A.07.24__W912DQ-17-B_-1018.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

This amendment is to add changes to the unit of issue and other admin changes needed to provide clear guidance to bidders. (See Block 14) CLIN 0006 CLIN 0007 CLIN 0009 CLIN 0012 all have changes to either unit , quantity or both.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 4

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

16C. DATE SIGNED

BY 31-Aug-2017

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

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

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912DQ17B1018

X 9B. DATED (SEE ITEM 11)

04-Aug-2017

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

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

CONTRACT ORDER NO. IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

31-Aug-2017

CODE

USACE, KANSAS CITY +

FEDERAL BLDG, CT-C

601 E 12TH ST RM 647

KANSAS CITY MO 64106-2896

W912DQ 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912DQ17B1018

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

CHANGES 0001

The SOLICITATION is amended as follows:

CLIN 0006 (Change) QUANTITY UNIT CLIN 0007 (Added) Paragraph 1.2.6.2 for guidance for the maximum amount allowed for work CLIN 0009 (Change) QUANTITY UNIT CLIN 0012 (Change) QUANTITY UNIT

1. SPECIFICATIONS: Narrative Changes

03 20 00.00 10: deleted paragraph 2.3.1Epoxy Coated Bars

03 31 01.00 10:

o Deleted paragraph 2.1.2.6 Petrographic Examination

32 92 19 o Added paragraph 1.4 GERMINATION AND VIABILITY GUARANTEE PERIOD o Added paragraph 1.5 APPLICABILITY OF SOD o Added paragraph 2.3 SOD o Added paragraph 3.3.3 Soil Preparation for Sod Areas o Added paragraph 3.4.4 Sod Placing o Paragraph 3.9 is now Titled SEED AND SOD ESTABLISHMENT PERIOD o Paragraph 3.9.2 is revised o Paragraph 3.9.2.2 is revised o Added paragraph 3.10.2.3 IRRIGATION OF SOD

33 11 00:

o Replaced the attachment with the current version of the “Kansas City, Missouri Standards and

Specifications for Water Main Extensions and Relocations.”

33 40 00:

o Added to paragraph 2.2.1 with joint sealing requirements for RCBs.

o Added paragraph 2.5.2 stating hydrostatic testing of RCBs is not required.

o Added 3.4.2 for Concrete Box o Added paragraph 3.4.2.1 external sealing band requirements.

o Added paragraph 3.4.2.2 flexible watertight joint requirements.

35 41 00: Deleted paragraph 2.4.6 Fine Drainage Gravel

2. DRAWINGS: A copy of the amended drawing accompanies this amendment.

C101: Revised project limit coordinates.

B-CD105:

o Added aggregate stockpile limits and callout.

o Corrected sheet match lines.

B-CG201:

o Sheet Note no. 4 added o Text "To June 2018" deleted from callout near sta. 7+00.

B-CP502:

o TABLE 1: changed maximum dowel spacing.

o WALK TYPICAL SECTION: Deleted errant line in graphic.

B-SE400:

o SECTION C: Changed title to Dual Box. Updated section.

C-CD102: Changed two notes regarding water main relocation.

C-SE400:

o SECTION A: Corrected RCB size in callout.

o DETAIL 2: Corrected RCB size in callout.

o SHEET NOTE 8: Added note stating R-3295 inlets shall have Type L grates.

WS C-G-002: GENERAL STANDARD NOTES: Added note no. 21.

WS C-CU201: PLAN: Revised water line 1 plan & profile and note callouts.

WS C-CU202: PLAN: Revised water line 2, and 3 plan & profile and note callouts.

NOTE: Response Date and time has not changed from the original solicitation

SECTION 00 10 00 - SOLICITATION

CLIN 0006

The pricing detail quantity has increased by 3,000.00 from 5,000.00 to 8,000.00.

The unit of issue has changed from Cubic Yard to Short Ton.

CLIN 0007

The CLIN extended description has changed from:

TREATING OF CONTAMINATED GROUNDWATER Refer to specification Section 01 22 00.00 10 for description.

To:

TREATING OF CONTAMINATED GROUNDWATER Refer to specification Section 01 22 00.00 10 for description.This work is limited to the maximum amount outlined in Paragraph1.2.6.2 The cost constraint NTE has been added.

CLIN 0009

The pricing detail quantity has decreased by 4,999.00 from 5,000.00 to 1.00.

The unit of issue has changed from Cubic Yard to Job.

CLIN 0012

The pricing detail quantity has increased by 3,000.00 from 5,000.00 to 8,000.00.

The unit of issue has changed from Cubic Yard to Short Ton.

(End of Summary of Changes)

Section 00 10 00 - Solicitation

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0001 1 Job

PACKAGE B SANITARY SEWER LINE 1 & LINE 2

FFP

SANITARY SEWER LINE 1 & LINE 2 (RELOCATION) Refer to specification Section 01 22 00.00 10 for description.

