A22_W912EE-16-R-0014-0003.pdf

W807PM61130701

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

Reference Request for Proposal W912EE-16-R-0014 for Ouachita River Basin Little Missouri River Narrows Dam Arkansas Narrows Access Bridge Rehabilitation, US Army Corps of Engineers, Vicksburg District.

See continuation page for changes:

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 13-Jul-2016

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

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

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912EE-16-R-0014

X 9B. DATED (SEE ITEM 11)

13-Jun-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

(a) By completing Items 8 and 15, and returning 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

13-Jul-2016

CODE

VICKSBURG CONTRACTING OFFICE

4155 CLAY ST

VICKSBURG MS 39183-3435

W912EE 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EE-16-R-0014

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SPECIFICATIONS: Section 03 30 53 is revised and replaced.

Specifications revised by this amendment have the notation "Revised by Amendment 0003" at the bottom of the page. Text added by this amendment is shown as underlined. Text deleted by this amendment is shown as overstruck.

(End of Summary of Changes)

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 53

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 MODIFICATION TO REFERENCE

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Regulatory Requirements

1.5.2 Tolerances

1.5.2.1 Tolerances for Formed Surfaces

PART 2 PRODUCTS

2.1 GENERAL

2.2 SYSTEM DESCRIPTION

2.2.1 Strength

2.2.2 Construction Tolerances

2.2.3 Concrete Mixture Proportions

2.3 MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Cement

2.3.1.2 Pozzolan

2.3.2 Aggregates

2.3.3 Admixtures

2.3.3.1 Air-Entraining Admixture

2.3.3.2 Accelerating Admixture

2.3.3.3 Water-Reducing or Retarding Admixture

2.3.4 Water

2.3.5 Grout

2.3.5.1 Nonshrink Grout

2.3.5.2 Cementitious Grout

2.3.6 Reinforcing Steel and Dowels

2.3.7 Epoxy Bonding Agent

2.3.8 Joint Sealants

2.3.9 Dowels

2.3.10 Formwork

2.3.11 Form Coatings

2.3.12 Curing Compound

2.3.12.1 Impervious Sheet Materials

2.3.12.2 Membrane-Forming Curing Compound

2.4 READY-MIX CONCRETE

PART 3 EXECUTION

3.1 PRELIMINARY SURFACE CLEANING

3.2 CONCRETE APPROACH SLABS

SECTION 03 30 53 Page 1 Revised By Amendment 0003

3.3 PREPARATION FOR CONCRETE PLACEMENT

3.3.1 Embedded Items

3.3.2 Reinforcement

3.3.2.1 Concrete Placement

3.3.2.2 Splicing

3.3.3 Formwork Installation

3.3.4 Production of Concrete

3.3.4.1 Ready-Mixed Concrete

3.3.4.2 Concrete Made by Volumetric Batching and Continuous Mixing

3.4 CONVEYING AND PLACING CONCRETE

3.4.1 Consolidation

3.4.2 Cold-Weather Requirements

3.4.3 Hot-Weather Requirements

3.4.4 Lifts in Concrete

3.5 FORM REMOVAL

3.6 FINISHING

3.6.1 Temperature Requirement

3.6.2 Finishing Formed Surfaces

3.6.3 Finishing Unformed Surfaces

3.6.3.1 Float Finish

3.6.4 Finishing Pavement Surfaces

3.7 JOINTS

3.8 CURING AND PROTECTION

3.9 TEST AND INSPECTIONS

3.9.1 Field Testing Technicians

3.9.2 Inspection Details and Frequency of Testing

3.9.2.1 Preparations for Placing

3.9.2.2 Air Content

3.9.2.3 Slump

3.9.2.4 Consolidation and Protection

3.9.3 Action Required

3.9.3.1 Placing

3.9.3.2 Air Content

3.9.3.3 Slump

3.9.4 Reports

3.10 FORM WORK

3.10.1 Preparation of Form Surfaces

3.10.2 Form Coating

3.10.3 Removal of Forms

3.11 STEEL REINFORCING

3.11.1 Fabrication

3.11.2 Splicing

3.11.3 Supports

3.12 DRILLING DOWELS

3.13 EMBEDDED ITEMS

3.14 FIELD TESTING

3.15 TABLE OF TOLERANCES

-- End of Section Table of Contents --

SECTION 03 30 53 Page 2

SECTION 03 30 53

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

This section covers the material, labor, equipment and plant requirements for the cast-in-place concrete for the concrete pavement of the approach roadways, the new back walls at each abutment, the modifications to the east end of the bridge deck to accommodate installation of the strip seal expansion joint, and concrete used in Type 3 abutment repairs. Perform all work in accordance with ACI 318.

