PN86021_0004_Technical Summary of Changes (002).pdf

RFP No. W912PM20R0003 Project Number PN 86021

Amendment 0004

TECHNICAL SUMMARY OF CHANGES

A. SPECIFICATIONS:

(1.) SECTION 03 30 00- CAST-IN-PLACE CONCRETE

Delete existing Page 1-38 in their entirety and replace with revised enclosed pages 1-38.

(2.) 07 05 23- PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR

TIGHTNESS

Delete existing Page 1-24 in their entirety and replace with revised enclosed pages 1-24.

(3.) Pictures for Total Design Analysis

Added for Informational Purposes ONLY (Separate Volume)

B. DRAWINGS:

(1.) Delete Sheets in their entirety and replace with revised enclosed Sheets in accordance with Amendment 0004.

1. NCP-C-002

2. NCP-TY501

3. NCP-TY502

4. NCP-TY601

5. NCP-TY602

6. NN-C-002

7. NN-CG401

8. NN-CG404

9. NN-CG405

10. NN-CG406

11. NN-CI501

12. NN-CS102

13. NN-SC522

14. NN-SC524

15. NN-SC527

16. NN-SC529

17. NN-SC533

18. NN-SC534

19. NN-SC535

20. NN-SC539

21. RB-C-002

22. SCP-C-002

Encls As stated

SOF ASSESSMENT AND SELECTION TRAINING COMPLEX

CAMP MACKALL, NC

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SECTION 03 30 00 Page 1

(REVISED BY AMENDMENT)

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

05/14

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 Concrete Mix Design

1.6.2 Shop Drawings

1.6.2.1 Reinforcing Steel

1.6.3 Control Submittals

1.6.3.1 Pumping Concrete

1.6.3.2 Safety Data Sheets

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

1.6.4.2 Ground Granulated Blast-Furnace Slag

1.6.4.3 Aggregates

1.6.5 Quality Control Plan

1.6.6 Quality Control Personnel Certifications

1.6.6.1 Quality Manager Qualifications

1.6.6.2 Field Testing Technician and Testing Agency

1.6.7 Laboratory Qualifications for Concrete Qualification Testing

1.6.8 Laboratory Accreditation

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

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 Steel Forms

2.2 FORM TIES AND ACCESSORIES

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

2.2.1.2 Rubber Waterstop

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.2.1.4 Hydrophilic Waterstop

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor-Furnished Mix Design

2.3.1.1 Footings

2.3.1.2 Slab-on-Grade

2.3.1.3 Concrete Toppings

2.3.1.4 Mix Proportions for Normal Weight Concrete

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2.3.1.5 Required Average Strength of Mix Design

2.3.2 Ready-Mix Concrete

2.3.3 Concrete Curing Materials

2.4 MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Fly Ash

2.4.1.2 Raw or Calcined Natural Pozzolan

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.4.1.4 Ground Granulated Blast-Furnace Slag

2.4.1.5 Silica Fume

2.4.1.6 Portland Cement

2.4.2 Water

2.4.3 Aggregates

2.4.4 Nonshrink Grout

2.4.5 Admixtures

2.4.5.1 Air-Entraining

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

2.4.6 Vapor Barrier and Tape

2.4.7 Expansion/Contraction Joint Filler

2.4.8 Joint Sealants

2.4.8.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.9 Biodegradable Form Release Agent

2.5 REINFORCEMENT

2.5.1 Reinforcing Bars

2.5.2 Wire

2.5.2.1 Welded Wire Reinforcement

2.5.3 Reinforcing Bar Supports

2.5.4 Dowels for Load Transfer in Floors

2.6 FLOOR FINISH MATERIALS

2.6.1 Liquid Chemical Floor Hardener

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

3.3.2 Reshoring

3.3.3 Reuse

3.3.4 Forms for Standard Rough Form Finish

3.3.5 Forms for Standard Smooth Form Finish

3.3.6 Form Ties

3.3.7 Tolerances for Form Construction

3.3.8 Removal of Forms and Supports

3.4 WATERSTOP INSTALLATION AND SPLICES

3.4.1 PVC Waterstop

3.4.2 Rubber Waterstop

3.4.3 Thermoplastic Elastomeric Rubber Waterstop

3.4.4 Hydrophilic Waterstop

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.5.1 General

3.5.2 Vapor Retarder

3.5.3 Reinforcement Supports

3.5.4 Splicing

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3.5.5 Setting Miscellaneous Material

3.5.6 Fabrication

3.5.7 Placing Reinforcement

3.5.8 Spacing of Reinforcing Bars

3.5.9 Concrete Protection for Reinforcement

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.6.1 Measuring

3.6.2 Mixing

3.6.3 Transporting

3.7 PLACING CONCRETE

3.7.1 Footing Placement

3.7.2 Pumping

3.7.3 Cold Weather

3.7.4 Hot Weather

3.7.5 Bonding

3.8 WASTE MANAGEMENT

3.8.1 Mixing Equipment

3.8.2 Hardened, Cured Waste Concrete

3.8.3 Reinforcing Steel

3.8.4 Other Waste

3.9 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.9.1 Defects

3.9.2 Not Against Forms (Top of Walls)

3.9.3 Formed Surfaces

3.9.3.1 Tolerances

3.9.3.2 As-Cast Rough Form

3.9.3.3 Standard Smooth Finish

3.10 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

3.10.1 Finish

3.10.1.1 Scratched

3.10.1.2 Floated

3.10.1.3 Steel Troweled

3.10.1.4 Nonslip Finish

3.10.1.5 Broomed

3.10.1.6 Pavement

3.10.1.7 Concrete Toppings Placement

3.10.2 Flat Floor Finishes

3.10.2.1 Measurement of Floor Tolerances

3.10.2.2 Remedies for Out of Tolerance Work

3.10.3 Concrete Walks

3.11 JOINTS

3.11.1 Construction Joints

3.11.1.1 Maximum Allowable Construction Joint Spacing

3.11.1.2 Construction Joints for Constructability Purposes

3.11.2 Contraction Joints in Slabs on Ground

3.11.3 Sealing Joints in Slabs on Ground

3.12 CONCRETE FLOOR TOPPING

3.12.1 Standard Floor Topping

3.12.2 Heavy-Duty Floor Topping

3.13 CURING AND PROTECTION

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

3.13.2 Curing Periods

3.13.3 Curing Formed Surfaces

3.13.4 Curing Unformed Surfaces

3.13.5 Temperature of Concrete During Curing

3.13.6 Protection from Mechanical Injury

3.13.7 Protection After Curing

3.14 FIELD QUALITY CONTROL

3.14.1 Sampling

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3.14.2 Testing

3.14.2.1 Slump Tests

3.14.2.2 Temperature Tests

3.14.2.3 Compressive Strength Tests

3.14.2.4 Air Content

3.14.2.5 Unit Weight of Structural Concrete

3.14.2.6 Ion Concentration

3.14.2.7 Strength of Concrete Structure

3.14.2.8 Non-Conforming Materials

3.14.2.9 Testing Concrete Structure for Strength

3.15 REPAIR, REHABILITATION AND REMOVAL

3.15.1 Crack Repair

3.15.2 Repair of Weak Surfaces

3.15.3 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

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1.1 REFERENCES

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

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 211.1 (1991; R 2009) Standard Practice for

Selecting Proportions for Normal, Heavyweight and Mass Concrete

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 306.1 (1990; R 2002) Standard Specification for

Cold 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

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Specifications for Structural Concrete ACI

301-05 with Selected ACI References

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

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for

Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for

ASTM A53/A53M (2018) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

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

Reinforcement

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 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

ASTM C1240 (2014) Standard Specification for Silica

Fume Used in Cementitious Mixtures

ASTM C1260 (2014) Standard Test Method for Potential

Alkali Reactivity of Aggregates

(Mortar-Bar Method)

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

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Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland

Cement

ASTM C1602/C1602M (2012) 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 C192/C192M (2016a) Standard Practice for Making and

Curing Concrete Test Specimens in the

Laboratory

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 C295/C295M (2012) Petrographic Examination of

Aggregates for Concrete

ASTM C31/C31M (2018a) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2017) 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

ASTM C39/C39M (2018) Standard Test Method for

Compressive Strength of Cylindrical

Concrete Specimens

ASTM C42/C42M (2018) 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 C567/C567M (2014) Determining Density of Structural

Lightweight Concrete

ASTM C618 (2017a) 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

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Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C920 (2018) Standard Specification for

Elastomeric Joint Sealants

ASTM C94/C94M (2017a) Standard Specification for

Ready-Mixed Concrete

ASTM C989/C989M (2018) Standard Specification for Slag

Cement for Use in Concrete and Mortars

ASTM D412 (2016) Standard Test Methods for

Vulcanized Rubber and Thermoplastic

Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber

Property - Effect of Liquids

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 D1752 (2004a; R 2013) Standard Specification for

Preformed Sponge Rubber Cork and Recycled

PVC Expansion

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

Potential Uses

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 (2018) Standard Specification for Agencies

Engaged in the Testing and/or Inspection of Materials Used in Construction

ASTM E96/E96M (2016) Standard Test Methods for Water

Vapor Transmission of Materials

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CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

Practice

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS

1-07, Structural Plywood

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, and ground granulated blast-furnace slag.

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, granulated blast-furnace slag, 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

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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.

Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29.00 37 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00.00 37 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Quality Control Plan; G

SD-02 Shop Drawings

Reinforcing Steel; G

SD-03 Product Data

Joint Sealants

Joint Filler

Materials for Forms

Cementitious Materials

Vapor Barrier

Concrete Curing Materials

Reinforcement

Admixtures

Pumping Concrete

Recycled Content for Reinforcing Bar Support; S

LEED Data in support of the following credits: Environmental

Product Declarations, Sourcing of Raw Materials, Material

Ingredients, & Low-Emitting Materials; S

SD-05 Design Data

SD-06 Test Reports

Concrete Mix Design; G

Fly Ash

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Pozzolan

Ground Granulated Blast-Furnace Slag

Aggregates

Compressive Strength Tests; G

Unit Weight of Structural Concrete

Ion Concentration

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Safety Data Sheets

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 and ACI 304R 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.

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 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, complementary

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SECTION 03 30 00 Page 12 cementitious materials, , and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary 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 Reinforcing Steel

ACI SP-66. 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.

1.6.3 Control Submittals

1.6.3.1 Pumping Concrete

Submit proposed materials and methods for pumping concrete. 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.

1.6.3.2 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 Ground Granulated Blast-Furnace Slag

Submit test results in accordance with ASTM C989/C989M for ground granulated blast-furnace slag. Submit test results performed within 6 months of submittal date.

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1.6.4.3 Aggregates

ASTM C1260 for potential alkali-silica reactions, ASTM C295/C295M for petrographic analysis.

1.6.5 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.

1.6.6 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.

1.6.6.1 Quality Manager Qualifications

The quality manager must hold a current license as a professional engineer in a U.S. state or territory with experience on at least five (5) similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

1.6.6.2 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

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.

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1.6.7 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.

1.6.8 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 competent in concrete materials who is competent in concrete materials and must sign all reports and designs.

a. 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.

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

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

Provide wood, plywood, or steel. Use plywood or steel forms where a smooth form finish is required.

2.1.1 Wood Forms

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 Steel Forms

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

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(REVISED BY AMENDMENT)

2.2 FORM TIES AND ACCESSORIES

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 2 inches from the exposed surface. Do not use wire alone. Form ties and accessories must not reduce the effective cover of the reinforcement.

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572.

2.2.1.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C 513.

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops must conform to ASTM D471.

2.2.1.4 Hydrophilic Waterstop

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water must conform to ASTM D412 as follows:

Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness must be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F must be 3 to

1 minimum.