FOB: Destination

NET AMT

0002 1 Job

PACKAGE B CLEARING, GRUBBING & SITE DEMO

FFP

CLEARING, GRUBBING & SITE DEMOLITION Refer to specification Section 01 22 00.00 10 for description.

Amendment 0001

0003 1 Job

PACKAGE B EXCAVATION, BACKFILLING

FFP

EXCAVATION, BACKFILLING, SITE RESTORATION & ENVIROMENTAL

& ENHANCEMENT Refer to specification Section 01 22 00.00 10 for description

0004 1 Job

PACKAGE B CULVERTS & UTILITIES

FFP

CULVERTS & UTILITIES Refer to specification Section 01 22 00.00 10 for

0005 1 Job

PACKAGE B PAVEMENT & TRAFFIC CONTROL

FFP

PAVEMENT & TRAFFIC CONTROL Refer to specification Section 01 22 00.00 10 for description.

0006 8,000 Short Ton

PACKAGE B REMOVING & DISPOSAL OF SOIL

FFP

PACKAGE B REMOVING & DISPOSAL OF PETROLEUM CONTAMINATED

SOILS

Refer to specification Section 01 22 00.00 10 for description.

0007 1 Job

PACKAGE B TREATING CONTAMINATED WATER

FFP

TREATING OF CONTAMINATED GROUNDWATER

Refer to specification Section 01 22 00.00 10 for description.

This work is limited to the maximum amount outlined in Paragraph 1.2.6.2

0008 1 Job

PACKAGE C CLEARING, GRUBBING & SITE DEMO

FFP

CLEARING, GRUBBING & SITE DEMOLITION

0009 1 Job

PACKAGE C EXCAVATION, BACKFILLING

FFP

EXCAVATION, BACKFILLING & SITE RESTORATION

0010 1 Job

PACKAGE C CULVERTS & UTILITIES

FFP

CULVERTS & UTILITIES, Refer to specification Section 01 22 00.00 10 for

0011 1 Job

PACKAGE C PAVEMENT & TRAFFIC CONTROL

FFP

PAVEMENT & TRAFFIC CONTROL JOB Refer to specification Section 01 22 00.00 10 for description.

0012 8,000 Short Ton

PACKAGE C REMOVING & DISPOSAL OF SOIL

FFP

REMOVING & DISPOSAL OF PETROLEUM CONTAMINATED SOILS

0013 1 Job

PACKAGE C WATER MAIN REPLACEMENT

FFP

WATER MAIN REPLACEMENT (RELOCATION)

0014 1 Job

PACKAGE D CLEARING, GRUBBING & SITE DEMO

FFP

CLEARING, GRUBBING & SITE DEMOLITION

0015 1 Job

PACKAGE D EXCAVATION, BACKFILLING

FFP

EXCAVATION, BACKFILLING & SITE RESTORATION

0016 1 Job

PACKAGE D CULVERTS & UTILITIES

FFP

CULVERTS & UTILITIES

0017 1 Job

PACKAGE D PAVEMENT & TRAFFIC CONTROL

FFP

PAVEMENT & TRAFFIC CONTROL

DELIVERY INFORMATION

CLIN DELIVERY DATE QUANTITY SHIP TO ADDRESS DODAAC /

CAGE

0001 1095 dys. ANP 1 KANSAS CITY AREA OFFICE

ROBERT M. SCHOEN

12500 E 40 HIGHWAY SUITE M

INDEPENDENCE MO 64055-5947

816.389.3291

G5M1D00

0002 N/A N/A N/A N/A

0003 N/A N/A N/A N/A

0004 N/A N/A N/A N/A

0005 N/A N/A N/A N/A

0006 N/A N/A N/A N/A

0007 N/A N/A N/A N/A

0008 N/A N/A N/A N/A

0009 N/A N/A N/A N/A

0010 N/A N/A N/A N/A

0011 N/A N/A N/A N/A

0012 N/A N/A N/A N/A

0013 N/A N/A N/A N/A

0014 N/A N/A N/A N/A

0015 N/A N/A N/A N/A

0016 N/A N/A N/A N/A

0017 N/A N/A N/A N/A

Turkey Creek Missouri Interceptor Contract B,C & D W912DQ-17-B-1018 Kansas City, Missouri and Kansas City, Kansas

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 20 00.00 10

CONCRETE REINFORCING

08/10

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

1.3.2 Qualification of Steel Bar Butt-Splicers

1.3.3 Qualification of Butt-Splicing Procedure

1.4 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 DOWELS

2.2 FABRICATED BAR MATS

2.3 REINFORCING STEEL

2.4 WIRE TIES

2.5 SUPPORTS

2.6 TESTS, INSPECTIONS, AND VERIFICATIONS

2.6.1 Reinforcement Steel Tests

PART 3 EXECUTION

3.1 REINFORCEMENT

3.1.1 Placement

3.1.2 Splicing

3.1.3 Placing Tolerances

3.1.3.1 Spacing

3.1.3.2 Reinforcing and Embedments

3.2 DOWEL INSTALLATION

-- End of Section Table of Contents --

03 20 00.00 10 - 1

SECTION 03 20 00.00 10

CONCRETE REINFORCING

08/10

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 318 (2014; Errata 2014) Building Code Requirements for Structural Concrete and Commentary

