DRAFT 65% Specifications Partial.pdf

Specifications FY20 P1005 VTOL Pad - South Marine Corps Air Station Okinawa, Japan Contract Number: W912HV-16-D-0002 Task Order number: W912HV19F0007

US Army Corps of Engineers Japan Engineer District (JED)

65% Submittal 01 October 2019

DRAFT

j2ee9bpg Text Box

PARTIAL 65% DESIGN SPECIFICATIONS

VERTICAL TAKE OFF AND LANDING PAD SOUTH

MARINE CORPS AIR STATION IWAKUNI, JAPAN

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 11 00.00 10 GENERAL CONTRACT REQUIREMENTS

01 14 00 WORK RESTRICTIONS

01 22 00.00 10 PRICE AND PAYMENT PROCEDURES

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 42 15 METRIC MEASUREMENTS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS - MASTER DRAFT

01 57 19.01 20 SUPPLEMENTAL TEMPORARY ENVIRONMENTAL CONTROLS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 91 00.15 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 82 00 ASBESTOS REMEDIATION

02 82 13.00 10 ASBESTOS ABATEMENT - MASTER DRAFT

02 82 13.00 30 ASBESTOS ABATEMENT/ENGINEERING CONTROL OF ASBESTOS

CONTAINING MATERIALS - 18 WING JEGS-COMPLIANCE SUPPLEMENT

02 83 00 LEAD REMEDIATION

02 83 13.00 20 LEAD IN CONSTRUCTION - MASTER DRAFT

02 83 19.00 30 ABATEMENT OF LEAD-BASED PAINT - 18 WING JEGS-COMPLIANT

SPECIFICATION

02 84 16 HANDLING OF LIGHTING BALLASTS AND LAMPS CONTAINING PCBS

AND MERCURY - MASTER DRAFT

DIVISION 03 - CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05 50 15 CIVIL WORKS FABRICATIONS

DIVISION 10 - SPECIALTIES

10 14 53 TRAFFIC SIGNAGE

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS - HVAC

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS -

(LIGHTING, PUBLIC ADDRESS, INTERCOMMUNICATION, PROGRAM

BELL/MASTER CLOCK)

25 05 11.03 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS - FIRE

REPORTING AND PUMP CONTROLLER

PROJECT TABLE OF CONTENTS Page 1

DRAFT

DIVISION 26 - ELECTRICAL

26 56 20 AIRFIELD AND HELIPORT LIGHTING AND VISUAL NAVIGATION AIDS

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 11.51 PAINT REMOVAL FROM AIRFIELD PAVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 ASPHALT PAVING FOR AIRFIELDS

