Am_0003.pdf

Offers 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 or (c) By separate letter or electronic communication 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 letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

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

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

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

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, 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)

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.

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

Amendment No.0003 W9128F

CONSOLIDATED HELO/TRF OPS/AMU AND ALERT FACILITY AT FE WARREN AFB, WYOMING

See attached documentation for content of the changes to RFP.

Date for receipt of proposals is 13 SEP 2021 at 1400 hours

Government Point of Contact: Brian Finerty, Contract Specialist (402) 996-3715

U.S ARMY CORPS OF ENGINEERS, OMAHA DISTRICT

CONTRACTING OFFICE

1616 CAPITOL AVE.

OMAHA, NE 68102-4901

See Item 6

W9128F-21-R-0070

08/19/2021

07/30/2021

08/19/2021

Am #0003 - 2 (Continuation SF 30)

19 AUG 2021

Solicitation No. W9128F21R0070

Date of Issue: 30 JUL 2021 Date of Receiving Proposals: 13 SEP 2021

SUBJECT: Amendment No. 0003 to Request for Proposal Solicitation Package for Construction of

CONSOLIDATED HELO/TRF OPS/AMU AND ALERT FACILITY AT FE WARREN AFB, WYOMING

TO: Prospective Offerors and Others Concerned

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

a. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been tracked in sections listed with asterisks.

Pages or Sections Deleted Pages or Sections Substituted or Added 32 13 11.01 32 13 11.01* 32 13 14.13 32 13 14.13* 33 32 16 33 32 16* 33 40 00 33 40 00*

b. Drawings (Reissued). The following drawings are revised, with latest revision dates indicated in their title blocks, and reissued with this amendment.

(1) Sheet FE96CS103, SITE PLAN – AREA 3

(2) Sheet FE96CS107, SITE PLAN – AREA 7

(3) Sheet FE96CG108, GRADING PLAN – AREA 7

(4) Sheet FE96CG112, DRAINAGE PLAN – AREA 1

(5) Sheet FE96CG113, DRAINAGE PLAN – AREA 2

(6) Sheet FE96CG114, DRAINAGE PLAN – AREA 3

(7) Sheet FE96CG115, DRAINAGE PLAN – AREA 4

(8) Sheet FE96CG116, DRAINAGE PLAN – AREA 6

(9) Sheet FE96CG117, DRAINAGE PLAN – AREA 7

(10) Sheet FE96CG200, STORM DRAIN PROFILE

(11) Sheet FE96CG201, STORM DRAIN PROFILE

(12) Sheet FE96CG203, STORM DRAIN PROFILE

(13) Sheet FE96CG204, STORM DRAIN PROFILE

(14) Sheet FE96CG205, STORM DRAIN PROFILE

(15) Sheet FE96CG209, STORM DRAIN PROFILE

(16) Sheet FE96CG210, STORM DRAIN PROFILE

(17) Sheet FE96CP101, PAVING PLAN – AREA 1

(18) Sheet FE96CP102, PAVING PLAN – AREA 2

(19) Sheet FE96CU102, UTILITY PLAN – AREA 1

(20) Sheet FE96CU103, UTILITY PLAN – AREA 2

(21) Sheet FE96CU108, BID OPTION 1 – CRASH / FIRE RESCUE FACILITY

– UTILITY PLAN

(22) Sheet FE96CU210, BID OPTION 1 – WATERLINE PROFILE F-05 W-02

(23) Sheet FE96C-510, DRAINAGE DETAILS

(24) Sheet FE96C-511, DRAINAGE DETAILS

(25) Sheet FE96C-517, DRAINAGE DETAILS

Am #0003 - 3 (Continuation SF 30)

(26) Sheet FE96C-521, PAVING DETAILS

(27) Sheet FE96C-530, UTILITY DETAILS

(28) Sheet FE96C-531, UTILITY DETAILS

(29) Sheet FE96C-532, UTILITY DETAILS

(30) Sheet FE96C-534, UTILITY DETAILS

(31) Sheet FE96S-005, STRUCTURAL NOTES

(32) Sheet FE96AE141, OVERALL ROOF PLAN

(33) Sheet FE96AE142, ROOF PLAN – AREA A

(34) Sheet FE96AE143, ROOF PLAN – AREA B

(35) Sheet FE96AE144, ROOF PLAN – AREA C

(36) Sheet FE96AE145, ROOF PLAN – AREA D

(37) Sheet FE96AE146, ROOF PLAN – AREA E

(38) Sheet FE96AE147, ROOF PLAN – AREA F

(39) Sheet FE96AE148, ROOF PLAN – AREA G

(40) Sheet FE96AE149, ROOF PLAN – AREA H

(41) Sheet FE96AE150, BID OPTION 2 – ROOF PLAN – AREA H

(42) Sheet FE96A-311, WALL SECTIONS

(43) Sheet FE96A-315, WALL SECTIONS

(44) Sheet FE96A-502, PLAN DETAILS

(45) Sheet FE96E-703, GROUNDING RISER DIAGRAM

(46) Sheet FE96T-001, LEGENDS, NOTES, AND ABBREVIATIONS

c. Drawings (New). The following new drawing, dated as indicated in its title block, is hereby added to the request for proposal drawings and issued with this amendment.

(1) Sheet FE96C-524, PAVING DETAILS

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

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

4. Electronic Offers will be received until 2:00 p.m., local time at place of receiving proposals, 13 SEP 2021, as stated in the Request For Proposal.

Attachments:

Spec Pages listed in 1.a., above Drawings listed in 1.b. and 1.c., above (under separate cover)

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

19 AUG 2021

jlb/2099

Consolidated Helo/TRF OPS/AMU & Alert Facility FE96

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 13 11.01

CONCRETE FOR HANGAR FLOORS

11/15

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY CONTROL

1.3.1 Contractor Quality Control Staff

1.3.2 Other Staff

1.3.3 Laboratory Accreditation and Validation

1.3.3.1 Aggregate Testing and Mix Proportioning

1.3.3.2 Acceptance Testing

1.3.3.3 Contractor Quality Control

1.3.3.4 Laboratory Inspection

1.3.3.5 Curing Facilities

1.3.3.6 Cementitious Materials and Admixtures

1.3.4 Preconstruction Testing of Materials

1.3.4.1 Aggregates

1.3.4.2 Chemical Admixtures, Curing Compounds and Epoxies

1.3.4.3 Cementitious Materials

1.3.5 Testing During Construction

1.3.6 Test Section

1.3.6.1 Pilot Lane

1.3.6.2 Fill-In Lane

1.3.7 Acceptability of Work

1.3.8 Acceptance Requirements

1.3.8.1 Pavement Lots

1.3.8.2 Evaluation

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Bulk Cementitious Materials

1.4.2 Aggregate Materials

1.4.3 Other Materials

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Surface Smoothness

2.1.1.1 Straightedge Testing

2.1.1.2 Testing Method

2.1.1.2.1 Straightedge Testing

2.1.2 Joint Face Deformation

2.1.3 Plan Grade

2.1.4 Flexural Strength

2.1.4.1 Sampling and Testing

2.1.4.2 Computations

2.1.5 Thickness

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

SECTION 32 13 11.01 Page 1

Am_0003

2.2.2 Blended Cements

2.2.3 Pozzolan

2.2.3.1 Fly Ash

2.2.3.2 Raw or Calcined Natural Pozzolan

2.2.3.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.2.4 Slag Cement

2.2.5 Supplementary Cementitious Materials (SCM) Content

2.3 AGGREGATES

2.3.1 Aggregate Sources

2.3.1.1 Durability of Coarse Aggregate

2.3.1.2 Alkali-Silica Reactivity

2.3.1.3 Combined Aggregate Gradation

2.3.2 Coarse Aggregate

2.3.2.1 Material Composition

2.3.2.2 Particle Shape Characteristics

2.3.2.3 Size and Grading

2.3.2.4 Deleterious Materials - Airfield Pavements

2.3.2.5 Testing Sequence for Deleterious Materials in Coarse

Aggregate - Airfields Only

2.3.3 Fine Aggregate

2.3.3.1 Composition

2.3.3.2 Grading

2.3.3.3 Deleterious Material

2.4 CHEMICAL ADMIXTURES

2.4.1 General Requirements

2.4.2 Lithium Nitrate

2.5 MEMBRANE FORMING CURING COMPOUND

2.6 WATER

2.7 JOINT MATERIALS

2.7.1 Expansion Joint Material

2.8 REINFORCING

2.8.1 Reinforcing Bars and Bar Mats

2.9 DOWELS

2.9.1 Dowels

2.9.2 Dowel Bar Assemblies

2.10 EPOXY RESIN

2.11 INSULATION AND VAPOR BARRIER/RETARDER

2.11.1 Vapor Barrier/Retarder

2.11.2 Insulation

2.12 EQUIPMENT

2.12.1 Batching and Mixing Plant

2.12.1.1 Location

2.12.1.2 Type and Capacity

2.12.1.3 Tolerances

2.12.1.4 Moisture Control

2.12.2 Concrete Mixers

2.12.2.1 Stationary

2.12.2.2 Mixing Time and Uniformity for Stationary Mixers

2.12.2.3 Abbreviated Test

2.12.2.4 Truck

2.12.3 Transporting Equipment

2.12.4 Transfer and Spreading Equipment

2.12.5 Finishing Equipment

2.12.5.1 General

2.12.5.2 Vibrators

2.12.5.3 Screed Plate

2.12.5.4 Hand Finishing Equipment and Template

2.12.5.5 Other Types of Finishing Equipment

2.12.5.6 Forms

SECTION 32 13 11.01 Page 2

2.12.5.7 Forms for Multiple Slab Thicknesses

2.12.5.8 Vertical Deviation

2.12.6 Curing Equipment

2.12.7 Sawing Equipment

2.12.8 Straightedge

2.12.9 Work Bridge

2.13 SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES

2.13.1 Specified Flexural Strength

2.13.2 Water-Cementitious Materials Ratio

2.13.3 Air Content

2.13.4 Slump

2.13.5 Concrete Temperature

2.13.6 Concrete Strength for Final Acceptance

2.14 MIXTURE PROPORTIONS

2.14.1 Composition

2.14.2 Proportioning Studies

2.14.2.1 Water-Cementitious Materials Ratio

2.14.2.2 Trial Mixture Studies

2.14.2.3 Mixture Proportioning for Flexural Strength

2.14.3 Average CQC Flexural Strength Required for Mixtures

2.14.3.1 From Previous Test Records

2.14.3.2 Without Previous Test Records

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Precaution

3.1.2 Proposed Techniques

3.2 CONDITIONING OF UNDERLYING MATERIAL

3.2.1 General Procedures

3.2.2 Traffic on Underlying Material

3.3 WEATHER LIMITATIONS

3.3.1 Placement and Protection During Inclement Weather

3.3.2 Paving in Hot Weather

3.3.3 Prevention of Plastic Shrinkage Cracking

3.3.4 Paving in Cold Weather

3.4 CONCRETE PRODUCTION

3.4.1 Batching and Mixing Concrete

3.4.2 Transporting and Transfer - Spreading Operations

3.5 PAVING

3.5.1 General Requirements

3.5.2 Consolidation

3.5.3 Fixed Form Paving

3.5.3.1 Forms for Fixed-Form Paving

3.5.3.2 Form Removal

3.5.4 Placing Reinforcing Steel

3.5.4.1 Pavement Thickness Greater Than 12 inches

3.5.4.2 Pavement Thickness Less Than 12 Inches

3.5.5 Placing Dowels

3.5.5.1 Contraction Joints

3.5.5.2 Construction Joints-Fixed Form Paving

3.5.5.3 Dowels Installed in Hardened Concrete

3.5.5.4 Lubricating Dowel Bars

3.6 FINISHING

3.6.1 Machine Finishing With Fixed Forms

3.6.2 Surface Correction and Testing

3.6.3 Hand Finishing

3.6.3.1 Equipment and Template

3.6.3.2 Finishing and Floating

SECTION 32 13 11.01 Page 3

3.6.4 Edging

3.6.5 Outlets in Hangar Floor

3.6.6 Finishing Floor System

3.7 CURING

3.7.1 Protection of Concrete

3.7.2 Concrete Curing

3.8 JOINTS

3.8.1 General Requirements for Joints

3.8.2 Longitudinal Construction Joints

3.8.3 Transverse Construction Joints

3.8.4 Expansion Joints

3.8.5 Contraction Joints

3.8.6 Thickened Edge Joints

3.9 REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS

3.9.1 General Criteria

3.9.2 Slabs with Cracks

3.9.3 Removal and Replacement of Full Slabs

3.9.4 Repairing Spalls Along Joints

3.10 EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR

3.10.1 Removal of Existing Pavement Slab

3.10.2 Edge Repair

3.10.2.1 Spall Repair

3.10.2.2 Underbreak and Underlying Material

3.11 HANGAR SLAB PROTECTION

3.12 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING

CONSTRUCTION

3.12.1 Testing and Inspection by Contractor

3.12.2 Testing and Inspection Requirements

3.12.3 Concrete Strength Testing for CQC

3.12.4 Reports

-- End of Section Table of Contents --

SECTION 32 13 11.01 Page 4

SECTION 32 13 11.01

CONCRETE FOR HANGAR FLOORS

11/15

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 201.1R (2008) Guide for Conducting a Visual Inspection of Concrete in Service

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 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 309R (2005) Guide for Consolidation of Concrete

ASTM INTERNATIONAL (ASTM)

ASTM A184/A184M (2019) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

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

ASTM A775/A775M (2016) Standard Specification for Epoxy-Coated Steel Reinforcing Bars

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

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

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

SECTION 32 13 11.01 Page 5

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

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2014) Standard Test Method for Lightweight Particles in Aggregate

ASTM C1260 (2014) 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 C138/C138M (2017a) Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

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

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

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

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

ASTM C1646/C1646M (2016) Making and Curing Test Specimens for Evaluating Frost Resistance of Coarse Aggregate in Air-Entrained Concrete by Rapid Freezing and Thawing

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

ASTM C192/C192M (2019) 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

SECTION 32 13 11.01 Page 6

ASTM C294 (2012; R 2017) Standard Descriptive Nomenclature for Constituents of Concrete Aggregates

ASTM C295/C295M (2019) Standard Guide for Petrographic Examination of Aggregates for Concrete

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

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

ASTM C494/C494M (2019) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2018) Standard Specification for Blended Hydraulic Cements

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

ASTM C666/C666M (2015) Resistance of Concrete to Rapid Freezing and Thawing

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

ASTM C88 (2018) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C881/C881M (2015) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

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

ASTM C989/C989M (2017) Standard Specification for Slag Cement for Use in Concrete and Mortars

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 D2995 (1999; R 2009) Determining Application Rate of Bituminous Distributors

ASTM D4791 (2019) Flat Particles, Elongated

SECTION 32 13 11.01 Page 7

Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D75/D75M (2019) Standard Practice for Sampling Aggregates

ASTM E1643 (2011) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

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

ASTM E1745 (2011) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2015) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

U.S. AIR FORCE (USAF)

AF ETL 97-5 (1997) Proportioning Concrete Mixtures with Graded Aggregates for Rigid Airfield Pavements

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 143 (1962) Specifications for Meters for Automatic Indication of Moisture in Fine Aggregate

COE CRD-C 521 (1981) Standard Test Method for Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 55 (1992) Test Method for Within-Batch Uniformity of Freshly Mixed Concrete

COE CRD-C 662 (2009) Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials, Lithium Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method)

1.2 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. Submittals with an "S"

SECTION 32 13 11.01 Page 8 are for inclusion in the Sustainability Notebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Dowels; G

Dowel Bar Assemblies; G

Equipment

Proposed Techniques; G

SD-05 Design Data

Preliminary Proposed Proportioning; G

Proportioning Studies; G

SD-06 Test Reports

Batch Plant Manufacturer's Inspection Report; G

Sampling and Testing; G

Mixer Performance (Uniformity) Testing; G

Repair Recommendations Plan; G

SD-07 Certificates

Contractor Quality Control Staff; G

Laboratory Accreditation and Validation

Commercial Laboratory; G

NRMCA Certificate of Conformance

1.3 QUALITY CONTROL

1.3.1 Contractor Quality Control Staff

Reference Section 01 45 00.00 10 QUALITY CONTROL for Contractor personnel qualification requirements. Submit American Concrete Institute certification for Contractor Quality Control staff. Qualifications and resumes for petrographer, surveyor, concrete batch plant operator. All Contractor Quality Control personnel assigned to concrete construction are required to be American Concrete Institute (ACI) certified in the following grade:

a. The minimum requirements for the CQC System Manager consist of being a graduate engineer or a graduate of construction management, with a minimum of 5 years airfield construction experience and a minimum of 1 year experience as a CQC System Manager on an airfield construction project.

b. CQC personnel responsible for inspection of concrete paving

SECTION 32 13 11.01 Page 9 operations: ACI Concrete Transportation Inspector. The ACI Concrete Transportation Inspector is required to be present at the paving site during all paving operations, with the exception of the initial saw cutting operation. The QC manager is required to be present during initial saw cutting operations.

c. CQC staff is required to oversee all aspects of sawing operations (sawing, flushing, vacuuming, checking for random cracking, lighting).

d. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews: ACI Concrete Flatwork Technician/Finisher .

e. Batch Plant Manufacturer's Representative: A representative from the batch plant manufacturer is required to be on site to inspect and make necessary adjustments to all components of the batch plant including but not limited to aggregate bin weighing operations, water metering, cement and fly ash weighing devices. All necessary inspections and adjustments by the manufacturer representative is required to be performed prior to uniformity testing. Submit a written Batch Plant Manufacturer's Inspection Report signed by the representative noting all inspection items and corrections and stating the batch plant is capable of producing the volume of concrete as required herein.

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

g. Laboratory Testing Technicians: ACI Concrete Strength Testing Technician and Laboratory Testing Technician, Grade I or II.

If the Quality Control personnel is not certified for grades listed above, he or she shall be verified expertise to perform the control of concrete quality process properly by the Contracting Officer.

1.3.2 Other Staff

Submit for approval, the qualifications and resumes for the following staff:

a. Petrographer: Bachelor of Science degree in geology or petrography, trained in petrographic examination of concrete aggregate according to ASTM C294 and ASTM C295/C295M and trained in identification of the specific deleterious materials and tests identified in this specification. Detail the education, training and experience related to the project-specific test methods and deleterious materials in the Resume and submit at least 20 days before petrographic and deleterious materials examination is to commence .

b. Licensed Surveyor: Perform all survey work under the supervision of a Licensed Surveyor.

c. Concrete Batch Plant Operator: National Ready Mix Concrete Association (NRMCA) Plant Manager certification or approved equivalent by the Contracting Officer's Representative.

1.3.3 Laboratory Accreditation and Validation

Provide laboratory and testing facilities. Submit accreditation of the commercial laboratory by an independent evaluation authority, indicating conformance to ASTM C1077, including all applicable test procedures. The

SECTION 32 13 11.01 Page 10 laboratories performing the tests are required to be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260.

Provide current accreditation and include the required and optional test methods, as specified. In addition, all contractor quality control testing laboratories performing acceptance testing require USACE validation by the Material Testing Center (MTC) for both parent laboratory and on-site laboratory. Validation on all laboratories is required to remain current throughout the duration of the paving project. Contact the MTC manager listed at <URL HREF="http://www.erdc.usace.army.mil/Media/FactSheets/FactSheetArticleView/ tabid/9254/Article/476661/materials-testing-center.aspx">http://www.erdc.usace.army.mil/Media/FactSheets/FactSheetArticleView/ tabid/9254/Article/476661/materials-testing-center.aspx for costs and scheduling. Provide onsite temperature-controlled concrete curing facilities.

1.3.3.1 Aggregate Testing and Mix Proportioning

Aggregate testing and mixture proportioning studies are required to be performed by a commercial laboratory.

1.3.3.2 Acceptance Testing

Provide all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the paving site and in the laboratory. Provide steel molds for molding the beam specimens. Provide and maintain boxes or other facilities suitable for storing and curing the specimens while in the mold within the temperature range stipulated by ASTM C31/C31M. Provide flexural loading equipment in accordance with

ASTM C78/C78M.

1.3.3.3 Contractor Quality Control

All sampling and testing is required to be performed by an approved, independent, commercial laboratory, or for cementitious materials and admixtures, the manufacturer's laboratory.

1.3.3.4 Laboratory Inspection

The Government will inspect all laboratories requiring validation for equipment and test procedures prior to the start of any concreting operations for conformance to ASTM C1077. Schedule and provide payment for laboratory inspections. Additional payment or a time extension due to failure to acquire the required laboratory validation is not allowed. The laboratory is to maintain this certification for the duration of the project.

1.3.3.5 Curing Facilities

Provide onsite temperature-controlled concrete curing facilities.

1.3.3.6 Cementitious Materials and Admixtures

For cementitious materials and admixtures, the manufacturer's laboratory is to perform the test.

1.3.4 Preconstruction Testing of Materials

All sampling and testing is required to be performed. Use an approved commercial laboratory or, for cementitious materials and chemical

SECTION 32 13 11.01 Page 11 admixtures, a laboratory maintained by the manufacturer of the material.

Materials are not allowed to be used until notice of acceptance has been given. Additional payment or extension of time due to failure of any material to meet project requirements, or for any additional sampling or testing required is not allowed. Additional tests may be performed by the Government; such Government testing does not relieve any required testing responsibilities.

1.3.4.1 Aggregates

Sample aggregates in the presence of a Government Representative. Obtain samples in accordance with ASTM D75/D75M and be representative of the materials to be used for the project. Submit test results a minimum of 7 days before commencing mixture proportioning studies.

1.3.4.2 Chemical Admixtures, Curing Compounds and Epoxies

At least 30 days before the material is used, submit certified copies of test results for the specific lots or batches to be used on the project.

Provide test results less than 6 months old prior to use in the work.

Retest chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing, and rejected if test results do not meet manufacturer requirements.

1.3.4.3 Cementitious Materials

Cement, slag cement, and pozzolan will be accepted on the basis of manufacturer's certification of compliance, accompanied by mill test reports showing that the material in each shipment meets the requirements of the specification under which it is provided. Provide mill test reports no more than 1 month old, prior to use in the work. Do not use cementitious materials until notice of acceptance has been given.

Cementitious materials may be subjected to testing by the Government from samples obtained at the mill, at transfer points, or at the project site.

If tests prove that a cementitious material that has been delivered is unsatisfactory, promptly remove it from the project site. Retest cementitious material that has not been used within 6 months after testing, and reject if test results do not meet manufacturer requirements.

1.3.5 Testing During Construction

During construction, sample and test aggregates, cementitious materials, and concrete as specified herein. The Government will sample and test concrete and ingredient materials as considered appropriate. Provide facilities and labor as may be necessary for procurement of representative test samples. Testing by the Government does not relieve the specified testing requirements.

1.3.6 Test Section

Up to 10 days, but not more than 30 days, prior to construction of the concrete pavement, construct a test section near the job site, but not as part of the production pavement area. The test section shall include the floor finish as specified. Construct test section of the same depth as the course which it represents. The underlying grade or pavement structure upon which the test section is to be constructed is required to be the same as the remainder of the course represented by the test section. The equipment used in construction of the test section is required to be the same equipment to be used on the remainder of the course represented by

SECTION 32 13 11.01 Page 12 the test section. Use the test section to develop and demonstrate the proposed techniques of mixing, hauling, placing, consolidating, finishing, curing, initial saw cutting, start-up procedures, testing methods, plant operations, and the preparation of the construction joints. Perform variations in mixture proportions, other than water, if directed. Operate and calibrate the mixing plant prior to start of placing the test section. Use the same equipment, materials, and construction techniques on the test section proposed for use in all subsequent work. Perform base course preparation, concrete production, placing, consolidating, curing, construction of joints, and all testing in accordance with applicable provisions of this specification. Three days after completion of the test section, provide eight cores at least 6 inches in diameter by full depth cut from points selected in the test section by the Government. The cores will be evaluated for surface paste, uniformity of aggregate distribution, segregation, voids, and thickness. Construct the test section meeting all specification requirements and being acceptable in all aspects, including surface texture, thickness, grade, and longitudinal and transverse joint alignment. Failure to construct an acceptable test section necessitates construction of additional test sections at no additional cost to the Government. Do not commence production paving until the results on aggregates and concrete, including evaluation of the cores, and all pavement measurements for actual plan grade, surface smoothness and thickness have been submitted and approved.

1.3.6.1 Pilot Lane

Construct the test section, 16 feet wide by 50 feet long, to the same thickness as the thickest portion of pavement shown on the Drawings.

Provide at least one transverse construction joint in the test section.

If doweled longitudinal construction joints are required in any of the production slabs, install them full length along one side of the test lane throughout the test section. Construct the test section on two separate days.

1.3.6.2 Fill-In Lane

Consider the first 50 feet of the fill-in lane as a fill-in lane test section for purposes of testing and evaluation. All requirements for the test section are applicable. Obtain cores from the fill-in lane side of the longitudinal construction joint with the pilot lane. The cores will be evaluated for homogeneity, consolidation, and segregation.

1.3.7 Acceptability of Work

The materials and the pavement itself will be accepted on the basis of tests made by the Government or by the Contractor's approved commercial laboratory or the supplier's approved laboratory, all as specified herein. The Government may make check tests to validate the results of the production testing. If the results of the production testing vary by less than 2.0 percent of the Government's test results, the results of the production testing will be used. If the results of the Government and production tests vary by 2.0 percent, but less than 4.0 percent, the average of the two will be considered the value to be used. If these vary by 4.0 percent or more, carefully evaluate each sampling and testing procedure and obtain another series of Government and production tests on duplicate samples of material. If these vary by 4.0 percent or more, use the results of the tests made by the Government and the Government will continue check testing of this item on a continuous basis until the two sets of tests agree within less than 4.0 percent on a regular basis.

SECTION 32 13 11.01 Page 13

Testing performed by the Government does not relieve the specified testing requirements.

1.3.8 Acceptance Requirements

1.3.8.1 Pavement Lots

A lot is that quantity of construction to be evaluated for acceptance with specification requirements. A lot is equal to one shift of production.

1.3.8.2 Evaluation

Provide all sampling and testing required for acceptance, including batch tickets with all required acceptance testing. Individuals performing sampling, testing and inspection duties are required to meet the Qualifications. The Government reserves the right to direct additional samples and tests for any area which appears to deviate from the specification requirements. Testing in these areas are in addition to the lot testing, and the requirements for these areas are the same as those for a sublot or lot.

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Bulk Cementitious Materials

Provide all cementitious materials in bulk at a temperature, as delivered to storage at the site, not exceed 150 degrees F. Provide sufficient cementitious materials in storage to sustain continuous operation of the plant while the hangar floor is being placed. Provide separate facilities to prevent any intermixing during unloading, transporting, storing, and handling of each type of cementitious material.

1.4.2 Aggregate Materials

Store aggregate at the site of the batching and mixing plant avoiding breakage, segregation, intermixing or contamination by foreign materials.

Store each size of aggregate from each source separately in free-draining stockpiles. Provide a minimum 24 inch thick sacrificial layer left undisturbed for each aggregate stored on ground. Provide free-draining storage for fine aggregate and the smallest size coarse aggregate for at least 24 hours immediately prior to use. Maintain sufficient aggregate at the site at all times to permit continuous uninterrupted operation of the mixing plant at the time concrete is being placed. Do not allow tracked equipment on coarse aggregate stockpiles.

1.4.3 Other Materials

Store reinforcing bars and accessories above the ground on supports.

Store all materials to avoid contamination and deterioration.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

This section is intended to stand alone for construction of concrete hangar floor. However, where the construction covered herein interfaces with other sections, construct each interface to conform to the requirements of both this section and the other section, including tolerances for both.

SECTION 32 13 11.01 Page 14

2.1.1 Surface Smoothness

Use the straightedge method for transverse testing and for longitudinal testing. Smoothness requirements do not apply over crowns, drainage structures, or similar penetration. Maintain detailed notes of the testing results and provide a copy to the Government after each day's testing.

2.1.1.1 Straightedge Testing

Provide the finished surfaces of the pavements with no abrupt change of 1/8 inch or more, and all pavements within the limits specified when checked with an approved 12 foot staight edge. Provide hangar floors with a variation from the specified straight edge not greater than 1/8 inch in the longitudinal direction and not greater than 1/4 inch in the transverse direction.

2.1.1.2 Testing Method

After the concrete has hardened sufficiently to permit walking thereon, but not later than 48 hours after placement, test the entire surface of the pavement in each lot in such a manner as to reveal all surface irregularities exceeding the tolerances specified above. Test the entire area of the pavement in both a longitudinal and a transverse direction on parallel lines. Perform the transverse lines 15 feet or less apart, as directed. Perform the longitudinal lines at the centerline of each lane shown on the drawings, regardless of whether multiple lanes are allowed to be paved at the same time, and at the 1/8th point in from each side of the lane. Also test other areas having obvious deviations. Perform longitudinal testing lines continuous across all joints. Perform transverse testing lines for pilot lanes carried to construction joint lines and for fill-in lanes carried 24 inches across construction joints, and the readings in this area applied to the fill-in lane.

2.1.1.2.1 Straightedge Testing

Hold the straightedge in contact with the surface and move ahead one-half the length of the straightedge for each successive measurement. Determine the amount of surface irregularity by placing the freestanding (unleveled) straightedge on the floor surface and measuring the maximum gap between the straightedge and the floor surface. Determine measurements along the entire length of the straight edge.

2.1.2 Joint Face Deformation

Provide a vertical joint face with a surface within the maximum limits shown below:

SECTION 32 13 11.01 Page 15

Offset from Straightedge Applied Longitudinally to Pavement Surface (a)

Offset from Straightedge Applied Longitudinally to Vertical Face (b)

Offset from Straightedge Applied Top to Bottom Against the Joint Face (c)

Abrupt Offset in Any Direction (d)

Offset of Joint Face from True Vertical (e)

Airfield Pavement

1/8 inch 1/4 inch 3/8 inch 1/8 inch 1 inch per 12 inches

All Other Pavement

1/4 inch All other items same as airfield pavement

(a) Measurement is taken by placing the straightedge longitudinally on the pavement surface 1 inch from the free edge.

(b) Measurement is taken by applying the straightedge longitudinally along the vertical joint face.

(c) Measurement places a 3/8 inch spacer attached to a straightedge and spaced approximately equal to the thickness of the concrete being measured. The offset from straightedge with spacers is measured by placing the spacers against the top and bottom of the vertical concrete face.

(d) An abrupt offset in the joint face occurring along a short distance. Check for abrupt offsets at any location that an abrupt offset appears to be a possible issue.

(e) Measurement of the offset from the joint face to a level in the true vertical position against the joint face.

2.1.3 Plan Grade

Perform a grid survey before and after concrete placement with survey points located at intersection of transverse and longitudinal joints or longitudinal edges. The survey shall be conducted under the direction of a registered professional surveyor. Within 5 days after paving of each lot, test the finished surface of the floor area by running lines of levels at intervals corresponding with every longitudinal and transverse joint to determine the elevation at each joint intersection. Record the results of this survey and provide a copy to the Government at the completion of the survey of each lot. Provide finished surfaces of all airfield pavements that vary less than 1/2 inch above or below the plan grade line or elevation indicated. The above deviations from the approved grade line and elevation are not permitted in areas where closer conformance with the planned grade and elevation is required for the proper functioning of appurtenant structures. Provide finished surfaces of new abutting pavements that coincide at their juncture. Provide horizontal control of the finished surfaces of hangar floor that vary not more than 1/8 inch from the plan alignment indicated.

2.1.4 Flexural Strength

Submit certified copies of laboratory test reports and sources for cement, supplementary cementitious materials (SCM), aggregates, admixtures, curing

SECTION 32 13 11.01 Page 16 compound, epoxy, and proprietary patching materials proposed for use on this project. Perform all aggregate tests no earlier than 6 months prior to contract award. Each lot of pavement will be evaluated for acceptance in accordance with the following procedures.

2.1.4.1 Sampling and Testing

For acceptance, obtain one sample of concrete from one batch or truckload at two randomly generated times during each day's concrete placement, in accordance with ASTM C172/C172M . Four Test beams 6 inch by 6 inch are to be fabricated from each sample and cured in accordance with ASTM C31/C31M;

and tested in accordance with ASTM C78/C78M. For each sample, test two test beams at 7 days for production monitoring and two beams at 90 days for acceptance of the paving lane concrete(8 beams to be tested per each day's paving. For strength testing, concrete placed during a day is to constitute a lot.

2.1.4.2 Computations

Average the four 90-day strength tests for the lot. Use the 90-day average strength in accordance with paragraph CONCRETE STRENGTH FOR FINAL ACCEPTANCE in PART 2.

2.1.5 Thickness

Each lot of pavement will be evaluated for acceptance and payment adjustment in accordance with the following procedure. Survey and measure the pavement thickness around the lot. A minimum of 10 measurements per lot shall be recorded at each joint intersection and a midpoint location between the joint intersections.Provide the results with the thickness measurement data. Average the pavement thickness from the measurements for the lot and evaluate against required thickness. If the average thickness shows a deficiency of 1/2 inch or more the entire lot shall be removed and replaced.

2.2 CEMENTITIOUS MATERIALS

Provide cementitious materials consisting of portland cement or only portland cement in combination with supplementary cementitious materials (SCM), that conform to appropriate specifications listed below. New submittals are required when the cementitious materials sources or types change.

2.2.1 Portland Cement

Provide portland cement conforming to ASTM C150/C150M, Type or Class I or II, low alkali including false set requirements.

2.2.2 Blended Cements

Provide blended cement conforms to ASTM C595/C595M, Type IP or IS, including the optional requirement for mortar expansion and sulfate soundness. Provide pozzolan added to the Type IP blend consisting of ASTM C618 Class F or Class N and that is interground with the cement clinker. Include in written statement from the manufacturer that the amount of pozzolan in the finished cement does not vary more than plus or minus 5 mass percent of the finished cement from lot to lot or within a lot. The percentage and type of mineral admixture used in the blend are not allowed to change from that submitted for the aggregate evaluation and

SECTION 32 13 11.01 Page 17 mixture proportioning. The requirements of Table 2 in paragraph SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCM) CONTENT do not apply to the SCM content of blended cement.

2.2.3 Pozzolan

2.2.3.1 Fly Ash

Provide fly ash that conforms to ASTM C618, Class F, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction with a loss on ignition not exceeding 6 percent.

Provide Class F fly ash for use in mitigating Alkali-Silica Reactivity with a total equivalent alkali content less than 3 percent. Amount of fly ash to be utilized shall be as recommended by the dry shake manufacturer.

2.2.3.2 Raw or Calcined Natural Pozzolan

Provide natural pozzolan that is raw or calcined and conforms to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction with a loss on ignition not exceeding 6 percent. Provide Class N pozzolan for use in mitigating Alkali-Silica Reactivity with a total equivalent alkali content less than 3 percent.

2.2.3.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

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

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

b. The average particle size not exceeding 6 microns.

2.2.4 Slag Cement

Provide slag cement (ground-granulated blast-furnace slag) that conforms to ASTM C989/C989M, Grade 120.

2.2.5 Supplementary Cementitious Materials (SCM) Content

Use of one of the SCMs listed below is optional, unless the SCM is required to mitigate ASR. The use of SCMs is encouraged in accordance with Section 01 33 29 SUSTAINABILITY REPORTING.

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content (percent)

Maximum Content (percent)

Class N Pozzolan and Class F Fly Ash

SECTION 32 13 11.01 Page 18

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content (percent)

Maximum Content (percent)

SiO2 + Al2O3 + Fe2O3 > 70 percent 25

As recommended by the dry shake manufacturer, but no more than 35 percent maximum content SiO2 + A12O3 + Fe2O3 > 80 percent 20

SiO2 + A12O3 + Fe2O3 > 90 percent 15

UFFA and UFP As recommended by the dry shake manufacturer, but no less than 7 percent and no more than 16 percent maximum content

Slag Cement As recommended by the dry shake manufacturer, but no less than 40 percent and no more than 50 percent maximum content

2.3 AGGREGATES

2.3.1 Aggregate Sources

2.3.1.1 Durability of Coarse Aggregate

Provide aggregate with a satisfactory service record in freezing and thawing of at least 5 years successful service in three concrete paving projects. Include a condition survey of the existing concrete and a review of the concrete-making materials, including coarse aggregates, cement, and mineral admixtures in the service record. Consider the previous aggregate source and test results, cement mill certificate data, mineral admixture chemical and physical composition, and the mix design (cement factor and water-cementitious material ratio) in the review. Provide service record performed by an independent third party professional engineer, petrographer, or concrete materials engineer along with their resume.

Include photographs and a written report addressing D-cracks and popouts in accordance with ACI 201.1R in the service record. Provide coarse aggregate with a durability factor of 80 or more when subjected to freezing and thawing of specimens prepared in accordance with ASTM C1646/C1646M and tested in accordance with ASTM C666/C666M, Procedure A, when a coarse aggregate size group or source proposed for use does not have a satisfactory demonstrable service record. Test all coarse aggregate size groups and sources proposed for use individually.

2.3.1.2 Alkali-Silica Reactivity

Evaluate and test fine and coarse aggregates to be used in all concrete for alkali-aggregate reactivity. Test all size groups and sources proposed for use.

a. Evaluate the fine and coarse aggregates separately, using ASTM C1260.

Reject individual aggregates with test results that indicate an expansion of greater than 0.08 percent after 28 days of immersion in 1N NaOH solution, or perform additional testing as follows: utilize

SECTION 32 13 11.01 Page 19 the proposed low alkali portland cement, blended cement, and SCM, or Lithium Nitrate in combination with each individual aggregate. If only SCMs are being evaluated, test in accordance with ASTM C1567. If Lithium Nitrate is being evaluated, with or without SCMs, test in accordance with COE CRD-C 662 . Determine the quantity that meets all the requirements of these specifications and that lowers the expansion equal to or less than 0.08 percent after 28 days of immersion in a 1N NaOH solution. Base the mixture proportioning on the highest percentage of SCM required to mitigate ASR-reactivity.

b. If any of the above options does not lower the expansion to less than

0.08 percent after 28 days of immersion in a 1N NaOH solution, reject the aggregate(s) and submit new aggregate sources for retesting.

Submit the results of testing for evaluation and acceptance.

c. Submit the results of ASR testing for evaluation and acceptance.

2.3.1.3 Combined Aggregate Gradation

In addition to the grading requirements specified for coarse aggregate and for fine aggregate, provide the combined aggregate grading meeting the following requirements:

a. Provide materials selected and the proportions used such that when the Coarseness Factor (CF) and the Workability Factor (WF) are plotted on a diagram as described in d. below, the point and its associated production tolerance thus determined falls within the parallelogram described therein. Refer to AF ETL 97-5 for combined aggregate plot area recommendations for the intended placement technique(s).

b. Determine the Coarseness Factor (CF) from the following equation:

CF = (cumulative percent retained on the 3/8 inch sieve)(100) (cumulative percent retained on the No. 8 sieve)

c. The Workability Factor (WF) is defined as the percent passing the No. 8 sieve based on the combined gradation.