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

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

ASTM INTERNATIONAL (ASTM)

ASTM A184/A184M (2006e1) Standard Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A370 (2012) Standard Test Methods and Definitions for Mechanical Testing of Steel Products

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

1.2 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-02 Shop Drawings

Reinforcement; G, DO

SD-03 Product Data

Welding; G, RO

03 20 00.00 10 - 2

Material; G, RO

SD-06 Test Reports

Material; G, RO Tests, Inspections, and Verifications; G, RO

SD-07 Certificates

Reinforcing Steel; G, RO Epoxy-Coated Bars; G, RO Qualification of Steel Bar Butt-Splicers; G, RO

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

Welders shall be qualified in accordance with AWS D1.4/D1.4M.

Qualification test shall be performed at the worksite and notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4/D1.4M. Submit a list of qualified welders names.

1.3.2 Qualification of Steel Bar Butt-Splicers

Qualification of steel bar butt-splicers shall be certified to have satisfactorily completed a course of instruction in the proposed method of butt-splicing or have satisfactorily performed such work within the preceding year. Submit certificates on the Qualifications of Steel Bar Butt-Splicers prior to commencing butt-splicing.

1.3.3 Qualification of Butt-Splicing Procedure

As a condition of approval of the butt-splicing procedure, make three test butt-splices of steel bars of each size to be spliced using the proposed butt-splicing method, in the presence of the Contracting Officer. These test butt-splices and unspliced bars of the same size shall be tension tested to destruction with stress-strain curves plotted for each test.

Test results shall show that the butt-splices meet the specified strength and deformation requirements in order for the splicing procedure to be approved.

1.4 DELIVERY, STORAGE, AND HANDLING

Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

PART 2 PRODUCTS

2.1 DOWELS

Dowels shall conform to ASTM A615, Grade 40, plain steel, uncoated finish, greased dowel. Provide matched cap when required by the drawings or Special Conditions. If no size is given, dowels shall be 1-1/8-inch diameter by 18 inches length. Provide dowel basket to hold dowels in parallel alignment.

2.2 FABRICATED BAR MATS

Fabricated bar mats shall conform to ASTM A184/A184M.

03 20 00.00 10 - 3

2.3 REINFORCING STEEL

Reinforcing bars shall be ASTM A615/A615M, Grade 60 deformed billet steel bar, uncoated finish.

2.3.2 Epoxy-Coated Bars

Epoxy coated bars shall meet the requirements of KDOT Standard Specifications Subsection 1602, including written certifications for coating material and coated bars, sample of coating material, and 1.5 pounds of patching material.

2.4 WIRE TIES

Wire ties shall be 16 gauge or heavier black annealed steel wire. Ties for epoxy-coated bars shall be vinyl-coated or epoxy-coated.

2.5 SUPPORTS

Bolsters, Chairs, and Accessories: Conform to ACI SP-66 and the CRSI Manual of Standard Practice. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place, support, and fasten reinforcement in place during the concrete placement. Metal accessories shall be galvanized or plastic-coated where legs will be exposed in finished concrete surfaces. Submit representative samples for approval prior to installation.

Precast concrete supports shall be wedged-shaped, not larger than 3-1/2 by 3-1/2 inches, of thickness equal to that indicated for concrete cover and have an embedded hooked tie-wire for anchorage. Bar supports used in precast concrete with formed surfaces exposed to view shall be the same quality, texture and color as the finish surfaces.

2.6 TESTS, INSPECTIONS, AND VERIFICATIONS

Perform material tests, specified and required by applicable standards, by an approved laboratory and certified to demonstrate that the materials are in conformance with the specifications. Tests, inspections, and verifications shall be performed and certified at the Contractor's expense. Submit certified tests reports of reinforcement steel showing that the steel complies with the applicable specifications for each steel shipment and identified with specific lots prior to placement. Submit three copies of the heat analyses for each lot of steel furnished certifying that the steel conforms to the heat analyses.

2.6.1 Reinforcement Steel Tests

Mechanical testing of steel shall be in accordance with ASTM A370 except as otherwise specified or required by the material specifications. Tension tests shall be performed on full cross-section specimens using a gage length that spans the extremities of specimens with welds or sleeves included. Chemical analyses of steel heats shall show the percentages of carbon, phosphorous, manganese, sulphur and silicon present in the steel.

03 20 00.00 10 - 4

PART 3 EXECUTION

3.1 REINFORCEMENT

Reinforcement steel and accessories shall be fabricated and placed as specified and shown and approved shop drawings. Fabrication and placement details of steel and accessories not specified or shown shall be in accordance with ACI SP-66 and ACI 318. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or at the mill.All steel shall be bent cold unless authorized. Bars shall not be bent after embedment in concrete. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety. Wire tie ends shall face away from the forms. Submit detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

3.1.1 Placement

Reinforcement shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete.

Reinforcement shall be placed in accordance with ACI 318 at locations shown plus or minus one bar diameter. Reinforcement shall not be continuous through expansion joints and shall be as indicated through construction or contraction joints. Concrete coverage shall be as indicated or as required by ACI 318. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of bars, including additional bars required to meet structural requirements, shall be approved before concrete is placed.

3.1.2 Splicing

Splices of reinforcement shall conform to ACI 318 and shall be made only as required or indicated. Splicing shall be by lapping or by mechanical or welded butt connection; except that lap splices shall not be used for bars larger than No. 11 unless otherwise indicated. Welding shall conform to AWS D1.4/D1.4M. Welded butt splices shall be full penetration butt welds.

Lapped bars shall be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than one-fifth the required length of lap or 6 inches. Mechanical butt splices shall be in accordance with the recommendation of the manufacturer of the mechanical splicing device. Butt splices shall develop 125 percent of the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. Bars shall be flame dried before butt splicing. Adequate jigs and clamps or other devices shall be provided to support, align, and hold the longitudinal centerline of the bars to be butt spliced in a straight line.

3.1.3 Placing Tolerances

3.1.3.1 Spacing

The spacing between adjacent bars and the distance between layers of bars may not vary from the indicated position by more than one bar diameter nor more than 1 inch.

03 20 00.00 10 - 5

3.1.3.2 Reinforcing and Embedments

Reinforcing bars shall be protected by the thickness of concrete indicated on the drawings. Where not otherwise shown, the thickness of concrete over the reinforcement shall be as follows:

Location of Reinforcement Cover in Inches

Concrete cast against and permanently exposed to the earth

Formed surfaces exposed to the earth, or water, or weathering

The allowable variation for minimum cover shall be as follows:

MINIMUM COVER (inch) VARIATION (inch)

6 plus 1/2

4 plus 3/8

3 plus 3/8

2 plus 1/4

1-1/2 plus 1/4

1 plus 1/8

3/4 plus 1/8

Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place, support, and fasten reinforcing in place during the concrete placement. Bolsters, chairs, and accessories shall conform to ACI SP-66 and the CRSI Manual of Standard Practice. Metal accessories shall be galvanized or plastic-coated where legs will be exposed in finished concrete surfaces.

Placement of reinforcement and embedded items shall be in accordance with ACI 17, ACI 301, and the CRSI Manual of Standard Practice. Embedments shall be secured with templates.

When it becomes necessary to splice reinforcing steel at points other than those shown on the drawings, the location and length of splice shall be approved by Engineer. Welding or tack welding of reinforcement will not be permitted.

3.2 DOWEL INSTALLATION

Dowels shall be installed in slabs on grade at locations indicated and at right angles to joint being doweled. Dowels shall be accurately positioned and aligned parallel to the finished concrete surface before concrete placement. Dowels shall be rigidly supported during concrete placement.

One end of dowels shall be coated with a bond breaker.

03 20 00.00 10 - 6

-- End of Section --

03 20 00.00 10 - 7

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 31 01.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE FOR CIVIL WORKS

05/14

PART 1 GENERAL

1.1 Summary

1.2 REFERENCES

1.3 DESIGN REQUIREMENTS

1.3.1 Air Content

1.3.2 Slump

1.3.3 Concrete Strength

1.3.4 Maximum Water-Cementitious Material (W/C) Ratio

1.3.5 Construction Tolerances

1.3.5.1 Concrete Surfaces Exposed to Flow

1.3.5.2 Tunnel Linings, Conduits, Filling & Emptying Culverts

1.3.5.3 Appearance

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Preconstruction Sampling and Testing

1.5.2 Chemical Admixtures Storage

1.5.3 Concrete Strength

1.5.4 Construction Testing By The Government

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

2.1.1.2 High-Early-Strength Portland Cement

2.1.1.3 Fly Ash

2.1.1.4 Raw or Calcined Natural Pozzolan

2.1.1.5 Ground Granulated Blast-Furnace Slag

2.1.1.6 Silica Fume

2.1.2 Aggregates

2.1.2.1 Aggregate Source

2.1.2.2 Aggregate Sampling and Testing

2.1.2.3 Aggregate Expansion

2.1.2.4 Fine Aggregate

2.1.2.5 Coarse Aggregates

2.1.3 Chemical Admixtures

2.1.3.1 Air-Entraining Admixture

2.1.3.2 Accelerating Admixture

2.1.3.3 Water-Reducing or Retarding Admixture

2.1.3.3.1 Water-Reducing or Retarding Admixtures

2.1.3.3.2 High-Range Water Reducing Admixture

2.1.3.4 Other Chemical Admixtures

2.1.4 Water

2.1.5 Reinforcing Steel

2.2 EQUIPMENT

03 31 01.00 10 - 1

2.2.1 Batching Plantt

2.2.2 Scales

2.2.3 Batching Tolerances

2.2.4 Concrete Mixers

2.2.4.1 Stationary Mixers

2.2.4.2 Truck Mixers

2.2.5 Conveying Equipment

2.2.5.1 Trucks

2.2.5.2 Chutes

2.2.5.3 Belt Conveyors

2.2.5.4 Concrete Pumps

2.3 Concrete Mixture Proportioning

2.3.1 Quality of Mixture

2.3.2 Cementitious Materials Content

2.3.3 Chemical Admixtures

2.3.4 Air Content

2.3.5 Concrete Proportioning

2.3.6 Required Average Compressive Strength

2.3.7 Average Compressive Strength from Test Records

2.3.8 Average Compressive Strength without Previous Test Records

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

3.1.1 Notification of Concrete Placement

3.1.2 Embedded Items

3.1.3 Concrete on Earth Foundations

3.1.4 Concrete on Rock Foundations

3.1.5 Construction Joint Treatment

3.1.5.1 Joint Preparation

3.1.5.2 Air-Water Cutting

3.1.5.3 High-Pressure Water Jet

3.1.5.4 Waste Disposal

3.2 CONVEYING AND PLACING CONCRETE

3.2.1 Cold-Weather Requirements

3.2.2 Hot-Weather Requirements

3.3 Curing and Protection

3.3.1 Duration

3.3.2 Moist Curing

3.3.3 Evaporation Retardant

3.3.4 Cold Weather Curing and Protection

3.4 Formed Surface Repair

3.4.1 Formwork Finish

3.4.2 Material and Procedure for Repairs

3.5 SETTING BASE PLATES AND BEARING PLATES

3.5.1 Setting of Plates

3.5.2 Treatment of Exposed Surfaces

3.6 TESTS AND INSPECTIONS

3.6.1 General

3.6.2 Testing and Inspection Requirements

3.6.2.1 Fine Aggregate

3.6.2.1.1 Grading

3.6.2.1.2 Corrective Action for Fine Aggregate Grading

3.6.2.1.3 Moisture Content Testing

3.6.2.1.4 Moisture Content Corrective Action

3.6.2.2 Coarse Aggregate

3.6.2.2.1 Grading

3.6.2.2.2 Corrective Action for Grading

3.6.2.2.3 Coarse Aggregate Moisture Content

03 31 01.00 10 - 2

3.6.2.2.4 Coarse Aggregate Moisture Corrective Action

3.6.2.3 Quality of Aggregates

3.6.2.3.1 Frequency of Quality Tests

3.6.2.3.2 Corrective Action for Aggregate Quality

3.6.2.4 Scales

3.6.2.4.1 Weighing Accuracy

3.6.2.4.2 Batching and Recording Accuracy

3.6.2.4.3 Scales Corrective Action

3.6.2.5 Batch-Plant Control

3.6.2.6 Concrete Mixture

3.6.2.6.1 Air Content Testing

3.6.2.6.2 Air Content Corrective Action

3.6.2.6.3 Slump Testing

3.6.2.6.4 Temperature

3.6.2.6.5 Compressive-Strength Specimens

3.6.2.7 Inspection Before Placing

3.6.2.8 Placing

3.6.2.8.1 Placing Inspection

3.6.2.8.2 Placing Corrective Action

3.6.2.9 Curing

3.6.2.10 Vibrators

3.6.2.10.1 Vibrator Testing and Use

3.6.2.10.2 Vibrator Corrective Action

3.6.2.11 Mixer Uniformity

3.6.2.11.1 Stationary Mixers

3.6.2.11.2 Truck Mixers

3.6.2.12 Mixer Uniformity Corrective Action

3.6.3 Reports

-- End of Section Table of Contents --

03 31 01.00 10 - 3

SECTION 03 31 01.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE FOR CIVIL WORKS

05/14

PART 1 GENERAL

1.1 Summary

Perform all work in accordance with ACI MCP SET Parts 2 and 3.

All concrete placed in headwalls, wing walls, like strcutures, and any features not explicitly covered by other concrete specifications shall conform to the folllowing specificaitons. Deviations and variations shall be approved by the contracting officer.

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 CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI MCP SET (2014) Manual of Concrete Practice

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

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

ACI 301 (2016) Specifications for Structural Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2010) Guide to Cold Weather Concreting

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

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2013) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

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

ASTM C1017/C1017M (2007) Standard Specification for Chemical

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Admixtures for Use in Producing Flowing Concrete

ASTM C1064/C1064M (2011) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

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

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

ASTM C1107/C1107M (2013) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C117 (2013) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2012) Standard Test Method for Lightweight Particles in Aggregate

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

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131 (2006) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

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

ASTM C142/C142M (2010) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

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

ASTM C150/C150M (2012) 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)

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

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

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

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

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

ASTM C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

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

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

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

ASTM C40/C40M (2011) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

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

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

ASTM C535 (2012) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

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

ASTM C666/C666M (2003; R 2008) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C87/C87M (2010) Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

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ASTM C94/C94M (2014b) Standard Specification for Ready-Mixed Concrete

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

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

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

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

COE CRD-C 114 (1997) Test Method for Soundness of Aggregates by Freezing and Thawing of Concrete Specimens

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 94 (1995) Corps of Engineers Specification for Surface Retarders

1.3 DESIGN REQUIREMENTS

Design in accordance with ACI 301, Section 4. Submit concrete mix designs with the following properties.

1.3.1 Air Content

Air content between 5 and 8 percent as delivered to the forms and as

03 31 01.00 10 - 7 determined by ASTM C231/C231M, except that when the nominal maximum-size coarse aggregate is 3/4 inch, air content shall be between 5.5 and 8.5 percent.

1.3.2 Slump

The slump within the range of 1 to 4 inches as determined in accordance with ASTM C143/C143M. Where placement by pump is approved, the slump must not exceed 6 inches.

1.3.3 Concrete Strength

Provide specified compressive strength f'c as follows:

COMPRESSIVE STRENGTH (PSI) STRUCTURE OR PORTION OF STRUCTURE

5,000 @ 28 days Wing walls, cast-in-place RCB structures, and junction boxes

1.3.4 Maximum Water-Cementitious Material (W/C) Ratio

Maximum W/C allowed as follows:

WATER-CEMENT

RATIO, BY MASS

STRUCTURE OR PORTION OF STRUCTURE

0.40 ALL

These W/C's may cause higher strengths than that required by paragraph

CONCRETE STRENGTH.

1.3.5 Construction Tolerances

Except as specified otherwise, a plus tolerance increases and a minus tolerance decreases the dimension to which it applies. A tolerance without sign means plus or minus. Where only one sign is specified, there is no limit in the other direction. Tolerances are not cumulative. The most restrictive tolerance will control. Tolerances can not extend the structure beyond legal boundaries.

a. Make level and grade tolerance measurements of slabs as soon as possible after finishing. When forms or shoring are used, make the measurements prior to removal.

b. Construction tolerances must meet the requirements of ACI 117 and any of the following requirements that are applicable.

1.3.5.1 Concrete Surfaces Exposed to Flow

For High Velocity flow, Class A-HV-Abrupt variation, a positive offset between concrete surfaces is a raise of elevation in the direction of water flow and a negative offset is a drop of elevation in the direction of the water flow.

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Direction of water flow + 0 inches

- 1/8 inch

Perpendicular to the direction of water flow

1/8 inch

1.3.5.2 Tunnel Linings, Conduits, Filling & Emptying Culverts

Water Conveying:

Lateral alignment

Centerline alignment 1/2 inch

Inside dimensions 0.005 times inside dimension

Level alignment

Profile grade 1/2 inch

Cross-Sectional dimension

Tunnel and culvert lining - 0 inch

1.3.5.3 Appearance

Clean permanently exposed surfaces, if stained or otherwise discolored, by a method that does not harm the concrete and that is approved by the Contracting Officer.

1.4 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Reinforcing steel; G, RO

Shop drawings which include: reinforcement steel placement drawings; reinforcement steel schedules showing quantity, size, shape, dimensions, weight per foot, total weights and bending details; and details of bar supports showing types, sizes, spacing and sequence. The spacing between adjacent bars and the distance between layers of bars may not vary from the indicated position by more than one bar diameter nor more than 1 inch. The minimum concrete cover of main reinforcement steel bars shall be as shown, plus or minus 1/2 inch. Lap splice design shall be in accordance with ACI 318. Lapped bars may be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than 1/5 the required length of lap or 6

03 31 01.00 10 - 9 inches. The shop drawings shall contain the installation, sequencing, and locating procedures of the anchors.

SD-03 Product Data

Concrete Mix Designs; G, DO

Concrete mixture proportions shall be determined by the Contractor and submitted for review at least 30 days prior to the Test Placements. The concrete mixture quantities of all ingredients per cubic yard and nominal maximum coarse aggregate size that will be used in the manufacture of each quality of concrete shall be stated. Proportions shall indicate the mass of cement, pozzolan ground granulated blast-furnace (GGBF) slag, silica fume, and water; the mass of aggregates in a saturated surface-dry condition; and the quantities of admixtures. The submission shall be accompanied by test reports from a laboratory complying with ASTM C 1077 which show that proportions thus selected will produce concrete of the qualities indicated. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the quality of the new materials and concrete are satisfactory. Submit with test reports for quality of aggregates. Submit with certified laboratory test reports demonstrating that the aggregates conform to all specified requirements, including Aggregate Reactivity Testing. Submit with certificates of compliance with mill test reports for cement, pozzolan, ground granulated blast furnace slag cement, and other SCMs if necessary. Submit with certificates of compliance for all admixtures.

Batch Plant; G, RO

The Contractor shall submit batch plant data to the Contracting Officer for review for conformance with applicable specifications. Submit copies of the current batch plant inspections and certifications.

Concrete Mixers; G, RO

Capacity

The Contractor shall submit concrete mixer data which includes the make, type, and capacity of concrete mixers proposed for mixing concrete.

Submit the following items for: Conveying Equipment and Placing Equipment together in a single submittal package.

Conveying Equipment; G, RO

Data on the conveying equipment and methods for transporting, handling, and depositing the concrete.

Concrete Pumps; G, RO

The pump supplier shall furnish data, sizes, and capacities, of proposed equipment, along with equipment manufacturer's product

03 31 01.00 10 - 10 data sheets. Prior to delivery of concrete to the pump, the contractor shall certify to the Contracting Officer that the entire concrete pumping system is clean and properly adjusted.

Belt Conveyors, G; RO

The conveyor supplier shall furnish data, sizes, and capacities, of proposed equipment, along with equipment manufacturer's product data sheets. Prior to delivery of concrete to the conveyor, the contractor shall certify to the Contracting Officer that the entire concrete conveying system is clean and properly adjusted.

Placing Equipment; G, RO

Data on placing equipment and methods.

Construction Joint Treatment; G, RO

The method and equipment proposed for joint cleanup and waste disposal shall be submitted for review and approval.

Cold-Weather Requirements; G, DO

If concrete is to be conveyed to the placement under cold-weather conditions, the proposed materials, methods, and protection shall be submitted for approval.

Hot-Weather Requirements; G, DO

If concrete is to be conveyed to the placement under hot-weather conditions, the proposed

Cementitious Materials, Admixtures, and Curing Compound; G, DO

Mechanical Reinforcing Bar Connectors

SD-06 Test Reports

Aggregates; G, DO

Test reports for aggregates shall be submitted at least 30 days prior to start of the Test Placements. Submit with Concrete Mixture Proportioning submittal

Mill Test Reports;G, RO Tests and Inspections;G, RO

Test results and inspection reports shall be submitted daily and weekly.

Quality of Aggregates; G, DO

Mixer Uniformity;G, RO

The results of the initial mixer uniformity tests shall be

03 31 01.00 10 - 11 submitted at least 30 days prior to the initiation of placing.

Submit with the Batch Plant, Concrete Mixers, Capacity submittal.

Core Samples; G, DO

Submit core sampling schedule. Submit core sample inspection and test reports and photographs.

Coarse Aggregate Inspection; G, DO

The washed sample inspection shall verify the type of coarse aggregate in the concrete. The results of the inspection shall document where the concrete represented by the sample was placed in the work. The results of the inspection shall be submitted to the Contracting Officer along with the washed aggregate sample.

Results of the inspection shall be submitted at the end of each placing shift.

Batch Weight Tickets; G, RO eviewing each batch weight ticket before accepting the concrete batch for delivery. The Contractor's quality control staff shall verify that the batch weights shown on the batch weight ticket conform to the approved mix design. Clean legible copies of all batch weight tickets shall be submitted at the end of each placing shift.

SD-07 Certificates

Chemical Admixtures;G, RO

Admixtures proposed for use shall be certified for compliance with all specification requirements. Submit with Concrete Mixture Proportioning submittal.

Concrete Field Testing Technicians; G, RO

Documentation showing that the proposed field testing technician is a certified ACI Level I Field Testing Technician.

Concrete Construction Inspector (CCI)

Documentation showin that the prosed inspector is certified as a Concrete Construction Insepctor by the American Concrete Institute.

Cementitious Materials; G, DO

Cementitious Materials, including Portland Cement, Pozzolan, Ground Granulated Blast-Furnace Slag, and Silica Fume will be accepted on the basis of the manufacturer's certification of compliance, accompanied by mill test reports that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports shall be from samples taken from the particular lot furnished. No cementitious materials shall be used until notice of acceptance has been given by the Contracting Officer. Cementitious materials will be subject to check testing from samples obtained at the source, at

03 31 01.00 10 - 12 transfer points, or at the project site, as scheduled by the Contracting Officer, and such sampling will be by or under the supervision of the Government at its expense. Material not meeting specifications shall be promptly removed from the site of work. Submit the heat of hydration test report with the cementitious materials submittal. Submit with Concrete Mixture Proportioning submittal.

1.5 QUALITY ASSURANCE

The contractor shall be responsible for sampling and testing of materials proposed for use in the work, and testing during construction. The contractor shall provide facilities, materials, and labore as may be necessary for procurements of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Concrete shall be sampled at the end of the pump line or end of the conveyor belt immediately prior to delivery to the formwork, in accordanc with ASTM C172/C172MASTM C 172.The individuals who sample and test concrete or the constituents of concrete as required in this specification must have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I. The individuals who perform the inspection of concrete construction must have demonstrated a knowledge and ability equivalent to the ACI minimum guidelines for certification of Concrete Construction Inspector (CCI).

Submit statements that the concrete testing technicians and the concrete inspectors meet the specified requirements. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

1.5.1 Preconstruction Sampling and Testing

The Contractor shall be responsible for sampling and testing of aggregates.

There are no pre-approved aggregate sources. All aggregates proposed for use in the work shall be tested for conformance with specified requirements. Aggregates shall be tested by an approved independent commercial testing laboratory, and certified copies of laboratory test reports and analysis shall be submitted for approval prior to use of the aggregates in the work.

1.5.2 Chemical Admixtures Storage

Chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing shall be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if test results are not satisfactory.

Chemical admixtures will be accepted based on compliance with the requirements of paragraph CHEMICAL ADMIXTURES.

1.5.3 Concrete Strength

Compressive strength test specimens shall be made and cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C 39/C 39M. The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of

03 31 01.00 10 - 13 the single cylinder test. Additional analysis and core sampling and testing shall be required at the Contractor's expense when the strength of the concrete in the structure is considered potentially deficient.

a. Testing of Cores - When the strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42/C42M. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores will be determined by the Contracting Officer to least impair the performance of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to the specified strength requirement and if no single core is less than the specified strength requirement.

1.5.4 Construction Testing By The Government

The Contracting Officer will determine when Government Verification Testing is required, to verify compliance with specified requirements. The Contractor shall be responsible for providing samples of sufficient size and quantity, representative of the material proposed for use in the work, for Government testing. Samples shall be collected as directed and in the presence of the Contracting Officer. Government testing will be performed by and at the expense of the Government. Testing of materials by the Government does not relieve the Contractor of the requirements specified herein for concrete and materials.

PART 2 PRODUCTS

2.1 MATERIALS

Submit mill test reports attesting that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports must be from samples taken from the particular lot furnished.

Certify the following for compliance with all specification requirements:

Impervious-Sheet Curing Materials, Air-Entraining Admixture, Other Chemical Admixtures, Membrane-Forming Curing Compound.

2.1.1 Cementitious Materials

Cementitious materials are portland cement, portland-pozzolan cement, portland blast-furnace slag cement, portland cement in combination with pozzolan or GGBF slag or portland cement in combination with silica fume conforming to appropriate specifications listed below. Restrict the use of cementitious materials in concrete exposed to view to one color, one source, and one type.

2.1.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum amount of C3A in Type I cement is 15 percent, including the heat of hydration at 7 days.

White portland cement must meet the above requirements except that it may be Type I, Type II, or Type III low alkali. White Type III may be used only in specific areas of the structure, when approved in writing by the Contracting Officer.

2.1.1.2 High-Early-Strength Portland Cement

ASTM C150/C150M, Type III, used only when specifically approved in writing.

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2.1.1.3 Fly Ash

ASTM C618, Class F, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica Reaction and shall have a maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

2.1.1.4 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.1.1.5 Ground Granulated Blast-Furnace Slag

Conform to ASTM C989/C989M, Grade 100.

2.1.1.6 Silica Fume

Silica fume may be furnished as a dry, densified material or as a slurry.

Silica fume, unprocessed, or before processing into a slurry or a densified material, must conform to ASTM C1240 with Table 2 and the Specific Surface Area and Uniformity Requirements in Table 4 invoked. Provide the services of a manufacturer's technical representative, experienced in mixture proportioning, placement procedures, and curing of concrete containing silica fume. Make the manufacturer's representative available for consultation by both the Contractor and the Government during mixture proportioning, planning, and production of silica-fume concrete and, onsite immediately prior to and during at least the first placement of concrete containing silica fume, and at other times if directed.

2.1.2 Aggregates

Aggregates shall consist of clean, hard, uncoated particles meeting the quality and gradation requirements of ASTM C33/C33M, and the other requirements specified herein. All aggregate testing shall have been performed within the past 12 months prior to use in the work. Aggregates shall conform to the following.

2.1.2.1 Aggregate Source

After the award of the contract, the Contractor shall designate in writing one combination of sources from which he proposes to furnish aggregates.

The Contractor shall select up to two sources for coarse and one source for fine aggregates.Coarse aggregates proposed for use in the concrete structures exposed to flow and covered by this specification shall be produced from Granite, Quartize or other abrasive resistant aggregate meeting the specificaitons below. Fine aggregates shall produced from natural sand and be obtained from a Kansas River (KAW River) source.

2.1.2.2 Aggregate Sampling and Testing

Sampling and testing of aggregates shall be the Contractor's

03 31 01.00 10 - 15 responsibility. Aggregate sampling and testing shall be accomplished by an approved, independent, commercial materials testing laboratory. Testing shall be performed by a licensed Professional Engineer. Laboratory test reports shall be certified by the testing laboratory. The test reports shall state the specific location and date that each aggregate sample was collected.

2.1.2.3 Aggregate Expansion

Provide fine and coarse aggregates with expansions less than 0.08 percent at 28 days after casting when…