32 13 13.43 HIGH TEMPERATURE CONCRETE PAVING FOR AIRFIELDS USING

LIGHTWEIGHT AND TRAPROCK AGGREGATES

32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY

PAVEMENTS

32 17 23 PAVEMENT MARKINGS

32 92 23 SODDING

DIVISION 33 - UTILITIES

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 13 13.43

HIGH TEMPERATURE CONCRETE PAVING FOR AIRFIELDS USING LIGHTWEIGHT AND TRAPROCK

AGGREGATES

02/18

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurements

1.1.2 Payments

1.1.2.1 Lump Sum

1.1.3 Payment of Lots

1.1.4 Payment Adjustment for Smoothness

1.1.4.1 Straightedge Testing

1.1.4.2 Profilograph Testing

1.1.5 Payment Adjustment for Plan Grade

1.1.6 Payment Adjustment for Thickness

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

1.4.1 Contractor Quality Control Staff

1.4.2 Other Staff

1.4.3 Laboratory Accreditation and Validation

1.4.3.1 Aggregate Testing and Mix Proportioning

1.4.3.2 Acceptance Testing

1.4.3.3 Contractor Quality Control

1.4.3.4 Laboratory Inspection

1.4.4 Preconstruction Testing of Materials

1.4.4.1 Aggregates

1.4.4.2 Chemical Admixtures, Curing Compounds and Epoxies

1.4.4.3 Cementitious Materials

1.4.4.4 Multifilament Polypropylene Fibers

1.4.5 Testing During Construction

1.4.6 Test Batches and Sections

1.4.6.1 Test Sections - Continuously Reinforced Concrete

1.4.6.2 Test Section - Plain Jointed Concrete

1.4.6.2.1 Pilot Lane

1.4.6.2.2 Fill-In Lane

1.4.7 Acceptability of Work

1.4.8 Acceptance Requirements

1.4.8.1 Pavement Lots - Continually Reinforced Concrete

1.4.8.2 Pavement Lots - Plain Jointed Concrete

1.4.8.3 Evaluation

1.4.8.4 Additional Sampling and Testing

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Bulk Cementitious Materials

1.5.2 Aggregate Materials

1.5.3 Multifilament Polypropylene Fibers

1.5.4 Other Materials

ms2022 SECTION 32 13 13.43 Page 1

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Surface Smoothness

2.1.1.1 Straightedge Testing

2.1.1.1.1 For Certified Vertical Landing Spots

2.1.1.1.2 For All Other Areas

2.1.1.2 Profilograph Testing

2.1.1.3 Bumps ("Must Grind" Areas)

2.1.1.4 Testing Method

2.1.1.4.1 Straightedge Testing

2.1.1.4.2 Profilograph Testing

2.1.2 Edge Slump and Joint Face Deformation

2.1.2.1 Edge Slump

2.1.2.2 Joint Face Deformation

2.1.2.3 Slump Determination

2.1.2.4 Excessive Edge Slump

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

2.1.6 Evaluation of Cores

2.1.7 Diamond Grinding of PCC Surfaces

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

2.2.2 Pozzolan

2.2.2.1 Fly Ash

2.2.3 Supplemental Cementitious Materials (SCM) Content

2.3 AGGREGATES

2.3.1 Aggregate Sources

2.3.1.1 Combined Aggregate Gradation

2.3.1.2 Alkali-Silica Reactivity for Traprock

2.3.1.3 Durability Testing for Traprock

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 - Traprock

2.3.2.5 Testing Sequence/Deleterious Materials - Traprock Only

2.3.3 Fine Aggregate

2.3.3.1 Composition

2.3.3.2 Grading

2.3.3.3 Deleterious Materials for Traprock Fine Aggregate

2.4 CHEMICAL ADMIXTURES

2.4.1 General Requirements

2.5 MULTIFILAMENT POLYPROPYLENE FIBERS

2.6 CURING MATERIALS

2.6.1 Impervious Sheet

2.6.2 Burlap and Cotton Mat

2.6.3 Membrane Forming Curing Compound

2.7 WATER

2.8 REINFORCING

2.8.1 Reinforcing Bars for Continuously Reinforced Concrete

2.8.2 Welded Wire Reinforcement for Non-Continuously Reinforced

Concrete

2.9 JOINT MATERIALS

2.9.1 Dowels

2.9.2 Dowel Bar Assemblies

ms2022 SECTION 32 13 13.43 Page 2

2.9.3 Expansion Joint Materials

2.10 EPOXY RESIN

2.11 EQUIPMENT

2.11.1 Batching and Mixing Plant

2.11.1.1 Location

2.11.1.2 Type and Capacity

2.11.1.3 Tolerances

2.11.1.4 Moisture Control

2.11.2 Concrete Mixers

2.11.2.1 Stationary

2.11.2.2 Mixing Time and Uniformity for Stationary Mixers

2.11.2.3 Abbreviated Test

2.11.2.4 Truck

2.11.3 Transporting Equipment

2.11.4 Transfer and Spreading Equipment

2.11.5 Vibrating Truss - For Continuously Reinforced Concrete

2.11.6 Paver-Finisher - For Non-Continuously Reinforced Concrete

2.11.6.1 Vibrators

2.11.6.2 Screed or Extrusion Plate

2.11.6.3 Longitudinal Mechanical Float

2.11.6.4 Other Types of Finishing Equipment

2.11.6.5 Fixed Forms

2.11.6.6 Slipform

2.11.7 Texturing Equipment

2.11.7.1 Burlap Drag

2.11.8 Sawing Equipment

2.11.9 Straightedge

2.11.10 Work Bridge

2.12 SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES

2.12.1 Specified Flexural Strength - For Lightweight Aggregate

2.12.2 Specified Flexural Strength - For Traprock Aggregate

2.12.3 Water-Cementitious Materials Ratio

2.12.4 Air Content

2.12.5 Slump

2.12.6 Concrete Temperature

2.12.7 Concrete Strength for Final Acceptance

2.13 MIXTURE PROPORTIONS

2.13.1 Composition

2.13.2 Proportioning Studies

2.13.2.1 Determination of Moisture Properties Coarse and Fine

Lightweight Aggregates and Fine Traprock Aggregate

2.13.2.2 Water-Cementitious Materials Ratio

2.13.2.3 Trial Mixture Studies

2.13.3 Example High Temperature Concrete Mix Designs

2.13.3.1 Example Traprock Aggregate Mix Design

2.13.3.2 Example Lightweight Aggregate Mix Design

2.14 SURFACE SEALER SOLUTION

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Prevention

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

ms2022 SECTION 32 13 13.43 Page 3

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 - FOR CONTINUOUSLY REINFORCED CONCRETE

3.5.1 General Requirements - for Continuously Reinforced Concrete

3.5.2 Consolidation - for Continuously Reinforced Concrete

3.5.3 Operation - for Continuously Reinforced Concrete

3.5.4 Required Results - for Continuously Reinforced Concrete

3.5.5 Forms for Fixed-Form Paving - for Continuously Reinforced

Concrete

3.5.5.1 Form Removal - for Continuously Reinforced Concrete

3.5.6 Placing Reinforcing Steel - for Continuously Reinforced Concrete

3.5.6.1 Reinforcement Support - for Continuously Reinforced Concrete

3.6 PAVING - FOR NON-CONTINUOUSLY REINFORCED CONCRETE

3.6.1 General Requirements - for Non-Continuously Reinforced Concrete

3.6.2 Consolidation - for Non-Continuously Reinforced Concrete

3.6.3 Operation - for Non-Continuously Reinforced Concrete

3.6.4 Required Results - for Non-Continuously Reinforced Concrete

3.6.5 Fixed Form Paving - for Non-Continuously Reinforced Concrete

3.6.5.1 Forms for Fixed-Form Paving - for Non-Continuously

Reinforced Concrete

3.6.5.2 Form Removal - for Non-Continuously Reinforced Concrete

3.6.6 Slipform Paving - for Non-Continuously Reinforced Concrete

3.6.6.1 General - for Non-Continuously Reinforced Concrete

3.6.6.2 Guideline for Slipform Paving - for Non-Continuously

Reinforced Concrete

3.6.6.3 Stringless Technology - for Non-Continuously Reinforced

Concrete

3.6.7 Placing Reinforcing Steel - for Non-Continuously Reinforced

Concrete

3.6.7.1 Pavement Thickness Greater Than 300 mm - for

Non-Continuously Reinforced Concrete

3.6.7.2 Pavement Thickness Less Than 300 mm - for Non-Continuously

Reinforced Concrete

3.6.8 Placing Dowels - for Non-Continuously Reinforced Concrete

3.6.8.1 Contraction Joints - for Non-Continuously Reinforced

Concrete

3.6.8.2 Construction Joints-Fixed Form Paving - for

Non-Continuously Reinforced Concrete

3.6.8.3 Dowels Installed in Hardened Concrete - for

Non-Continuously Reinforced Concrete

3.6.8.4 Lubricating Dowel Bars - for Non-Continuously Reinforced

Concrete

3.7 FINISHING

3.7.1 Machine Finishing With Fixed Forms

3.7.2 Machine Finishing with Slipform Pavers

3.7.3 Surface Correction and Testing

3.7.4 Hand Finishing

3.7.4.1 Equipment and Template

3.7.4.2 Finishing and Floating

3.7.5 Texturing

3.7.5.1 Burlap Drag Surface

3.7.6 Edging

3.7.7 Outlets in Pavement

3.8 CURING

3.8.1 Protection of Concrete

3.8.2 Wet Curing

ms2022 SECTION 32 13 13.43 Page 4

3.9 JOINTS FOR NON-CONTINUOUSLY REINFORCED CONCRETE

3.9.1 General Requirements for Joints

3.9.2 Longitudinal Construction Joints

3.9.3 Transverse Construction Joints

3.9.4 Expansion Joints

3.9.5 Slip Joints

3.9.6 Contraction Joints

3.9.7 Thickened Edge Joints

3.10 SODIUM SILICATE SEALING

3.10.1 Pavement Marking Installation

3.11 REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED CONCRETE FOR

CONTINUOUSLY REINFORCED CONCRETE

3.11.1 High Temperature Concrete

3.11.1.1 Removal and Replacement Of Continuously Reinforced High

Temperature Concrete

3.11.2 Removal and Replacement of Plane Jointed Concrete Pavement

3.12 REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS FOR

NON-CONTINUOUSLY REINFORCED CONCRETE

3.12.1 General Criteria

3.12.2 Slabs with Cracks

3.12.3 Removal and Replacement of Full Slabs

3.12.4 Repairing Spalls Along Joints

3.12.5 Repair of Weak Surfaces

3.12.6 Repair of Pilot Lane Vertical Faces

3.13 EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR

3.13.1 Removal of Existing Pavement Slab

3.13.2 Edge Repair

3.13.2.1 Spall Repair

3.13.2.2 Underbreak and Underlying Material

3.14 PAVEMENT PROTECTION

3.15 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL

3.15.1 Testing and Inspection by Contractor

3.15.2 Testing and Inspection Requirements

3.15.3 Concrete Strength Testing for CQC

3.15.4 Reports

-- End of Section Table of Contents --ms2022 SECTION 32 13 13.43 Page 5

SECTION 32 13 13.43

HIGH TEMPERATURE CONCRETE PAVING FOR AIRFIELDS USING LIGHTWEIGHT AND TRAPROCK

AGGREGATES

02/18

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurements

The quantity of concrete to be paid for will be the volume of concrete in cubic meters including thickened edges [monolithic curb], where required, placed in the completed and accepted pavement. Concrete will be measured in place in the completed and accepted pavement only within the neat line dimensions shown in the plan and cross section. No deductions will be made for rounded or beveled edges or the space occupied by pavement reinforcement, dowel bars, or electrical conduits, nor for any void, or other structure extending into or through the pavement slab, measuring 0.1 cubic meter or less in volume. No other allowance for concrete will be made unless placed in specified locations in accordance with the approved contract modification. The quantity of other materials specified herein, and used in the construction of the work covered by this section, will not be measured for payment, but will be considered a subsidiary obligation, covered under the price per cubic meter for concrete. Joint sealing materials are covered in Section 32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS or Section 32 13 73 COMPRESSION JOINT SEALS FOR

CONCRETE PAVEMENTS.

1.1.2 Payments

1.1.2.1 Unit Price

The quantity of concrete measured as specified above will be paid for at the contract unit price when placed in completed and accepted pavements.

Payment will be made at the contract price for cubic meter for the scheduled item, with necessary adjustments as specified below. Payment will constitute full compensation for providing all materials, equipment, plant and tools, and for all labor and other incidentals necessary to complete the concrete pavement, except for other items specified herein for separate payment.

1.1.2.1 Lump Sum

The quantity of concrete will be paid for and included in the lump-sum contract price. If less than 100 percent payment is due based on the pay factors stipulated below, a unit price of 1000 US dollars[_____] per cubic meter will be used for purposes of calculating the payment reduction.

1.1.3 Payment of Lots

When a lot of material fails to meet the specification requirements, that lot will be accepted at a reduced price or be removed and replaced. The lowest computed percent payment determined for any pavement characteristic discussed below (for example, thickness, grade, and surface smoothness) becomes the actual percent payment for that lot. The actual percent ms2022 SECTION 32 13 13.43 Page 6 payment will be applied to the unit price and the measured quantity of concrete in the lot to determine actual payment. Use results of strength tests to control concreting operations. Strength will be evaluated, but will not be considered for payment adjustment. Remove and replace any pavement not meeting the required 'Concrete Strength for Final Acceptance' at no additional cost to the Government.

1.1.4 Payment Adjustment for Smoothness

1.1.4.1 Straightedge Testing

Record location and deviation from straightedge for all measurements. When more than 5.0 and less than or equal to 10.0 percent of all measurements made within a lot exceed the tolerance specified in paragraph SURFACE SMOOTHNESS, after any reduction of high spots or removal and replacement, the computed percent payment based on surface smoothness will be 95 percent. When more than 10.0 percent and less than or equal to 15.0 percent of all measurements exceed the tolerance, the computed percent payment will be 90 percent. When more than 15.0 and less than or equal to

20.0 percent of all measurements exceed the tolerance, the computed percent payment will be 75 percent. Remove and replace the lot when more than 20.0 percent of the measurements exceed the tolerance, at no additional cost to the Government.

1.1.4.2 Profilograph Testing

Record location and data from all profilograph measurements. When the Profile Index of a 0.1 km segment of a lot exceeds the tolerance specified in paragraph SURFACE SMOOTHNESS by 16 mm per km but less than 32 mm per km, after any reduction of high spots or removal and replacement, the computed percent payment based on surface smoothness will be 95 percent. When the Profile Index exceeds the tolerance by 32 mm per km but less than 47 mm per km, the computed percent payment will be 90 percent. When the Profile Index exceeds the tolerance by 47 mm per km but less than 63 mm per km, the computed percent payment will be 75 percent. Remove and replace the lot when the Profile Index exceeds the tolerance by 63 mm per km or more, at no additional cost to the Government.

1.1.5 Payment Adjustment for Plan Grade

When more than 5.0 and less than or equal to 10.0 percent of all measurements made within a lot are outside the specified tolerance, the computed percent payment for that lot will be 95 percent. When more than

10.0 percent but less than 50 percent are outside the specified tolerances, the computed percent payment for the lot will be 75 percent. Remove and replace the deficient area where the deviation from grade exceeds the specified tolerances by 50 percent or more, at no additional cost to the Government.

1.1.6 Payment Adjustment for Thickness

Using the Average Thickness of the lot, determine the computed percent payment for thickness by entering the following table:

ms2022 SECTION 32 13 13.43 Page 7

Computed Percent Payment for Thickness

Deficiency in Thickness Determined by cores millimeters

Pavements Equal To or Greater Than 200 mm

Thick

Pavements Less Than 200 mm Thick

0.00 to 6.2 100 100

6.3 to 12.5 75 65

12.6 to 18.9 50 0

19.0 or greater 0 0

Where 0 percent payment is indicated, remove the entire lot and replace at no additional cost to the Government. Where either of the two cores from a sublot show a thickness deficiency of 19 mm or greater, [13 mm for pavements 200 mm or less in thickness] drill two more cores in the sublot and compute the average thickness of the four cores. If this average shows a thickness deficiency of 19 mm or more [13 mm for pavements 200 mm or less in thickness] remove the entire sublot.

1.2 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 ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005; R 2017) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AMERICAN CONCRETE INSTITUTE (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 211.2 (1998; R 2004) Standard Practice for Selecting Proportions for Structural Lightweight Concrete

ACI 213R (2014; E2017) Guide for Structural Lightweight-Aggregate Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting ms2022 SECTION 32 13 13.43 Page 8

ACI 325.14R (2017) Guide for Design and Proportioning of Concrete Mixtures for Pavements

ASTM INTERNATIONAL (ASTM)

ASTM A185/A185M (2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

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

ASTM A722/A722M (2015) Standard Specification for Uncoated High-Strength Steel Bar for Prestressing Concrete

ASTM A775/A775M (2017) 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 A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

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

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

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

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

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

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

ASTM C131/C131M (2014) Standard Test Method for Resistance ms2022 SECTION 32 13 13.43 Page 9 to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) 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 C171 (2016) Standard Specification for Sheet Materials for Curing Concrete

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

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

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

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

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

ASTM C295/C295M (2018a) Standard Guide for Petrographic Examination of Aggregates for Concrete

ASTM C330/C330M (2017a) Standard Specification for Lightweight Aggregates for Structural Concrete

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

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 C881/C881M (2015) Standard Specification for ms2022 SECTION 32 13 13.43 Page 10

Epoxy-Resin-Base Bonding Systems for Concrete

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

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

ASTM C1116/C1116M (2010a; R 2015) Standard Specification for Fiber-Reinforced Concrete

ASTM C1231/C1231M (2015) Standard Practice for Use of Unbonded Caps in Determination of Compressive Strength of Hardened Concrete Cylinders

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

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 D75/D75M (2014) Standard Practice for Sampling Aggregates

ASTM D1752 (2018) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D3665 (2012; R 2017) Standard Practice for Random Sampling of Construction Materials

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D5893/D5893M (2016) Standard Specification for Cold Applied, Single Component, Chemically ms2022 SECTION 32 13 13.43 Page 11

Curing Silicone Joint Sealant for Portland Cement Concrete Pavements

ASTM E1274 (2018) Standard Test Method for Measuring Pavement Roughness Using a Profilograph

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

NEW YORK STATE DEPARTMENT OF TRANSPORTATION MATERIALS BUREAU

(NYSDOT)

NY 703-19 E (2008) Moisture Content of Lightweight Fine Aggregate

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

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 300 (1990) Specifications for Membrane-Forming Compounds for Curing Concrete

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

1.3 SUBMITTALS

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

submittals not having a "G" designation are [for Contractor Quality Control approval.][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" are for inclusion in the Sustainability eNotebook, 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

Diamond Grinding Plan; G, [_____]

Dowels; G, [_____]

Dowel Bar Assemblies; G, [_____]

Equipment; G, [_____] ms2022 SECTION 32 13 13.43 Page 12

Proposed Techniques; G, [_____]

Forms; G, [_____]

Reinforcement; G, [_____]

Supports; G, [_____]

Curing Materials; G, [_____]

Surface Sealer Solution; G, [_____]

SD-05 Design Data

Preliminary Proposed Proportioning; G, [_____]

Proportioning Studies; G, [_____]

SD-06 Test Reports

Batch Plant Manufacturer's Inspection Report; G, [_____]

Slipform Paver Manufacturer's Inspection Report; G, [_____]

Sampling and Testing; G, [_____]

Diamond Grinding of PCC Surfaces; G, [_____]

Mixer Performance (Uniformity) Testing; G, [_____]

Repair Recommendations Plan; G, [_____]

SD-07 Certificates

Contractor Quality Control Staff; G, [_____]

Laboratory Accreditation and Validation; G, [_____]

Commercial Laboratory; G, [_____]

NRMCA Certificate of Conformance;

Commercial Laboratory; G, [_____]

NRMCA Certificate of Conformance; G, [_____]

1.4 QUALITY CONTROL

1.4.1 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, and profilograph 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 ms2022 SECTION 32 13 13.43 Page 13 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 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. Slipform Paving Equipment Manufacturer's Representative: A representative of the slipform paving equipment manufacturer is required to be on-site to inspect and make corrections to the paving equipment to ensure proper operations. Perform a complete and full hydraulic flow test of the vibrator system prior to the test section being placed. Submit a written Slipform Paver Manufacturer's Inspection Report signed by the manufacturer's representative noting all inspections, corrections, and flow tests have been performed and the paver is in a condition to perform the required work.

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

1.4.2 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 ms2022 SECTION 32 13 13.43 Page 14

Licensed Surveyor.

c. Concrete Batch Plant Operator: National Ready Mix Concrete Association (NRMCA) Plant Manager certification.

d. Profilograph Operator: Certification by equipment manufacturer or a state Department of Transportation.

1.4.3 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 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 http://www.erdc.usace.army.mil/Media/FactSheets/FactSheetArticleView/tabid/9254/Article/4 for costs and scheduling. Provide on-site temperature-controlled concrete curing facilities.

1.4.3.1 Aggregate Testing and Mix Proportioning

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

1.4.3.2 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 at the paving site while in the mold within the temperature range stipulated by ASTM C31/C31M. Provide flexural loading equipment in accordance with ASTM C78/C78M.

1.4.3.3 Contractor Quality Control

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

1.4.3.4 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.

ms2022 SECTION 32 13 13.43 Page 15

ASTM C78 = JIS A 1106

ASTM C1260 = JIS A 1146

ASTM C1077 =

1.4.4 Preconstruction Testing of Materials

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

1.4.4.1 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. Perform all aggregate tests no earlier than 120 days prior to [contract award][test section]. Submit test results a minimum of 7 days before commencing mixture proportioning studies.

1.4.4.2 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.

1.4.4.3 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.

[1.4.4.4 Multifilament Polypropylene Fibers

Multifilament polypropylene fibers will be accepted on the basis of the manufacturer's certification of compliance, accompanied by test reports showing that the material in each shipment meets the requirements of the specification under which it is furnished. Test reports must be no older than 6 months, prior to use in the work. Fibers may be subjected to check testing by the Government from samples obtained at the manufacturer site, at transfer points, or at the project site. Promptly remove all unsatisfactory fiber material that has been delivered to the site. Retest fibers that have not been used within 6 months after initial testing at the Contractor's expense. The Government can reject fiber material if results are not satisfactory.

ms2022 SECTION 32 13 13.43 Page 16

]1.4.5 Testing During Construction

During construction, the Contractor is responsible for sampling and testing 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 will in no way relieve the Contractor of the specified testing requirements.

1.4.6 Test Batches and Sections

a. At least 10 days but not more than 90 days prior to construction of the concrete pavement, conduct trial batches and build two test sections as described herein. Provide a dedicated concrete batch plant for the Test Batch, Test Section and Production Paving production while batching is being conducted for that day. To avoid cross contamination, it is not permissible to produce other loads of other concrete between loads of High Temperature Concrete.

b. Prepare up to five, 3.8 cubic meter traprock batchesten, 3.8 cubic meter light weight batchesfive, 3.8 cubic meter traprock batches or ten, 3.8 cubic meter light weight batches of High Temperature Concrete to optimize mix proportions to field conditions. Start test Batches no sooner than 60 days and completed no later than 30 days prior to production paving. Prepare batches in the presence and to the satisfaction of the Government. Batches may be placed at or near batch plant to improve coordination of mix proportion adjustment. Conduct test batches at or near the batch plant to simulate travel time to site. Place batches in forms, nominally 3 m x 3 m and 300 mm thick.

Provide hand-held vibrators, strike-off and hand floats similar to what will be used for production and paving. It is not required to cure test batch pads; this enables observation of time to any potential cracking.

c. Fabricate and cure six beams and six cylinders per test batch in accordance with ASTM C1231/C1231M, using 150 mm x 150 mm steel forms and 150 mm x 300 mm single-use or steel cylinder forms. Cure and test 2 beams and 2 cylinders at 3, 7 and 28 days. Test beams in accordance with ASTM C78/C78M, cylinders in accordance with ASTM C39/C39M.

Extract two 150 mm diameter cores from selected pads. Contracting Officer may reduce the amount of testing.

d. Concrete loads that are rejected due to noncompliance of this specification, including temperature, slump and water/cement ratio, do not count as part of the ten test batches.

[1.4.6.1 Test Sections - Continuously Reinforced Concrete

Construct two test sections near the job site at a location agreed upon with Contracting Officer, but not as part of the production pavement area.

Commence test section paving after Government and Contractor have agreed upon target proportions from Test Batches. Use the test sections to develop and demonstrate to the satisfaction of the Contracting Officer the proposed techniques of SSD stockpile moisture content determination during production paving, mixing, hauling, placing, consolidating, finishing, brooming, curing, initial saw cutting, start-up procedures, testing methods, plant operations, and the preparation of the construction joints.

Include use of proposed conveyor at maximum extension necessary for production paving. Variations in mixture proportions can only be made in ms2022 SECTION 32 13 13.43 Page 17 the presence of the Contracting Officer. Calibrate and operate the mixing plant prior to start of placing the test section. Use the same equipment, materials, and construction techniques on the test section as will be used in all subsequent work, including reinforcing steel. Provide base course preparation of six inch thick layer of the same granular base, concrete production, placing, consolidating, curing, construction of joints, and all testing in accordance with applicable provisions of this specification.

Within three days after completion of each test section, provide up to six cores 150 mm diameter by full depth cut from points selected in the test section by the Government. The cores will be evaluated by the Government.

Construct the test section meeting all specification requirements and being acceptable to the Contracting Officer in all aspects, including surface texture. Failure to follow specification requirements will necessitate construction of additional test sections at no additional cost to the Government. Do not commence production paving until the results on aggregates and concrete, concrete has reached the specified 28 day strength, and evaluation of the cores, and all pavement measurements for actual plan grade, surface smoothness and thickness have been submitted and approved by the Contracting Officer.

a. First Test Section

Construct the first test section to consist of one paving lane at least 30 m long and constructed 300 mm thick on a 150 mm thick layer of the same granular base prepared and compacted as required for the production paving. Provide a lane width of. Wet cure pilot lane for 14 days.

b. Second Test Section

Construct a second test section lane adjacent to the first lane with the same dimensions as the first test lane after the minimum wet cure time of first lane per paragraph WET CURING. Purpose is to further evaluate joint construction methods, differential shrinkage and Contractor's work sequencing. Provide a header at the end of the lane. To demonstrate an unplanned transverse construction joint, provide a split header with reinforcement protruding. All requirements for the test section are applicable, as appropriate. Wet cure fill-in lane.

c. Cracks in Test Sections

Cracks are expected to, but do not always, develop in test sections.

If cracks do occur in test section lanes, inform Contracting Officer to notify cognizant Corps of Engineers Transportation Systems Center (TSMCX), the Air Force Civil Engineer Center (AFCEC) pavement Subject Matter Expert (SME), or Naval Facilities Engineering Command (NAVFAC, Echelon III) Pavement Engineer.

][1.4.6.2 Test Section - Plain Jointed Concrete

Up to 10 days, but not more than 60 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. ][as part of the production paving area at an outer edge as indicated on the drawings . ]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 ms2022 SECTION 32 13 13.43 Page 18 test section is required to be the same equipment to be used on the remainder of the course represented by 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 150 mm in diameter by full depth cut from points selected in the test section by the Government. 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. [ Remove test sections allowed to be constructed as part of the production pavement which do not meet specification requirements at no expense to the Government. ] If slipform paving is performed and is unable to construct an acceptable test section, repair or replace the slipform paving equipment, or paving completed using fixed-forms and equipment compatible with them and allowed by the specification. Do not commence production paving until the results on aggregates and concrete, including evaluation of cores, and all pavement measurements for edge slump, joint face deformation, actual plan grade, surface smoothness and thickness have been submitted and approved.[ Pavement accepted as a production lot will be evaluated and paid as specified in PART 1 GENERAL.]

1.4.6.2.1 Pilot Lane

Construct the test section consisting of one paving lane at least 130 m long and to the same thickness as the thickest portion of pavement shown on the Drawings. Construct at the same lane width as that required for use in the project. Provide at least one transverse construction joint in the test section. If [keyed or ]doweled longitudinal construction joints are required in any of the production pavements, install them full length along one side of the test lane throughout the test section. [If both keys and dowels are required, install each in half of the test section. ]Construct the test section on two separate days.

1.4.6.2.2 Fill-In Lane

Consider the first 130 m of the initial production 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.

]1.4.7 Acceptability of Work

The materials and the pavement itself will be accepted on the basis of production testing. 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 ms2022 SECTION 32 13 13.43 Page 19 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. Testing performed by the Government does not relieve the specified testing requirements.

1.4.8 Acceptance Requirements

[1.4.8.1 Pavement Lots - Continually Reinforced Concrete

A lot will be that quantity of construction that will be evaluated for acceptance with specification requirements. A lot will be equal to one shift of production, not to exceed 76 cubic meters for continuously reinforced areas. For non-continuously reinforced areas, a lot is equal to one shift of production, not to exceed 230 cubic meters. Each lot will be divided into two equal sublots. Grade and surface smoothness determinations will be made on the lot as a whole. All samples locations are to be selected on a random basis in accordance with ASTM D3665.

][1.4.8.2 Pavement Lots - Plain Jointed Concrete

A lot is that quantity of construction to be evaluated for acceptance with specification requirements. A lot is equal to one shift of production not to exceed 750 cubic meters. In order to evaluate thickness, divide each lot into four equal sublots. A sublot is equal to one shift of production not to exceed 190 cubic meters. Grade determinations will be made on the lot as a whole. Surface smoothness determinations will be made on every

0.1 km segment in each lot. Select sample locations on a random basis in accordance with ASTM D3665. When operational conditions cause a lot to be terminated before the specified four sublots have been completed, use the following procedure to adjust the lot size and number of tests for the lot. Where three sublots have been completed, they constitute a lot.

Where one or two sublots have been completed, incorporate them into the next lot (except for the last lot), and the total number of sublots used and acceptance criteria adjusted accordingly.

]1.4.8.3 Evaluation

Provide all sampling and testing required for acceptance and payment adjustment, 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 sublot or lot testing, and the requirements for these areas are the same as those for a sublot or lot. Provide facilities for and, where directed, personnel to assist in obtaining samples for any Government testing.

1.4.8.4 Additional Sampling and Testing

The Contracting Officer reserves the right to direct additional samples and tests for any area which appears to deviate from the specification requirements. Testing in these areas will be in addition to the sublot or lot testing, and the requirements for these areas will be the same as those for a sublot or lot. Provide facilities for and, where directed, personnel ms2022 SECTION 32 13 13.43 Page 20 to assist in obtaining samples for any Government testing.

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Bulk Cementitious Materials

Provide all cementitious materials in bulk at a temperature, as delivered to storage at the site, not exceeding 65 degrees C.