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 235M/M 235 (2013) Standard Specification for Epoxy Resin Adhesives

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials (ACI 117-10) and Commentary

ACI 301 (2010; Errata 2015) Specifications for Structural Concrete

ACI 318 (2014; Errata 2015) Building Code Requirements for Structural Concrete and Commentary

ACI 347R (2014) Guide to Formwork for Concrete

ACI MCP SET (2015) Manual of Concrete Practice

ACI SP-66 (2004) ACI Detailing Manual

ARKANSAS STATE HIGHWAY AND TRANSPORTATION DEPARTMENT (AHTD)

AHTD Standard Specs (2014; Errata 2014) Standard Specifications for Highway Construction

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2015a) Standard Specification for Deformed and Plain Carbon-Steel Bars for

SECTION 03 30 53 Page 3

Concrete Reinforcement

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

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

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

ASTM C150/C150M (2015) Standard Specification for Portland Cement

ASTM C171 (2007) Standard Specification for Sheet Materials for Curing Concrete

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

ASTM C173/C173M (2014) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

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

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

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

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

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

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

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

ASTM C685/C685M (2011) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C827/C827M (2010) Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures

ASTM C920 (2014a) Standard Specification for Elastomeric Joint Sealants

SECTION 03 30 53 Page 4

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

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

40 CFR 247 Comprehensive Procurement Guideline for Products Containing Recovered Materials

1.3 MODIFICATION TO REFERENCE

In the ACI publications, the advisory provisions shall be considered to be mandatory, as though the word "shall" has been substituted for "should" wherever it appears; reference to the "Building Official," the "Structural Engineer" and the "Architect/Engineer" shall be interpreted to mean the Contracting Officer.

1.4 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following to the Vicksburg District for review:

SD-01 Preconstruction Submittals

Preparation of Existing Concrete

Submit a work plan for the preparation of existing concrete as specified in Part 3, EXECUTION, of this section. Plan shall include details on methods, materials and equipment to be used.

Concrete Placement

The methods and equipment for transporting, handling, depositing, and consolidating the concrete shall be submitted prior to the first concrete placement

SD-02 Shop Drawings

Installation Drawings; G, DS Reinforcement; G, DS

SD-03 Product Data

Air-Entraining Admixture Accelerating Admixture Water-Reducing or Retarding Admixture Curing Materials Nonshrink Grout

SECTION 03 30 53 Page 5

Cementitious Grout Epoxy Bonding Agent Joint Sealants Formwork Form Coating Pozzolan Fly Ash Accessories Curing Compound

The Contractor shall submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for all equipment and materials.

SD-06 Test Reports

Aggregates

Aggregates will be accepted on the basis of test reports that show the material meeting the requirements of the specifications under which it is furnished.

Concrete Mixture Proportions

Applicable test reports shall be submitted to verify that the concrete mixture proportions selected will produce concrete of the quality specified

Test and Inspections

The results of all tests and inspections conducted at the project site shall be reported informally at the end of each shift and in writing weekly and shall be delivered within 3 days after the end of each weekly reporting period.

SD-07 Certificates

Formwork

Formwork design shall be submitted prior to the first concrete placement.

Concrete Mixture Proportions

Concrete mixture proportions shall be the responsibility of the contractor and shall be designed in accordance with the criteria in paragraph CONCRETE MIXTURE PROPORTIONS. Ten days prior to placement of concrete, the contractor shall submit the mixture proportions that will produce concrete of the qualities required.

Mixture proportions shall include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per cubic yard of concrete. All materials included in the mixture proportions shall be of the same type and from the same source as will be used on the project.

SECTION 03 30 53 Page 6

1.5 QUALITY ASSURANCE

Indicate specific locations of Concrete Placement, Forms, Steel Reinforcement, Accessories, Expansion Joints, Control Joints andConstruction Joints on installation drawings and include, but do not limit to, square feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement of cast-in-place concrete section.

1.5.1 Regulatory Requirements

The state statutory and regulatory requirements, AHTD Standard Specs, form a part of this specification to the extent referenced. Submit CPG for recycled materials or appropriate Waiver Form.

1.5.2 Tolerances

Except as otherwise specified herein, tolerances for concrete batching, mixture properties and construction, as well as definition of terms and application practices, shall be in accordance with ACI 117. Level and grade tolerance measurements of slabs and walls shall be made as soon as possible after finishing; when forms or shoring are used, the measurements shall be made prior to removal.

1.5.2.1 Tolerances for Formed Surfaces

Formed Surfaces - Except as modified by the COR, tolerances for the finished formed surfaces shall conform to the requirements of ACI 117.

Formwork - Forms shall be set true to line and grade and shall meet the construction tolerances shown in Table 1 at the end of this section.

PART 2 PRODUCTS

2.1 GENERAL

Arkansas State Highway and Transportation Department (AHTD) maintains qualified materials databases for aggregates, standard materials and concrete plants that are qualified for use on AHTD projects. See the AHTD website and the AHTD Standard Specs to access these qualified products lists (QPLs). Submit any proposed products or sources that are not listed in these QPLs for Government approval prior to use. All materials, whether from sources included in the QPLs or not, shall meet the requirements of this specification section.

2.2 SYSTEM DESCRIPTION

The Government retains the option to sample and test waterstops, aggregates and concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples. Obtain samples of aggregates at the point of batching in accordance with ASTM D75/D75M. Sample concrete in accordance with ASTM C172/C172M. Determine slump and air content in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Prepare, cure, and transport compression test specimens in accordance with ASTM C31/C31M. Test compression test specimens in accordance with ASTM C39/C39M. Take samples for strength tests not less than once each shift in which concrete is produced. Provide a minimum of five specimens from each sample; two to be tested at 28 days (90 days if pozzolan is used) for acceptance, two will be tested at 7 days

SECTION 03 30 53 Page 7 for information and one held in reserve.

2.2.1 Strength

Acceptance test results are the average strengths of two specimens tested at 28 days (90 days if pozzolan is used). The strength of the concrete is considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength, f'c, and no individual acceptance test result falls below f'c by more than 500 psi.

2.2.2 Construction Tolerances

Apply a Class "C" finish to all surfaces except those specified to receive a Class "D" finish. Apply a Class "D" finish to all post-construction surfaces which will be permanently concealed. Surface requirements for the classes of finish required are as specified in ACI 117.

2.2.3 Concrete Mixture Proportions

Concrete mixture proportions are the responsibility of the Contractor and shall be in accordance with the AHTD Standard Specifications for Class "B" Concrete. Mixture proportions shall include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate;

the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures;

and quantity of water per cubic yard of concrete. Provide materials included in the mixture proportions of the same type and from the same source as will be used on the project. Specified compressive strength f'c shall be 4,0003,000 psi at 28 days (90 days if pozzolan is used). The maximum nominal size coarse aggregate is 3/41 inch, in accordance with ACI 318 and ACI 304R. The air content shall be between 4.5 and 7.5 percent with a slump between 2 and 5 inches. The maximum water-cement ratio shall be 0.50, unless otherwise dictated by the requirements of ACI 234R as necessary to achieve the specified compressive strength and desired durability. Any use of water reducing admixtures (WRAs) or high-range water reducing admixtures (HRWRAs) shall be as required to manage the water demand of the concrete mixture, the desired durability and the specified compressive strength. Submit the applicable test reports and mixture proportions that will produce concrete of the quality required, ten days prior to placement of concrete.

2.3 MATERIALS

Submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for the specified materials.

2.3.1 Cementitious Materials

Submit Manufacturer's certificates of compliance, accompanied by mill test reports, attesting that the concrete materials meet the requirements of the specifications in accordance with the Special Clause "CERTIFICATES OF COMPLIANCE". Also, certificates for all material conforming to EPA's Comprehensive Procurement Guidelines (CPG), in accordance with 40 CFR 247.

Provide cementitious materials that conform to the appropriate specifications listed:

SECTION 03 30 53 Page 8

2.3.1.1 Cement

Provide cement conforming to ASTM C150/C150M portland cement, Type II, with a maximum alkali content of 0.40 percent; OR blended cement conforming to ASTM C595/C595M and ASTM C1157/C1157M, Type IP(MS), including the optional requirement for mortar expansion and sulfate soundness, except as modified herein. The blended cement shall consist of a mixture of ASTM C150/C150M cement (with alkali content exceeding 0.40 percent) and one of the following materials: ASTM C618 pozzolan or fly ash. The pozzolan/fly ash content shall not be less than 25 percent nor exceed 40 percent by weight of the total cementitious material.in accordance with the requirements of AHTD Standard Specifications.

If no satisfactory test results are available (made within the past six months) to prove that the cement alkali content is less than 0.40 percent, then it shall be assumed that the cement contains greater than 0.40 percent alkali.

Provide the manufacturer's written statement that the amount of pozzolan in the finished cement will not vary more than plus or minus 5 mass percent of the finished cement from lot-to-lot or within a lot. Do not change the percentage and type of mineral admixture used in the blend from that submitted for the aggregate evaluation and mixture proportioning.

Cement certificates shall include test results in accordance with ASTM C150/C150M, including equivalent alkalies indicated in the optional chemical requirements.

All cement, fly ash, and pozzolan shall be produced by the same manufacturer.

2.3.1.2 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class N or F, including requirements of Tables 1A and 2A, except the maximum calcium oxide content shall be 8.0 percent, the maximum available alkalies shall be 1.5 percent, and the maximum allowable loss on ignition shall be 6 percent.the requirements of AHTD Standard Specificatiions.

2.3.2 Aggregates

Fine and coarse aggregates shall meet the quality and grading requirements of ASTM C33/C33M Class Designations 4S or better. Use only sources of aggregate that are listed on the AHTD QPL. Coarse aggregate shall conform to size designation No.67 57. Fine and coarse aggregates shall be tested and evaluated for alkali-aggregate reactivity in accordance with ASTM C1260.

Perform evaluation of fine and coarse aggregates separately and in combination, matching the proposed mix design proportioning. All results of the separate and combination testing shall have a measured expansion less than 0.08 percent at 16 days after casting. If the test data indicates an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1260 and ASTM C1567. Perform the additional testing using ASTM C1260 and ASTM C1567 using the low alkali portland cement in combination with Class N pozzolan or Class F fly ash.

Use Class N pozzolan or Class F fly ash in the range of 25 to 40 percent of the total cementitious material by mass.AHTD Standard Specifications.

Submit certificates of compliance and test reports for aggregates showing the material(s) meets the quality and grading requirements of the specifications under which it is furnished.

SECTION 03 30 53 Page 9

2.3.3 Admixtures

Admixtures to be used, when required and approved, shall comply with the appropriate specification listed. Retest chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing, at the expense of the Contractor at the request of the Contracting Officer. Admixtures will be rejected if test results are not satisfactory.

2.3.3.1 Air-Entraining Admixture

Air-entraining admixture shall meet the requirements of ASTM C260/C260M.

Concrete shall be air-entrained 5 to 6 percent by volume.

2.3.3.2 Accelerating Admixture

Accelerators shall meet the requirements of ASTM C494/C494M, Type C or E.

2.3.3.3 Water-Reducing or Retarding Admixture

Water-reducing or retarding admixture shall meet the requirements of ASTM C494/C494M, Type A, B, or D. High-range water reducing admixture Type F may be used only when approved, approval being contingent upon particular placement requirements as described in the Contractor's Quality Control Plan.

2.3.4 Water

Use fresh, clean, potable water for mixing and curing, free from injurious amounts of oil, acid, salt, or alkali, except that unpotable water may be used if it meets the requirements of COE CRD-C 400.

2.3.5 Grout

2.3.5.1 Nonshrink Grout

Grout used in the placement of dowels shall be high-strength, nonshrink grout meeting the requirements of ASTM C1107/C1107M, with no ASTM C827/C827M shrinkage, and a minimum compressive strength of 4,000 psi in 8 hours.

Grout shall be nonmetallic.

2.3.5.2 Cementitious Grout

Grout used to repair surface defects in formed surfaces shall be a cementitious grout and shall be a mixture of portland cement, sand, and water. Proportion one part cement to approximately 2.5 parts sand, with the amount of water based on placement method. 5000 PSI grout strength to be achieved in 36 hours. Provide air entrainment for grout exposed to the weather.

2.3.6 Reinforcing Steel and Dowels

Provide reinforcing bars conforming to the requirements of ASTM A615/A615M, Grade 60, deformed.

Details of reinforcement not shown shall be in accordance with ACI 301 and

ACI SP-66.

SECTION 03 30 53 Page 10

2.3.7 Epoxy Bonding Agent

The epoxy bonding agent shall conform to AASHTO M 235M/M 235, Type V.

2.3.8 Joint Sealants

Provide field molded type joint sealant at joint between west approach slab and bridge deck, conforming to ASTM C920, Type M, Grade P or NS, Class 25, Use T for horizontal joints. Provide polyethylene tape, coated paper, metal foil, or similar type bond breaker materials. The backup/backer rod material needs to be compressible, nonshrink, nonreactive with the sealant, and a nonabsorptive material such as extruded butyl or polychloroprene foam rubber. Immediately prior to installation of field-molded sealants, clean the joint of all debris and further clean using water, chemical solvents, or other means as recommended by the sealant manufacturer and approved by the Contracting Officer.

2.3.9 Dowels

Dowels shall meet the requirements of ASTM A615/A615M, Grade 60, deformed.

2.3.10 Formwork

Design and engineer the formwork as well as its construction in accordance with ACI 301 Sections 2 and 5 and ACI 347R. Fabricate of wood, steel, or other approved material. Submit formwork design prior to the first concrete placement.

2.3.11 Form Coatings

Provide form coating in accordance with ACI 301. Coat forms, for exposed surfaces, with a nonstaining form oil to be applied shortly before concrete is placed.

2.3.12 Curing Compound

Provide curing materials conforming to the following requirements.

2.3.12.1 Impervious Sheet Materials

Impervious sheet materials, ASTM C171, type optional, except polyethylene film, if used, shall be white opaque.

2.3.12.2 Membrane-Forming Curing Compound

ASTM C309, Type 1-D or 2. Submit manufacturer's instructions for placing curing compound.

2.4 READY-MIX CONCRETE

a. Provide ready-mix concrete with mix design data conforming to ACI 301 Part 2. Submit delivery tickets in accordance with ASTM C94/C94M for each ready-mix concrete delivery, include the following additional information:

1. Type and brand cement

2. Cement content in 94-pound bags per cubic yard of concrete

SECTION 03 30 53 Page 11

3. Maximum size of aggregate

4. Amount and brand name of admixtures

5. Total water content expressed by water cementitious material ratio

b. 4,0003,000 psi minimum compressive strength as determined in 28 calendar days.

c. Slump: 2 to 5 inch according to ASTM C143/C143M and ACI MCP SET Part 1.

dc. Cement as specified above. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

PART 3 EXECUTION

3.1 PRELIMINARY SURFACE CLEANING

Clean concrete surfaces that are contaminated with oil, grease or dirt prior to beginning concrete removal in the area. Use detergents, proprietary cleaners formulated for removal of contaminants from concrete, or steam cleaning in accordance with the manufacturer's written instructions. Do not use solvents for removal of oil or grease. All traces of cleaning agents and contaminants shall be removed from the surface.

3.2 CONCRETE APPROACH SLABS

Construct pavements at approach slabs where shown on the drawings. After forms are set and underlying material prepared as specified, place the concrete uniformly throughout the area and thoroughly vibrate. As soon as placed and vibrated, strike off the concrete and screed to the crown and cross section and to such elevation above grade that when consolidated and finished, the surface of the pavement is at the required elevation. Tamp the entire surface with the strike off, or consolidate with a vibrating screed, and continue this operation until the required compaction and reduction of internal and surface voids are accomplished. Take care to prevent bringing excess paste to the surface.

3.3 PREPARATION FOR CONCRETE PLACEMENT

Prepare construction joints to expose coarse aggregate. Intentionally roughen surface of joints. The surface shall be clean, damp, and free of laitance. Apply an epoxy bonding compound to existing concrete surfaces.

Application of the epoxy bonding compound shall comply with the manufacturer's recommendations. Construct ramps and walkways, as necessary, to allow safe and expeditious access for concrete and workmen.

Remove snow, ice, standing or flowing water, loose particles, debris, and foreign matter. Earth backfill shall be compacted to 95 percent density.

Ensure spare vibrators are available. The entire preparation shall be accepted by the Government prior to placing.

3.3.1 Embedded Items

Secure reinforcement in place after joints, anchors, and other embedded items have been positioned. Arrange internal ties so that when the forms are removed the metal part of the tie is not less than 2 inches from concrete surfaces permanently exposed to view or exposed to water on the

SECTION 03 30 53 Page 12 finished structures. Embedded items shall be free of oil and other foreign matters such as loose coatings or rust, paint, and scale. The embedding of wood in concrete is permitted only when specifically authorized or directed. All equipment needed to place, consolidate, protect, and cure the concrete shall be at the placement site and in good operating condition.

3.3.2 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.

Epoxy-coated bars shall be mill-bent prior to coating. 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.

3.3.2.1 Concrete 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.

3.3.2.2 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 connection; except that lap splices shall not be used for bars larger than No. 11 unless otherwise indicated. 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 splices shall be in accordance with the recommendation of the manufacturer of the mechanical splicing device. No butt splices or welded splices will be permitted.

3.3.3 Formwork Installation

Forms shall be properly aligned, adequately supported, and mortar-tight.

Provide smooth form surfaces, free from irregularities, dents, sags, or holes when used for permanently exposed faces. Chamfer all exposed joints and edges , unless otherwise indicated.

SECTION 03 30 53 Page 13

3.3.4 Production of Concrete

3.3.4.1 Ready-Mixed Concrete

Provide ready-mixed concrete conforming to ASTM C94/C94M except as otherwise specified.

3.3.4.2 Concrete Made by Volumetric Batching and Continuous Mixing

Concrete made by volumetric batching and continuous mixing shall conform to

ASTM C685/C685M.

3.4 CONVEYING AND PLACING CONCRETE

Concrete placement is not permitted when weather conditions prevent proper placement and consolidation without approval. When concrete is mixed and/or transported by a truck mixer, deliver the concrete to the site of the work completing the discharge within 1-1/2 hours or 45 minutes when the placing temperature is 86 degrees F or greater unless a retarding admixture is used. Convey concrete from the mixer to the forms as rapidly as practicable by methods which prevent segregation or loss of ingredients.

Concrete shall be in place and consolidated within 15 minutes after discharge from the mixer. Deposit concrete as close as possible to its final position in the forms and regulate it so that it may be effectively consolidated in horizontal layers 18 inches or less in thickness with a minimum of lateral movement. Carry on the placement at such a rate that the formation of cold joints will be prevented. Submit Methods and equipment for transporting, handling, depositing, and consolidating the concrete prior to the first concrete placement. Perform conveying and placing concrete in conformance with the following:

3.4.1 Consolidation

Consolidate each layer of concrete by internal vibrating equipment.

Systematically accomplish internal vibration by inserting the vibrator through the fresh concrete in the layer below at a uniform spacing over the entire area of placement. The distance between insertions shall be approximately 1.5 times the radius of action of the vibrator and overlay the adjacent, just-vibrated area by approximately 4 inches. Ensure that the vibrator penetrates rapidly to the bottom of the layer and at least 6 inches into the layer below, if such a layer exists. Hold vibrator stationary until the concrete is consolidated and then withdraw it slowly at the rate of about 3 inches per second.

3.4.2 Cold-Weather Requirements

No concrete is to be mixed or placed when the ambient temperature is below 36 degrees F or if the ambient temperature is below 41 degrees F and falling. Provide suitable covering and other means as approved for maintaining the concrete at a temperature of at least 50 degrees F for not less than 72 hours after placing and at a temperature above freezing for the remainder of the curing period. Do not mix salt, chemicals, or other foreign materials with the concrete to prevent freezing. Remove and replace concrete damaged by freezing at the expense of the Contractor.

3.4.3 Hot-Weather Requirements

When the rate of evaporation of surface moisture, as determined by use of Figure 1 of ACI MCP SET Part 2, is expected to exceed 0.2 psf per hour, SECTION 03 30 53 Page 14 provisions for windbreaks, shading, fog spraying, or covering with a light-colored material shall be made in advance of placement, and such protective measures taken as quickly as finishing operations will allow.

3.4.4 Lifts in Concrete

Deposit concrete in horizontal layers not to exceed 24 inches in thickness. Carry on placement at a rate that prevents the formation of cold joints. Place slabs in one lift.

3.5 FORM REMOVAL

Do not remove forms before 24 hours after concrete placement, except as otherwise specifically authorized. Do not remove supporting forms and shoring until the concrete has cured for at least 5 days. When conditions require longer curing periods, forms shall remain in place.

3.6 FINISHING

3.6.1 Temperature Requirement

Do not finish or repair concrete when either the concrete or the ambient temperature is below 50 degrees F.

3.6.2 Finishing Formed Surfaces

Remove all fins and loose materials , and surface defects including filling of tie holes. Repair all honeycomb areas and other defects. Remove all unsound concrete from areas to be repaired. Surface defects greater than 1/2 inch in diameter and holes left by removal of tie rods in all surfaces not to receive additional concrete shall be reamed or chipped and filled with dry-pack mortar. Brush-coat the prepared area with an approved epoxy resin or latex bonding compound or with a neat cement grout after dampening and filling with mortar or concrete. The cement used in mortar or concrete for repairs to all surfaces permanently exposed to view shall be a blend of portland cement and white cement so that the final color when cured is the same as adjacent concrete.

3.6.3 Finishing Unformed Surfaces

Float finish all unformed surfaces, that are not to be covered by additional concrete or backfill, to elevations shown, unless otherwise specified. Surfaces to receive additional concrete or backfill shall be brought to the elevations shown and left as a true and regular surface.

Slope exterior surfaces for drainage unless otherwise shown. Carefully make joints with a jointing tool. Finish unformed surfaces to a tolerance of 3/8 inch for a float finish as determined by a 10 foot straightedge placed on surfaces shown on the drawings to be level or having a constant slope. Do not perform finishing while there is excess moisture or bleeding water on the surface. No water or cement is to be added to the surface during finishing.

3.6.3.1 Float Finish

Provide float finished surfaces, screeded and darbied or bullfloated to eliminate the ridges and to fill in the voids left by the screed. In addition, the darby or bullfloat shall fill all surface voids and only slightly embed the coarse aggregate below the surface of the fresh concrete. When the water sheen disappears and the concrete supports a

SECTION 03 30 53 Page 15 person's weight without deep imprint, complete floating. Floating shall embed large aggregates just beneath the surface, remove slight imperfections, humps, and voids to produce a plane surface, compact the concrete, and consolidate mortar at the surface.

3.6.4 Finishing Pavement Surfaces

a. Bridge deck and approach slab surfaces shall be textured by first dragging a fabric over the final screeded concrete and then by sawing transverse grooves in the cured concrete. After final screeding of the surface, the Contractor shall drag multiple-ply damp fabric over the surface to provide a gritty texture. After the bridge deck or approach slab has been cured and attained 75 percent of the 28-day design compressive strength, the Contractor shall saw uniformly pronounced grooves transverse to the centerlines.

b. Grooves shall be sawn approximately 1/10 inch wide, 1/8 to 3/16 inch deep, and on 1 1/2 inch (nominal) centers. Grooves shall terminate 18 ± 1 inch from the face of the parapet. Grooves shall not be sawn any closer than 2 inches nor further than 3 inches from the edge of any joint. In the event that a single pass of the grooving machine cannot be made across the width of the bridge or approach slab, then the mating ends of subsequent passes shall not overlap previous grooves nor leave more than 1 inch of surface ungrooved.

c. Removal of all debris, including slurry, resulting from the grooving operations shall be continuous. Surfaces must be immediately left in a washed and clean condition, free of all slipperiness from the slurry. All debris and surplus material removed from the grooving operations shall be deposited in a truck, or other conveyance, and disposed.

3.7 JOINTS

Provide expansion and fixed joints where indicated on the contract drawings and as specified in the contract specifications.

3.8 CURING AND PROTECTION

Beginning immediately after placement, and continuing for at least 7 days, cure and protect all concrete from premature drying, extremes in temperature, rapid temperature change, freezing, mechanical damage, and exposure to rain or flowing water. Provide all materials and equipment needed for adequate curing and protection at the site of the placement prior to the start of concrete placement. Accomplish moisture preservation of moisture for concrete surfaces not in contact with forms by one of the following methods:

a. Continuous sprinkling or ponding.

b. Application of absorptive mats or fabrics kept continuously wet.

c. Application of sand kept continuously wet.

d. Application of impervious sheet material conforming to ASTM C171.

e. Application of membrane-forming curing compound conforming to ASTM C309, Type 1-D, on surfaces permanently exposed to view. Accomplish Type 2 on other surfaces in accordance with manufacturer's instructions.

SECTION 03 30 53 Page 16

Accomplish the preservation of moisture for concrete surfaces placed against wooden forms by keeping the forms continuously wet for 7 days. If forms are removed prior to end of the required curing period, use other curing methods for the balance of the curing period. Do not perform protection removal if the temperature of the air in contact with the concrete may drop more than 60 degrees F within a 24 hour period.

3.9 TEST AND INSPECTIONS

3.9.1 Field Testing Technicians

The individuals who sample and test concrete, as required in this specification, shall 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.

3.9.2 Inspection Details and Frequency of Testing

3.9.2.1 Preparations for Placing

Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each concrete placement by the Contractor to certify that it is ready to receive concrete.

3.9.2.2 Air Content

Check air content at least twice during each shift that concrete is placed.

Obtain samples in accordance with ASTM C172/C172M and tested in accordance with ASTM C231/C231M.

3.9.2.3 Slump

Check slump twice during each shift that concrete is produced. Obtain samples in accordance with ASTM C172/C172M and tested in accordance with

ASTM C143/C143M.

3.9.2.4 Consolidation and Protection

Ensure that the concrete is properly consolidated, finished, protected, and cured.

3.9.3 Action Required

3.9.3.1 Placing

Do not permit placing to begin until the availability of an adequate number of acceptable vibrators, which are in working order and have competent operators, has been verified. Do not continue placing if any concrete is inadequately consolidated.

3.9.3.2 Air Content

Whenever an air content test result is outside the specification limits, adjust the dosage of the air-entrainment admixture prior to delivery of concrete to forms.

3.9.3.3 Slump

Whenever a slump test result is outside the specification limits, adjust

SECTION 03 30 53 Page 17 the batch weights of water and fine aggregate prior to delivery of concrete to the forms. The adjustments are to be made so that the water-cement ratio does not exceed that specified in the submitted concrete mixture proportion.

3.9.4 Reports

Report the results of all tests and inspections conducted at the project site informally at the end of each shift. Submit written reports weekly.

Deliver within 3 days after the end of each weekly reporting period.

3.10 FORM WORK

Form work shall conform to ACI MCP SET Parts 2 through 5.

