specified in Contract Documents and conforming to one or more of the specifications given herein.

b. Plain welded wire reinforcement must conform to ASTM A1064/A1064M , with welded intersections spaced no greater than 12 in. apart in direction of principal reinforcement.

c. Deformed welded wire reinforcement must conform to ASTM A1064/A1064M , with welded intersections spaced no greater than 16 in. apart in direction of principal reinforcement.

2.6.5 Reinforcing Bar Supports

a. Reinforcing bar supports of precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric…