Amendment_0005.docx.pdf

W68SBV60677649

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

CONSTRUCTION PROJECT: McNary Turbine Storage Building

The purpose of this amendment is to incorporate the changes outlined in the Summary of Changes.

The bid opening date remains unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 5

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 15-Sep-2016

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912EF-16-B-0010

X 9B. DATED (SEE ITEM 11)

10-Aug-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

15-Sep-2016

CODE

USAED, WALLA WALLA - CONTRACTING DIV.

HILLARY A. MORGAN

201 N. THIRD AVENUE

WALLA WALLA WA 99362

W912EF 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EF-16-B-0010

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

Summary of changes for Amend - 0005 McNary Turbine Storage Building

CONTRACT

1. Section 00700 - CONTRACT CLAUSES

a. Revised clause 252.236-7001 CONTRACT DRAWINGS AND SPECIFICATIONS (AUG 2000)

SPECIFICATIONS

1. Section 03 30 00.00 27 “CAST-IN-PLACE CONCRETE”

a. Revised paragraph 2.1.4 “Mix Design for Bonded Topping for Heavy Duty Floors” - See red line for location of revised wording

b. Revised paragraph 3.6 “FLOOR HARDENER” - See red line for location of revised wording

2. Section 03 35 00.00 27 “CONCRETE FINISHING”

c. Removed paragraph 2.1 “DRY SHAKE FLOOR TOPPING MATERIAL

d. Revised paragraph 3.1 “FINISHING FORMED SURFACES” - See red line for location of revised wording

e. Replaced paragraph 3.1.1 “Class A Finish” with “Hard Steel Troweled Finish”

f. Replaced paragraph 3.1.2 “Class D Finish” with “Light Broom Finish”

DRAWINGS

a. Revised E-002 – See bracketed area for revision

SECTION 00700 - CONTRACT CLAUSES

The following have been modified:

252.236-7001 CONTRACT DRAWINGS AND SPECIFICATIONS (AUG 2000)

(a) The Government will provide to the Contractor, without charge, one set of contract drawings and specifications, except publications incorporated into the technical provisions by reference, in electronic or paper media as chosen by the Contracting Officer.

(b) The Contractor shall--

(1) Check all drawings furnished immediately upon receipt;

(2) Compare all drawings and verify the figures before laying out the work;

(3) Promptly notify the Contracting Officer of any discrepancies;

(4) Be responsible for any errors that might have been avoided by complying with this paragraph (b); and

(5) Reproduce and print contract drawings and specifications as needed.

(c) In general--

(1) Large-scale drawings shall govern small-scale drawings; and

(2) The Contractor shall follow figures marked on drawings in preference to scale measurements.

(d) Omissions from the drawings or specifications or the misdescription of details of work that are manifestly necessary to carry out the intent of the drawings and specifications, or that are customarily performed, shall not relieve the Contractor from performing such omitted or misdescribed details of the work. The Contractor shall perform such details as if fully and correctly set forth and described in the drawings and specifications.

(e) The work shall conform to the specifications and the contract drawings identified on the following index of drawings:

Drawing Number

Sheet Number

MCNARY TURBINE STORAGE BUILDING

Revision Number

Date

GENERAL

MDG-1-0-28/7 G-001 COVER SHEET AND LOCATION MAPS

MDG-1-0-28/8 G-002 INDEX TO DRAWINGS A 9/6/16

GEOTECHNICAL

MDG-1-7-28/1 B-101 GEOTECHNICAL INFORMATION

CIVIL

MDG-1-7-28/2 C-001 LEGEND, ABBREVIATIONS - AND GENERAL NOTES

MDG-1-7-28/3 C-101 OVERALL SITE PLAN

MDG-1-7-28/4 C-102 SITE PLAN

MDG-1-7-28/5 C-103 GRADING AND - STORM DRAINAGE PLAN A 9/13/16

MDG-1-7-28/6 C-104 POTABLE WATER PIPING - PLAN A 9/13/16

MDG-1-7-28/7 C-301 STORM DRAINAGE SECTIONS

MDG-1-7-28/8 C-501 STORM DRAINAGE DETAILS

MDG-1-7-28/9 C-502 MISC. DETAILS

MDG-1-7-28/10 C-503 FLOOR DETAILS A 9/13/16

MDG-1-7-28/11 C-504 POTABLE WATER PIPING - DETAILS

MDG-1-7-28/12 C-505 THRUST RESTRAINT - DETAILS

STRUCTURAL

MDG-1-5-28/25 S-100 FOUNDATION PLAN B 9/13/16

MDG-1-5-28/26 S-101 JOINTING PLAN A 9/13/16

MDG-1-5-28/27 S-501 JOINTING DETAILS A 9/13/16

MDG-1-5-28/28 S-502 JOINTING DETAILS

ARCHITECTURAL

MDG-1-2-28/29 A-001 LEGEND, ABBREVIATIONS - AND GENERAL NOTES

MDG-1-2-28/30 A-101 FLOOR PLAN A 9/13/16

MDG-1-2-28/31 A-102 ROOF PLAN

MDG-1-2-28/32 A-201

BUILDING ELEVATIONS 1 - SOUTH & WEST

ELEVATIONS

MDG-1-2-28/33 A-202

BUILDING ELEVATIONS 2 - NORTH & EAST

ELEVATIONS

MDG-1-2-28/34 A-301 BUILDING SECTION 1

MDG-1-2-28/35 A-302 BUILDING SECTION 2

MDG-1-2-28/36 A-401 PLAN OF SLOPED FLOOR AREA

MDG-1-2-28/37 A-501 BUILDING AND DOOR DETAILS

MDG-1-2-28/38 A-502 LOUVER SCHEDULE AND DETAILS

MDG-1-2-28/39 A-503 PIPE BOLLARD DETAILS

MDG-1-2-28/40 A-504 INTERIOR WALL DETAILS

MECHANICAL

NDG-1-3-28/34 M-101 MECHANICAL - (PLAN VIEW)

NDG-1-3-28/35 M-401 MECHANICAL - ENLARGED VIEWS AND DETAILS

NDG-1-3-28/36 M-601 MECHANICAL - SCHEDULES AND CONTROLS

ELECTRICAL

MDG-1-6-28/35 E-001 LEGEND, ABBREVIATIONS - AND GENERAL NOTES

MDG-1-6-28/36 E-002 ELECTRICAL SITE PLAN A 9/14/16

MDG-1-6-28/37 E-101 LIGHTING PLAN

MDG-1-6-28/38 E-102 POWER PLAN

MDG-1-6-28/39 E-501 LIGHTING DETAILS

MDG-1-6-28/40 E-502 LIGHTING CONTROL DETAILS

MDG-1-6-28/41 E-503 GROUNDING DETAILS

MDG-1-6-28/42 E-504 TRANSFORMER/JUNCTION - VAULT DETAILS

MDG-1-6-28/43 E-505 VAULT GROUNDING DETAILS

MDG-1-6-28/44 E-506 DUCTBANK DETAILS

MDG-1-6-28/45 E-507

EXISTING 4-WAY SWTICHGEAR - AND

WAREHOUSE TRANSFORMERS

MDG-1-6-28/46 E-508 6-WAY SWTICHGEAR - VAULT DETAILS

MDG-1-6-28/47 E-601 ONE LINE DIAGRAM A 9/13/16

MDG-1-6-28/48 E-602 PANEL SCHEDULES

MDG-1-6-28/49 E-603 PANEL SCHEDULES

TELECOMMUNICATIONS

MDG-1-6-10/4 T-001 LEGEND, ABBREVIATIONS - AND GENERAL NOTES A 8/31/16

MDG-1-6-10/5 T-002 TELECOMMUNICATIONS - SITE PLAN A 9/13/16

MDG-1-6-10/6 T-101 TELECOMMUNICATION - FLOOR PLAN A 8/31/16

MDG-1-6-10/7 T-501 TELECOMMUNICATION - DETAILS

MDG-1-6-10/8 T-502 TELECOMMUNICATION - DETAILS A 9/6/16

EQUIPMENT

MDG-1-3-28/37 Q-101 TURBINE COMPONENT - LAYOUT

(End of drawing list)

(End of Clause)

Contract drawings created on CADD will be available in electronic form for use by the Contractor. No For Information Only drawings are available on CADD. The Contractor assumes all risks associated in using electronic CADD drawings. The contract drawings shall govern if there are any discrepancies between the electronic copy and the contract drawing. The Contractor shall promptly notify the Contracting Officer of any discrepancies. The Government will not be responsible to correct the electronic CADD drawing. If contract modifications are issued, the associated electronic CADD drawings will not be available to the Contractor. Electronic copies of CADD drawings are only available in Bentley MicroStation format. The Government will provide the files on CD ROM. If the Contractor requires different media, such as floppy disks, the Contractor shall be responsible for all conversions required for their use and associated conversion inaccuracies.

(End of Summary of Changes)

McNary Turbine Storage Building W912EF-16-B-0010 Amend-0005

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00.00 28 GENERAL REQUIREMENTS

01 11 01.00 28 SUPPLEMENTARY REQUIREMENTS

01 14 00.10 28 PROJECT SITE RESTRICTIONS

01 14 00.90 28 INTEGRATING ANTITERRORISM (AT) AND OPERATIONS SECURITY

(OPSEC)

01 22 00.69 28 MEASUREMENT AND PAYMENT

01 32 01.00 28 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 28.10 28 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02.00 28 QUALITY CONTROL SYSTEM (QCS)

01 45 04.00 28 CONTRACTOR QUALITY CONTROL

01 51 00.00 28 TEMPORARY UTILITIES

01 55 10.00 28 CONTRACTOR WORK, ACCESS AND STORAGE AREAS

01 57 20.00 28 ENVIRONMENTAL PROTECTION

01 78 00.00 28 CLOSEOUT SUBMITTALS

DIVISION 03 - CONCRETE

03 11 13.00 27 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 27 CONCRETE ACCESSORIES

03 20 00.00 27 CONCRETE REINFORCING

03 30 00.00 27 CAST-IN-PLACE CONCRETE

03 35 00.00 27 CONCRETE FINISHING

03 39 00.00 27 CONCRETE CURING

DIVISION 08 - OPENINGS

08 11 13.10 28 STEEL DOORS AND FRAMES

08 36 13.00 28 SECTIONAL OVERHEAD DOORS

08 71 00.10 28 DOOR HARDWARE

DIVISION 09 - FINISHES

09 90 00.10 28 PAINTS AND COATINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19.10 28 PRE-ENGINEERED METAL BUILDING SYSTEMS

DIVISION 22 - PLUMBING

22 00 00.00 27 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00.00 28 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 82 46.00 27 ELECTRIC UNIT HEATERS

DIVISION 26 - ELECTRICAL

26 20 00.00 27 INTERIOR DISTRIBUTION SYSTEM

26 51 00.00 27 INTERIOR LIGHTING

26 56 00.00 27 EXTERIOR LIGHTING

PROJECT TABLE OF CONTENTS Page 1

DIVISION 27 - COMMUNICATIONS

27 10 00.00 27 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 31 - EARTHWORK

31 00 00.00 27 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23.00 27 GRADED-CRUSHED AGGREGATE BASE COURSE

32 31 13.00 27 CHAIN LINK FENCES AND GATES

DIVISION 33 - UTILITIES

33 11 00.00 28 POTABLE WATER DISTRIBUTION PIPING

33 40 00.00 27 STORM DRAINAGE UTILITIES

33 70 02.00 27 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

33 82 00.00 27 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.00 27

CAST-IN-PLACE CONCRETE

PART 1 GENERAL This spec applies to all concrete used for the Project, including concrete used for piers and footings designed by the pre-engineered building supplier, this also applies to the continuous perimeter foundation walls.

1.1 REFERENCES

1.2 Definitions

1.2.1 Cementitious Material

1.2.2 Chemical Admixtures

1.2.3 Complementary Cementing Materials (CCM)

1.2.4 Design Strength (f'c)

1.2.5 Mass Concrete

1.2.6 Mixture Proportioning

1.2.7 Mixture Proportions

1.2.8 Pozzolan

1.2.9 Workability or Consistency

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Laboratory Accreditation

1.4.1.1 Aggregate Testing and Mix Proportioning

1.4.1.2 Acceptance Testing

1.4.1.3 Contractor Quality Control

1.4.2 Quality Control Plan

1.4.3 Pre-installation Meeting

1.4.4 Special Properties and Products

1.4.5 Government Assurance Inspection and Testing

1.4.5.1 Materials

1.4.5.2 Fresh Concrete

1.4.5.3 Hardened Concrete

1.4.5.4 Inspection

1.5 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Proportioning Studies-Normal Weight Concrete

2.1.2 Average Compressive Strength

2.1.3 Computations from Test Records

2.1.4 Mix Design for Bonded Topping for Heavy Duty Floors

2.1.5 Tolerances

2.1.6 Floor Finish

2.1.7 Strength Requirements

2.1.7.1 Evaluation of Concrete Compressive Strength

2.1.7.2 Investigation of Low-Strength Compressive Test Results

2.1.7.3 Load Tests

2.1.8 Water-Cementitious Material Ratio

SECTION 03 30 00.00 27 - Page 1

2.1.9 Air Entrainment

2.1.10 Slump

2.1.11 Concrete Temperature

2.1.12 Size of Coarse Aggregate

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

2.2.2 Fly Ash

2.2.3 Raw or Calcined Natural Pozzolan

2.2.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.2.5 Ground Granulated Blast-Furnace (GGBF) Slag

2.3 AGGREGATES

2.3.1 Fine Aggregate

2.3.2 Coarse Aggregate

2.4 CHEMICAL ADMIXTURES

2.4.1 Air-Entraining Admixture

2.4.2 Accelerating Admixture

2.4.3 Water-Reducing or Retarding Admixture

2.4.4 High-Range Water Reducer

2.4.5 Surface Retarder

2.4.6 Expanding Admixture

2.4.7 Other Chemical Admixtures

2.5 WATER

2.6 NONSHRINK GROUT

2.7 NONSLIP SURFACING MATERIAL

2.8 EMBEDDED ITEMS

2.9 FLOOR HARDENER

2.10 JOINT MATERIALS

2.10.1 Joint Fillers, Sealers, and Waterstops

2.10.2 Contraction Joints in Slabs

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

3.1.1 Foundations

3.1.1.1 Concrete on Earth Foundations

3.1.1.2 Preparation of Rock

3.1.1.3 Excavated Surfaces in Lieu of Forms

3.1.2 Previously Placed Concrete

3.1.2.1 Air-Water Cutting

3.1.2.2 High-Pressure Water Jet

3.1.2.3 Wet Sandblasting

3.1.2.4 Waste Disposal

3.1.2.5 Preparation of Previously Placed Concrete

3.1.3 Embedded Items

3.2 CONCRETE PRODUCTION

3.2.1 General Requirements

3.2.2 Batching Plant

3.2.3 Batching Equipment

3.2.4 Scales

3.2.5 Batching Tolerances

3.2.6 Moisture Control

3.2.7 Concrete Mixers

3.2.8 Stationary Mixers

3.2.9 Truck Mixers

3.3 TRANSPORTING CONCRETE TO PROJECT SITE

3.4 PLACING CONCRETE

3.4.1 Depositing Concrete

3.4.2 Consolidation

3.4.3 Cold Weather Requirements

SECTION 03 30 00.00 27 - Page 2

3.4.4 Hot Weather Requirements

3.4.5 Prevention of Plastic Shrinkage Cracking

3.4.6 Placing Concrete in Congested Areas

3.4.7 Placing Flowable Concrete

3.5 JOINTS

3.5.1 Construction Joints

3.5.2 Contraction Joints in Slabs on Grade

3.5.3 Expansion Joints

3.5.4 Waterstops

3.5.5 Dowels and Tie Bars

3.6 FLOOR HARDENER

3.7 EXTERIOR SLAB AND RELATED ITEMS

3.7.1 Pavements

3.7.2 Sidewalks

3.7.3 Curbs and Gutters

3.7.4 Pits and Trenches

3.8 SETTING BASE PLATES AND BEARING PLATES

3.8.1 Damp-Pack Bedding Mortar

3.8.2 Nonshrink Grout

3.8.2.1 Mixing and Placing of Nonshrink Grout

3.8.2.2 Treatment of Exposed Surfaces

3.9 TESTING AND INSPECTION FOR CQC

3.9.1 Grading and Corrective Action

3.9.1.1 Fine Aggregate

3.9.1.2 Coarse Aggregate

3.9.2 Quality of Aggregates

3.9.3 Scales, Batching and Recording

3.9.4 Batch-Plant Control

3.9.5 Concrete Mixture

3.9.5.1 Air Content Testing

3.9.5.2 Air Content Corrective Action

3.9.5.3 Slump Testing

3.9.5.4 Slump Corrective Action

3.9.5.5 Temperature

3.9.5.6 Strength Specimens

3.9.6 Inspection Before Placing

3.9.7 Placing

3.9.8 Cold-Weather Protection

3.9.9 Mixer Uniformity

3.9.9.1 Stationary Mixers

3.9.9.2 Truck Mixers

3.9.9.3 Mixer Uniformity Corrective Action

3.9.10 Reports

3.10 REPAIR, REHABILITATION AND REMOVAL

3.10.1 Crack Repair

3.10.2 Repair of Weak Surfaces

3.10.3 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

SECTION 03 30 00.00 27 - Page 3

SECTION 03 30 00.00 27

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

This spec applies to all concrete used for the Project, including concrete used for piers and footings designed by the pre-engineered building supplier, this also applies to the continuous perimeter foundation walls.

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 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 301 (2010; Errata 2011) Specifications for Structural Concrete

ACI 305.1 (2006) Specification for Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 318 (2011; Errata 1 2011; Errata 2 2012;

Errata 3-4 2013) Building Code Requirements for Structural Concrete and Commentary

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

ASTM INTERNATIONAL (ASTM)

ASTM C1017 (2013) Standard Specification for Chemical Admixtures for Use in Producing Flowing

SECTION 03 30 00.00 27 - Page 4

Concrete

ASTM C1064 (2011) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2014) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C1107/C1107M (2014) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1260 (2007) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C143/C143M (2012) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2012) Standard Specification for Portland Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2014) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C192/C192M (2013a) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2014) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

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

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2012) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2013) Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

SECTION 03 30 00.00 27 - Page 5

ASTM C39/C39M (2014a) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2013) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2013) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2012a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2012; E 2013) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C937 (2010) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C94/C94M (2015) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2013) Standard Specification for Slag Cement for Use in Concrete and Mortars

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

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2013) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards

NRMCA QC 3 (2011) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

NRMCA TMMB 100 (2001; R 2007) Truck Mixer, Agitator and Front Discharge Concrete Carrier Standards

SECTION 03 30 00.00 27 - Page 6

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 104 (1980) Method of Calculation of the Fineness Modulus of Aggregate

1.2 Definitions

1.2.1 Cementitious Material

As used herein, includes all portland cement, pozzolan, fly ash, ground granulated blast-furnace slag.

1.2.2 Chemical Admixtures

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.

1.2.3 Complementary Cementing Materials (CCM)

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 considerable improvement to sustainability, durability.

1.2.4 Design Strength (f'c)

The specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

1.2.5 Mass Concrete

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.

1.2.6 Mixture Proportioning

The process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project.

1.2.7 Mixture Proportions

The masses or volumes of individual ingredients used to make a unit measure (cubic yard) of concrete.

1.2.8 Pozzolan

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.

1.2.9 Workability or Consistency

The ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the

SECTION 03 30 00.00 27 - Page 7 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

Quality Control Plan; G GT

Laboratory Accreditation; G GT

SD-03 Product Data

Recycled Content Products; G GT

Cementitious Materials; G GT

Floor Finish; G GT

Floor Hardener; G GT

Chemical Admixtures; G GT

SD-04 Samples

Surface Retarder; G GT

SD-05 Design Data

Mixture Proportions; G GT

SD-06 Test Reports

Mixture Proportions; G GT

Testing and Inspection for CQC; G GT

Fly Ash; G GT

Ground Granulated Blast-Furnace (GGBF) Slag; G GT

Aggregates; G GT

Air Content; G GT

Slump; G GT

Compressive Strength; G GT

Water; G GT

SD-07 Certificates

SECTION 03 30 00.00 27 - Page 8

Contractor Quality Control personnel; G GT

Ready-Mix Plant; G GT

1.4 QUALITY ASSURANCE

Submit qualifications for Contractor Quality Control personnel assigned to concrete construction as American Concrete Institute (ACI) Certified Workmen in one of the following grades or show written evidence of having completed similar qualification programs:

Concrete Field Testing Technician Grade I

Concrete Laboratory Testing Technician Grade I or II

Concrete Construction Inspector Level II

Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector

Jointly certified by American Concrete Institute (ACI), Building Official and Code Administrators International (BOCA), International Code Council (ICC), and Southern Building Code Congress International (SBCCI)

Foreman or Lead Journeyman of the flatwork finishing crew

Similar qualification for ACI Concrete Flatwork Technician/Finisher or equal, with written documentation

1.4.1 Laboratory Accreditation

Provide laboratory and testing facilities. 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:

1.4.1.1 Aggregate Testing and Mix Proportioning

Perform aggregate testing and mixture proportioning studies in an accredited laboratory, under the direction of a registered professional engineer in a U.S. state or territory who is competent in concrete materials. This person is required to sign all reports and designs.

1.4.1.2 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.

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1.4.1.3 Contractor Quality Control

All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.4.2 Quality Control Plan

Submit a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. Identify the approved laboratories. Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. Provide all quality control reports to the Quality Manager, Concrete Supplier and the Contracting Officer. Maintain a copy of ACI SP-15 and CRSI 10MSP at the project site.

1.4.3 Pre-installation Meeting

A pre-installation meeting with the Contracting Officer is required at least 10 days prior to start of construction. Conduct the meeting with the Project Superintendent and active installation personnel present.

1.4.4 Special Properties and Products

Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete, if specified or approved. Include any of these materials to be used on the project in the mix design studies.

1.4.5 Government Assurance Inspection and Testing

Day-to day inspection and testing is the responsibility of the Contractor Quality Control (CQC) staff. However, representatives of the Contracting Officer can and will inspect construction as considered appropriate and will monitor operations of the CQC staff. Government inspection or testing will not relieve any CQC responsibilities.

1.4.5.1 Materials

The Contractor shall be responsible for all testing of concrete materials. The Government may sample and test aggregates, cementitious materials, other materials, and concrete to determine compliance with the specifications as considered appropriate. Provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Other materials will be sampled from storage at the jobsite or from other locations as considered appropriate. Samples may be placed in storage for later testing when appropriate.

1.4.5.2 Fresh Concrete

Fresh concrete will be sampled as delivered in accordance with ASTM C172/C172M and tested in accordance with these specifications, as considered necessary.

1.4.5.3 Hardened Concrete

Tests on hardened concrete will be performed by the Government when such tests are considered necessary.

SECTION 03 30 00.00 27 - Page 10

1.4.5.4 Inspection

Concrete operations may be tested and inspected by the Government as the project progresses. Failure to detect defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Government for final acceptance.

1.5 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 requirements and recommendations. Store cement and other cementitious materials in weathertight buildings, bins, or silos that exclude moisture and contaminants and keep each material completely separated. Arrange and use aggregate stockpiles in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Do not store aggregate directly on ground unless a sacrificial layer is left undisturbed. Store reinforcing bars and accessories above the ground on platforms, skids or other supports.

Store other materials in a manner to avoid contamination and deterioration. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing cannot be used unless retested and proven to meet the specified requirements.

Materials must be capable of being accurately identified after bundles or containers are opened.

PART 2 PRODUCTS

Submit documentation indicating: distance between manufacturing facility and the project site, distance of raw material origin from the project site, percentage of post-industrial and post-consumer recycled content per unit of product and relative dollar value of recycled content products to total dollar value of products included in project. Provide Submittals as specified in the subject Section.

2.1 SYSTEM DESCRIPTION

Provide concrete composed of portland cement, other cementitious and pozzolanic materials as specified, aggregates, water and admixtures as specified.

2.1.1 Proportioning Studies-Normal Weight Concrete

Trial design batches, mixture proportions studies, and testing requirements for various 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. Obtain mix design approval from the Contracting Officer prior to concrete placement.

a. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and be accompanied by the manufacturer's or producer's test reports indicating compliance with these specifications.

b. Make trial mixtures having proportions, consistencies, and air content suitable for the work based on methodology described in ACI 211.1 , 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 on the project.

SECTION 03 30 00.00 27 - Page 11

c. The maximum water-cementitious material ratios allowed in subparagraph WATER-CEMENTITIOUS MATERIAL RATIO below will be the equivalent water-cementitious material ratio as determined by conversion from the weight ratio of water to cement plus pozzolan by the weight equivalency method as described in ACI 211.1 . In the case where silica fume or GGBF slag is used, include the weight of the silica fume and GGBF slag in the equations in ACI 211.1 for the term P, which is used to denote the weight of pozzolan. If pozzolan is used in the concrete mixture, the minimum pozzolan content is 15 percent by weight of the total cementitious material, and the maximum is 35 percent.

d. Design laboratory trial mixtures for maximum permitted slump and air content. Make separate sets of trial mixture studies for each combination of cementitious materials and each combination of admixtures proposed for use. No combination of either may be used until proven by such studies, except that, if approved in writing and otherwise permitted by these specifications, an accelerator or a retarder may be used without separate trial mixture study. Separate trial mixture studies must also be made for concrete for any conveying or placing method proposed which requires special properties and for concrete to be placed in unusually difficult placing locations. 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.

e. Report the temperature of concrete in each trial batch. For each water-cementitious material ratio, make at least three test cylinders for each test age, cure in accordance with ASTM C192/C192M and test at 7 and 28 days in accordance with ASTM C39/C39M. From these test 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 day and 28 day strengths. Design each mixture to promote easy and suitable concrete placement, consolidation and finishing, and to prevent segregation and excessive bleeding.

f. Submit the results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportions of ingredients that will be used in the manufacture of each strength of concrete, at least 60 days prior to commencing concrete placing operations. Base aggregate weights on the saturated surface dry condition. Accompany the statement with test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions may be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory.

2.1.2 Average Compressive Strength

The mixture proportions selected during mixture design studies must produce a required average compressive strength (f'cr) exceeding the specified compressive strength (f'c) by the amount indicated below, but may not exceed the specified strength at the same age by more than 20 percent. This required average compressive strength, f'cr, will not be a required acceptance criteria during concrete production. However, whenever the daily average compressive strength at 28 days drops below

SECTION 03 30 00.00 27 - Page 12 f'cr during concrete production, or daily average 7-day strength drops below a strength correlated with the 28-day f'cr, adjust the mixture, as approved, to bring the daily average back up to f'cr. During production, the required f'cr must be adjusted, as appropriate, based on the standard deviation being attained on the job.

2.1.3 Computations from Test Records

Where a concrete production facility has test records, establish a standard deviation in accordance with the applicable provisions of ACI 214R .

Test records from which a standard deviation is calculated must represent materials, quality control procedures, and conditions similar to those expected; must represent concrete produced to meet a specified strength or strengths (f'c) within 1000 psi of that specified for proposed work; and must consist of at least 30 consecutive tests. A strength test must be the average of the strengths of two cylinders made from the same sample of concrete and tested at 28 days. Required average compressive strength f'cr used as the basis for selection of concrete proportions must be in accordance with ACI 318 Chapter 5.

2.1.4 Mix Design for Bonded Topping for Heavy Duty Floors

The concrete mix design for bonded topping for heavy duty floors must contain the greatest practical proportion of coarse aggregate within the specified proportion limits (The interior building slab and the two external aprons are heavy duty floors but the bonded topping-hardener is only required for the interior building slab). Design the mix to produce concrete having a 28-day strength of at least 4000 psi. Concrete for the topping must consist of the following proportions, by weight:

1.00 part portland cement

1.15 to 1.25 parts fine aggregate

1.80 to 2.00 parts coarse aggregate

Maximum water-cementitious material ratio must be 0.33. The topping concrete must not be air-entrained. The concrete must be mixed so as to produce a mixture of the driest consistency possible to work with a sawing motion of the strike-off and which can be floated and compacted as specified without producing water or excess cement at the surface. In no case must slump exceed 1 inch as determined by ASTM C143/C143M.

2.1.5 Tolerances

Except as otherwise specified herein, tolerances for concrete batching, mixture properties, and construction as well as definition of terms and application practices must be in accordance with ACI 117 . Take level and grade tolerance measurements of slabs as soon as possible after finishing;

when forms or shoring are used, the measurements must be made prior to removal.

2.1.6 Floor Finish

For floor finishes, see Section 03 35 00.00 27 CONCRETE FINISHING.

2.1.7 Strength Requirements

Specified compressive strength (f'c) must be as follows:

SECTION 03 30 00.00 27 - Page 13

G4EDDMTJ

Line

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

4000 psi at 28 days Slab-on-grade

4000 psi at 28 days Footings

4000 psi at 28 days All other concrete

Concrete made with high-early strength cement must have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II portland cement. Compressive strength must be determined in accordance with ASTM C39/C39M.

2.1.7.1 Evaluation of Concrete Compressive Strength

Fabricate six compressive strength specimens, 6 inch by 12 inch cylinders, laboratory cure them in accordance with ASTM C31/C31M and test them in accordance with ASTM C39/C39M. Test two cylinders at 7 days, two cylinders at 28 days, and hold two cylinder in reserve. The strength of the concrete is considered satisfactory so long as the average of all sets of three consecutive test results do not exceed the specified compressive strength f'c by 20 percent and no individual test result falls below the specified strength f'c by more than 500 psi), unless approved by the Contracting Officer. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Additional analysis or testing, including taking cores and/or load tests may be required when the strength of the concrete in the structure is considered potentially deficient.

2.1.7.2 Investigation of Low-Strength Compressive Test Results

When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, take steps to assure that the load-carrying capacity of the structure is not jeopardized. When the strength of concrete in place is considered potentially deficient, obtain cores and test in accordance with ASTM C42/C42M. Take at least three representative cores from each member or area of concrete in place that is considered potentially deficient.

The location of cores will be determined by the Contracting Officer to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. Non-destructive tests (tests other than test cylinders or cores) may not be used as a basis for acceptance or rejection. Perform the coring and repair the holes; cores will be tested by the Contractor.

2.1.7.3 Load Tests

If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Contracting Officer in accordance with the requirements of ACI 318 . Correct concrete work evaluated by structural

SECTION 03 30 00.00 27 - Page 14 analysis or by results of a load test as being understrength in a manner satisfactory to the Contracting Officer. Perform all investigations, testing, load tests, and correction of deficiencies approved by the Contracting Officer, except that if all concrete is found to be in compliance with the drawings and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

2.1.8 Water-Cementitious Material Ratio

Maximum water-cementitious material ratio (w/c) for normal weight concrete is as follows:

WATER-CEMENTITIOUS MATERIAL RATIO, BY

WEIGHT

STRUCTURE OR PORTION OF STRUCTURE

0.50 All concrete

2.1.9 Air Entrainment

Attain specified air content at point of placement into the forms within plus or minus 1.5 percent. All normal weight concrete shall be air entrained to contain between 4 and 7 percent total air, except that when the nominal maximum size coarse aggregate is 3/4 inch or smaller it shall be between 4.5 and 7.5 percent. Determine air content for normal weight concrete in accordance with ASTM C231/C231M.

2.1.10 Slump

Slump of the concrete, as delivered to the point of placement into the forms, must be within the following limits. Determine slump in accordance with ASTM C143/C143M.

Structural Element Slump inches

Minimum Maximum

Walls, columns and beams 2 4

Foundation walls, substructure walls, footings, slabs

1 3

Any structural concrete approved for placement by pumping:

At pump 2 8

At discharge of line 1 4

When use of a plasticizing admixture conforming to ASTM C1017 or when a Type F or G high range water reducing admixture conforming to ASTM C494/C494M is permitted to increase the slump of concrete, concrete must have a slump of 2 to 4 inches before the admixture is added and a maximum slump of 8 inches at the point of delivery after the admixture is added.

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2.1.11 Concrete Temperature

The temperature of the concrete as delivered must not exceed 90 degrees F.

When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered must be between 55 and 75 degrees F.

2.1.12 Size of Coarse Aggregate

Use the largest feasible nominal maximum size aggregate (NMSA), specified in PART 2 paragraph AGGREGATES, in each placement. However, do not exceed nominal maximum size of aggregate for any of the following: three-fourths of the minimum cover for reinforcing bars, three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

2.2 CEMENTITIOUS MATERIALS

Cementitious Materials must be portland cement, portland-pozzolan cement, portland blast-furnace slag cement, or portland cement in combination with pozzolan or ground granulated blast furnace slag conforming to appropriate specifications listed below. Restrict usage of cementitious materials in concrete that will have surfaces exposed in the completed structure so there is no change in color, source, or type of cementitious material.

2.2.1 Portland Cement

ASTM C150/C150M, Type II with a maximum 10 percent amount of tricalcium aluminate, and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. White portland cement must meet the above requirements.

2.2.2 Fly Ash

Conform fly ash to ASTM C618. If pozzolan is used, it must never be less than 15 percent by weight or more than 35 percent by weight of the total cementitious material. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.2.3 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 on 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.

2.2.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

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

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

SECTION 03 30 00.00 27 - Page 16

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

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

2.2.5 Ground Granulated Blast-Furnace (GGBF) Slag

ASTM C989/C989M, Grade 120. Submit test results in accordance with ASTM C989/C989M for GGBF slag. Submit test results performed within 6 months of submittal date..

2.3 AGGREGATES

Provide fine and coarse aggregates conforming to the following.

2.3.1 Fine Aggregate

Conform to the quality and gradation requirements of ASTM C33/C33M.

2.3.2 Coarse Aggregate

Conform to ASTM C33/C33M, Class 5S, size designation #57.

2.4 CHEMICAL ADMIXTURES

When required or permitted, conform to the appropriate specification listed. Furnish admixtures in liquid form and of suitable concentration for easy, accurate control of dispensing.

2.4.1 Air-Entraining Admixture

ASTM C260/C260M and must consistently entrain the air content in the specified ranges under field conditions.

2.4.2 Accelerating Admixture

ASTM C494/C494M, Type C or E, except that calcium chloride or admixtures containing calcium chloride cannot be used.

2.4.3 Water-Reducing or Retarding Admixture

ASTM C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

2.4.4 High-Range Water Reducer

ASTM C494/C494M, Type F or G, except that the 6-month and 1-year strength requirements are waived. Use the admixture only when approved in writing, such approval being contingent upon particular mixture control as described in the Contractor's Quality Control Plan and upon performance of separate mixture design studies.

2.4.5 Surface Retarder

ASTM C309. Submit sample of surface retarder material with manufacturer's instructions for application in conjunction with air-water cutting.

SECTION 03 30 00.00 27 - Page 17

2.4.6 Expanding Admixture

Aluminum powder type expanding admixture conforming to ASTM C937.

2.4.7 Other Chemical Admixtures

Provide chemical admixtures for use in producing flowing concrete in compliance with ASTM C1017, Type I or II. Use these admixtures only when approved in writing, such approval being contingent upon particular mixture control as described in the Contractor's Quality Control Plan and upon performance of separate mixture design studies.

2.5 WATER

Provide water complying with the requirements of ASTM C1602/C1602M .

Provide potable water for mixing, free of injurious amounts of oil, acid, salt, or alkali. Submit test report showing water complies with

ASTM C1602/C1602M .

2.6 NONSHRINK GROUT

Provide nonshrink grout conforming to ASTM C1107/C1107M , and a commercial formulation suitable for the proposed application.

2.7 NONSLIP SURFACING MATERIAL

Provide nonslip surfacing material consisting of 55 percent, minimum, aluminum oxide or silicon-dioxide abrasive ceramically bonded together to form a homogeneous material sufficiently porous to provide a good bond with portland cement paste; or factory-graded emery aggregate consisting of not less than 45 percent aluminum oxide and 25 percent ferric oxide.

Use well graded aggregate from particles retained on the No. 30 sieve to particles passing the No. 8 sieve.

2.8 EMBEDDED ITEMS

Provide the size and type indicated or as needed for the application.

Dovetail slots must be galvanized steel. Provide inserts for shelf angles and bolt hangers of malleable iron or cast or wrought steel.

2.9 FLOOR HARDENER

Provide a colorless aqueous solution containing zinc silicofluoride, magnesium silicofluoride, or sodium silicofluoride. These silicofluorides can be used individually or in combination. Proprietary hardeners may be used if approved in writing by the Contracting Officer.

2.10 JOINT MATERIALS

2.10.1 Joint Fillers, Sealers, and Waterstops

Provide materials for expansion joint fillers and waterstops in accordance with Section 03 15 00.00 27 CONCRETE ACCESSORIES.

2.10.2 Contraction Joints in Slabs

Provide materials for contraction joint inserts in accordance with Section

03 15 00.00 27 CONCRETE ACCESSORIES.

SECTION 03 30 00.00 27 - Page 18

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

Before commencing concrete placement, perform the following: Clean surfaces to receive concrete, free from frost, ice, mud, and water.

Place, clean, coat, and support forms in accordance with Section 03 11 13.00 27 STRUCTURAL CONCRETE FORMWORK. Place, clean, tie, and support reinforcing steel in accordance with Section 03 20 00.00 27 CONCRETE REINFORCEMENT. Transporting and conveying equipment is in-place, ready for use, clean, and free of hardened concrete and foreign material.

Equipment for consolidating concrete is at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage is at the placing site, in proper working condition and in sufficient amount for the entire placement. When hot, windy conditions during concreting appear probable, equipment and material is at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete as required in Section 03 39 00.00 27

CONCRETE…