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor-Furnished Mix Design

ACI 211.1, ACI 301, ACI 318 and ACI 304.2R except as otherwise specified.

Indicate the compressive strength (f'c) of the concrete for each portion of the structure(s) as specified below. Where faster set time is required, use Type III cement before using calcium chloride with approval from the contracting officer.

2.3.1.1 Footings

Proportion normal-weight concrete mixture as follows:

*a. Minimum Compressive Strength: 4000 3000 or 4000 psi at 28 days.

Check each for volume specific requirements.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 8 inches for concrete with verified slump of 2 to

4 inches before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch.

d. Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2 inch nominal maximum aggregate size.

e. Air Content: 4.5 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size.

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2.3.1.2 Slab-on-Grade

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: 4500 psi at 28 days.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 5 inches , plus or minus 1 inch.

e. Air Content: 4.5 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size where exposed to weather.

2.3.1.3 Concrete Toppings

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: 4000 psi at 28 days.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 8 inches for concrete with verified slump of 2 to 4 inches before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch.

d. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 3/8 inch nominal maximum aggregate size.

2.3.1.4 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens fabricated in accordance with

ASTM C192/C192M and tested in accordance with ASTM C39/C39M. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and must be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Base trial mixtures having proportions, consistencies, and air content suitable for the work on methodology described in ACI 211.1.

In the trial mixture, use at least three different water-cementitious material ratios for each type of mixture, which must produce a range of strength encompassing those required for each class and type of concrete required on the project. The maximum water-cementitious material ratio allowed must be based on equivalent water-cementitious material ratio calculations as determined by the conversion from the weight ratio of water to cement plus pozzolan by weight equivalency method. Design laboratory trial mixture for maximum permitted slump and air content.

Each combination of material proposed for use must have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture. Report the temperature of concrete in each trial batch. For each water-cementitious material ratio, at least three test cylinders for each test age must be made and cured in accordance with

ASTM C192/C192M and tested in accordance with ASTM C39/C39M for 7 and 28 days. From these results, plot a curve showing the relationship between water-cementitious material ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and

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28 day strengths.

2.3.1.5 Required Average Strength of Mix Design

The selected mixture must produce an average compressive strength exceeding the specified strength by the amount indicated in ACI 301, but may not exceed the specified strength at the same age by more than 20 percent. When a concrete production facility has a record of at least 15 consecutive tests, the standard deviation must be calculated and the required average compressive strength must be determined in accordance with ACI 301.

2.3.2 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:

Type and brand cement

Cement and complementary cementitious materials content in 94-pound bags per cubic yard of concrete

Maximum size of aggregate

Amount and brand name of admixtures

Total water content expressed by water cementitious material ratio

2.3.3 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 301 Section 5 and

ACI 308.1 Section 2. Submit product data for concrete curing compounds.

Submit manufactures instructions for placement of curing compound.

2.4 MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating

Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 20 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.

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2.4.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class

N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica

Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

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.

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

2.4.1.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100. Slag content must be a minimum of 50 percent by weight of cementitious material.

2.4.1.5 Silica Fume

Silica fume must conform to ASTM C1240, including the optional limits on reactivity with cement alkalis. Silica fume may be furnished as a dry, densified material or as slurry. Proper mixing is essential to accomplish proper distribution of the silica fume and avoid agglomerated silica fume which can react with the alkali in the cement resulting in premature and extensive concrete damage. Supervision at the batch plant, finishing, and curing is essential. Provide at the Contractor's expense the services of a manufacturer's technical representative, experienced in mixing, proportioning, placement procedures, and curing of concrete containing silica fume. This representative must be present on the project prior to and during at least the first 4 days of concrete production and placement using silica fume. A High Range Water Reducer (HRWR) must be used with silica fume.

2.4.1.6 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I, low alkali with tri-calcium aluminates (C3A) content less than 8 percent and a maximum cement-alkali content of 0.60 percent Na2Oe (sodium oxide) equivalent.

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

For portland cement manufactured in a kiln fueled by hazardous waste, maintain a record of source for each batch. Supplier must certify that the hazardous waste is neutralized by the manufacturing process and that no additional pollutants are discharged.

2.4.2 Water

Water must comply with the requirements of ASTM C1602/C1602M. Minimize the amount of water in the mix. Improve workability by adjusting the

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2.4.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalis in the cement. Submit test report showing compliance with ASTM C33/C33M.

2.4.4 Nonshrink Grout

ASTM C1107/C1107M.

2.4.5 Admixtures

ASTM C494/C494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures. Submit product data for admixtures used in concrete.

2.4.5.1 Air-Entraining

ASTM C260/C260M.

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

ASTM C494/C494M, Type F and Type G (HRWR retarding admixture) and

ASTM C1017/C1017M.

2.4.6 Vapor Barrier and Tape

ASTM E1745 Class C or B polyethylene sheeting, minimum 10 mil thickness or other equivalent material with a maximum permeance rating of 0.04 perms per ASTM E96/E96M.

Manufacturer's recommended pressure sensitive sealing tape.

2.4.7 Expansion/Contraction Joint Filler

ASTM D1751 or ASTM D1752 Type I or II. Material must be 1/2 inch thick, unless otherwise indicated.

2.4.8 Joint Sealants

2.4.8.1 Horizontal Surfaces, 3 Percent Slope, Maximum

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

2.4.9 Biodegradable Form Release Agent

Provide form release agent or that is colorless, biodegradable, and rapeseed oil-based or water-based, with a zero VOC content. A minimum of

50 percent of the total product must be biobased material. Provide data identifying percentage of biobased content for form release agent.

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

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SECTION 03 30 00 Page 20 surfaces. Provide form release agent that does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene. Submit documentation indicating type of biobased material in product and biobased content. Indicate relative dollar value of biobased content products to total dollar value of products included in project.

2.5 REINFORCEMENT

2.5.1 Reinforcing Bars

ACI 301 unless otherwise specified. Use deformed steel. 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.Provide reinforcing bars that contain a minimum of 20 percent recycled content. Submit mill certificates for reinforcing bars.

2.5.2 Wire

2.5.2.1 Welded Wire Reinforcement

ASTM A1064/A1064M. Provide wire reinforcement that contains a minimum of

20 percent recycled content.. Provide flat sheets of welded wire reinforcement for slabs and toppings.

2.5.3 Reinforcing Bar Supports

Supports include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place. Use engineered resins from recycled ABS plastic, polycarbonates, and fiberglass.

Provide wire bar type supports of coated or non-corrodible material conforming to ACI SP-66 and CRSI 10MSP.

Legs of supports in contact with formwork must be hot-dip galvanized, or plastic coated after fabrication, or stainless-steel bar supports.

Minimum 20 percent post-consumer recycled content, or minimum 20 percent post-industrial recycled content. Provide data identifying percentage of recycled content for reinforcing bar support.

2.5.4 Dowels for Load Transfer in Floors

Provide greased dowels for load transfer in floors of the type, design, weight, and dimensions indicated. Provide dowel bars that are plain-billet steel conforming to ASTM A615/A615M, Grade 40. Provide dowel pipe that is steel conforming to ASTM A53/A53M.

2.6 FLOOR FINISH MATERIALS

2.6.1 Liquid Chemical Floor Hardener

Hardener must be a colorless aqueous solution containing a blend of inorganic silicate or siliconate material and proprietary components combined with a wetting agent; that penetrates, hardens, and densified concrete surfaces. Submit manufactures instructions for placement of liquid chemical floor hardener.

Use concrete penetrating sealers with a low (maximum 100 grams/liter, less

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PART 3 EXECUTION

3.1 EXAMINATION

Do not begin installation until substrates have been properly constructed;

verify that substrates are level.

If substrate preparation is the responsibility of another installer, notify Contracting Officer of unsatisfactory preparation before processing.

Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify

Contracting Officer and wait for instructions before beginning installation.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

Surfaces against which concrete is to be placed must be free of debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

Remove standing water without washing over freshly deposited concrete.

Divert flow of water through side drains provided for such purpose.

3.2.2 Subgrade Under Foundations and Footings

When subgrade material is semiporous and dry, sprinkle subgrade surface with water as required to eliminate suction at the time concrete is deposited, or seal subgrade surface by covering surface with specified vapor retarder. When subgrade material is porous, seal subgrade surface by covering surface with specified vapor retarder.

3.2.3 Subgrade Under Slabs on Ground

Before construction of slabs on ground, have underground work on pipes and conduits completed and approved.

Previously constructed subgrade or fill must be cleaned of foreign materials.

Finish surface of capillary water barrier under interior slabs on ground must not show deviation in excess of 1/4 inch when tested with a 10-foot straightedge parallel with and at right angles to building lines.

Finished surface of subgrade or fill under exterior slabs on ground must not be more than 0.02-foot above or 0.10-foot below elevation indicated.

3.2.4 Edge Forms and Screed Strips for Slabs

Set edge forms or bulkheads and intermediate screed strips for slabs to obtain indicated elevations and contours in finished slab surface and must

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3.2.5 Reinforcement and Other Embedded Items

Secure reinforcement, joint materials, and other embedded materials in position, inspected, and approved before start of concrete placing.

3.3 FORMS

Provide forms, shoring, and scaffolding for concrete placement in accordance with ACI 301 Section 2 and 5 and ACI 347R. Set forms mortar-tight and true to line and grade. Chamfer above grade exposed joints, edges, and external corners of concrete 0.75 inch unless otherwise indicated. Provide formwork with clean-out openings to permit inspection and removal of debris.

3.3.1 Coating

Before concrete placement, coat the contact surfaces of forms with a form release agent.

3.3.2 Reshoring

Reshore concrete elements in accordance with ACI 301 Section 2.

3.3.3 Reuse

Reuse forms providing the structural integrity of concrete and the aesthetics of exposed concrete are not compromised. Wood forms must not be clogged with paste and must be capable of absorbing high water-cementitious material ratio paste.

3.3.4 Forms for Standard Rough Form Finish

Provide formwork in accordance with ACI 301 Section 5 with a surface finish, SF-1.0, for formed surfaces that are to be concealed by other construction.

3.3.5 Forms for Standard Smooth Form Finish

Provide formwork in accordance with ACI 301 Section 5 with a surface finish, SF-3.0, for formed surfaces that are exposed to view. Do not provide mockup of concrete surface appearance and texture.

3.3.6 Form Ties

Provide ties in accordance with ACI 301 section 2.

3.3.7 Tolerances for Form Construction

Construct formwork to ensure that after removal of forms and prior to patching and finishing of formed surfaces, provide concrete surfaces in accordance with tolerances specified in ACI 301 Section 5 and ACI 117.

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3.3.8 Removal of Forms and Supports

After placing concrete, removal of forms must be in accordance with ACI 301

Section 2 except as modified by approved form removal schedule.

3.4 WATERSTOP INSTALLATION AND SPLICES

Provide waterstops in construction joints as indicated.

Install waterstops to form a continuous diaphragm in each joint. Make adequate provisions to support and protect waterstops during progress of work. Protect waterstops protruding from joints from damage.

3.4.1 PVC Waterstop

Make splices by heat sealing the adjacent waterstop edges together using a thermoplastic splicing iron utilizing a non-stick surface specifically designed for waterstop welding. Reform waterstops at splices with a remolding iron with ribs or corrugations to match the pattern of the waterstop. The spliced area, when cooled, must show no signs of separation, holes, or other imperfections when bent by hand in as sharp an angle as possible.

3.4.2 Rubber Waterstop

Rubber waterstops must be spliced using cold bond adhesive as recommended by the manufacturer.

3.4.3 Thermoplastic Elastomeric Rubber Waterstop

Fittings must be shop made using a machine specifically designed to mechanically weld the waterstop. A portable power saw must be used to miter or straight cut the ends to be joined to ensure good alignment and contact between joined surfaces. Maintain continuity of the characteristic features of the cross section of the waterstop (for example ribs, tabular center axis, and protrusions) across the splice.

3.4.4 Hydrophilic Waterstop

Miter cut ends to be joined with sharp knife or shears. The ends must be adhered with adhesive.

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

ACI 301 and ACI SP-66. Provide bars, welded wire reinforcement, wire ties, supports, and other devices necessary to install and secure reinforcement. Reinforcement must not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has been reduced. Remove loose rust prior to placing steel. Tack welding is prohibited.

3.5.1 General

Provide details of reinforcement that are in accordance with ACI 301 and

ACI SP-66 and as specified.

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3.5.2 Vapor Retarder

Install in accordance with ASTM E1643. Provide beneath the on-grade concrete floor slab. Use the greatest widths and lengths practicable to eliminate joints wherever possible. Lap joints a minimum of 12 inches and tape. Remove torn, punctured, or damaged vapor retarder material and new vapor retarder prior to placing concrete. Concrete placement must not damage vapor retarder material.

3.5.3 Reinforcement Supports

Support reinforcement in accordance with ACI 301 Section 3. Supports for coated or galvanized bars must also be coated with electrically compatible material for a distance of at least 2 inches beyond the point of contact with the bars.

3.5.4 Splicing

As indicated. For splices not indicated ACI 301. Do not splice at points of maximum stress. Overlap welded wire reinforcement the spacing of the cross wires, plus 2 inches.

3.5.5 Setting Miscellaneous Material

Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement and support against displacement. Plumb anchor bolts and check location and elevation.

Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

3.5.6 Fabrication

Shop fabricate reinforcing bars to conform to shapes and dimensions indicated for reinforcement, and as follows:

Provide fabrication tolerances that are in accordance with ACI 318 and

ACI SP-66.

Provide hooks and bends that are in accordance with ACI 318 and

ACI SP-66.

Reinforcement must be bent cold to shapes as indicated. Bending must be done in the shop. Rebending of a reinforcing bar that has been bent incorrectly is not be permitted. Bending must be in accordance with standard approved practice and by approved machine methods.

Tolerance on nominally square-cut, reinforcing bar ends must be in accordance with ACI SP-66.

Deliver reinforcing bars bundled, tagged, and marked. Tags must be metal with bar size, length, mark, and other information pressed in by machine.

Marks must correspond with those used on the placing drawings.

Do not use reinforcement that has any of the following defects:

a. Bar lengths, depths, and bends beyond specified fabrication tolerances

b. Bends or kinks not indicated on drawings or approved shop drawings

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c. Bars with reduced cross-section due to rusting or other cause

Replace defective reinforcement with new reinforcement having required shape, form, and cross-section area.

3.5.7 Placing Reinforcement

Place reinforcement in accordance with ACI 301 and ACI SP-66.

For slabs on grade (over earth or over capillary water barrier) and for footing reinforcement, support bars or welded wire reinforcement on precast concrete blocks, spaced at intervals required by size of reinforcement, to keep reinforcement the minimum height specified above the underside of slab or footing.

For slabs other than on grade, supports for which any portion is less than

1 inch from concrete surfaces that are exposed to view or to be painted must be of precast concrete units, plastic-coated steel, or stainless steel protected bar supports. Precast concrete units must be wedge shaped, not larger than 3-1/2 by 3-1/2 inches, and of thickness equal to that indicated for concrete protection of reinforcement. Provide precast units that have cast-in galvanized tie wire hooked for anchorage and blend with concrete surfaces after finishing is completed.

Provide reinforcement that is supported and secured together to prevent displacement by construction loads or by placing of wet concrete, and as follows:

Provide supports for reinforcing bars that are sufficient in number and have sufficient strength to carry the reinforcement they support, and in…