3.10.1 Preparation of Form Surfaces

Forms shall be true to line and grade, mortar-tight, and sufficiently rigid to prevent objectionable deformation under load. Form surfaces for permanently exposed faces shall be smooth, free from irregularities, dents, sags, or holes. Chamfer exposed joints and exposed edges. Arrange internal ties so that when the forms are removed, the form ties are not less than 2 inches from concrete surfaces permanently exposed to view or exposed to water on the finished structure.

3.10.2 Form Coating

Coat forms, for exposed surfaces, with a nonstaining form release coating applied shortly before concrete is placed. Forms for unexposed surfaces may be wetted in lieu of coating immediately before the placing of concrete, except that in freezing weather form release coating shall be used.

3.10.3 Removal of Forms

Remove forms carefully to prevent damage to the concrete. Do not remove forms before the expiration of the minimum time indicated below:

Columns and walls (lifts 15 feet and under) 24 hours

Columns and walls (lifts over 15 feet) 48 hours

3.11 STEEL REINFORCING

Reinforcement shall be free from loose, flaky rust and scale, and free from oil, grease, or other coating which might destroy or reduce the reinforcement's bond with the concrete.

3.11.1 Fabrication

Shop fabricate steel reinforcement in accordance with ACI MCP SET Parts 2 and 3. Shop details and bending shall be in accordance with ACI MCP SET Parts 2 and 3.

SECTION 03 30 53 Page 18

3.11.2 Splicing

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

3.11.3 Supports

Secure reinforcement in place by the use of metal or concrete supports, spacers, or ties.

3.12 DRILLING DOWELS

Holes shall be drilled by appropriate equipment, suitable for the intended purpose, and approved by the Contracting Officer. Holes shall be drilled in an array as shown on the approved shop drawings. The Contractor shall make final reviews of the dowel spacings and positions to verify their correct location. Depth and diameter of holes shall be as shown and noted on the contract drawings. Diameter of holes shall be as shown on the drawings, except where the nonshrink grout manufacturer recommends different sizes for the size of dowels being used. Embedment depths shall be as shown on the approved shop drawings. The Contractor shall verify that these diameters and depths meet the grout manufacturer's recommendations. Prior to placing nonshrink grout, holes shall be cleaned by flushing with water and compressed air and as recommended by the grout manufacturer's written instructions. After the holes are cleaned, the grout shall be placed into the hole. After the grout has been placed in the hole, the dowel or reinforcing steel shall be inserted through the grout to the bottom of the hole in accordance with the grout manufacturer's written instruction. No standing water shall remain in the holes when the grout is placed. If hole cannot be maintained without water, inform Contracting Officer before setting dowels. Remove excess grout after the dowel has been set in place.

3.13 EMBEDDED ITEMS

Before placing concrete, take care to determine that all embedded items are firmly and securely fastened in place. Provide embedded items free of oil and other foreign matter, such as loose coatings of rust, paint and scale.

Embedding of wood in concrete is permitted only when specifically authorized or directed.

3.14 FIELD TESTING

a. Provide samples and test concrete for quality control during placement. Sampling of fresh concrete for testing shall be in accordance with ASTM C172/C172M.

b. Test concrete for compressive strength at 7 and 28 days for each design mix. Concrete test specimens shall conform to ASTM C31/C31M. Perform Compressive strength testing conforming to ASTM C39/C39M.

c. Test Slump at the site of discharge for each design mix in accordance with ASTM C143/C143M.

d. Test air content for air-entrained concrete in accordance with ASTM C231/C231M. Test concrete using lightweight or extremely porous aggregates in accordance with ASTM C173/C173M.

e. Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M.

SECTION 03 30 53 Page 19

3.15 TABLE OF TOLERANCES

NOTE: For the purpose of the table below, "walls" shall be interpreted as back walls of abutment, stems of wingwalls, parapets, corbels; "slabs" shall refer to pavements, footings of wingwalls and abutments. If AHTD Standard Specs requirements for pavements are more restrictive, then they shall take precedence.

TABLE 1

TOLERANCES FOR FORMED SURFACES

1. Variations from the In any 10 feet of plumb: length ----------------- 1/4 inch

a. In the lines and Maximum for entire surfaces of walls, length ------------------- 1 inch and in arrises

b. For control-joint In any 20 feet of grooves and other length ----------------- 1/4 inch conspicuous lines Maximum for entire length------------------ 1/2 inch

2. Variation from the In any 10 feet of level or from the length ------------------1/4 inch grades indicated In any bay or in any 20 on the drawings: feet of length---------- 3/8 inch

a. In slabs and in Maximum for entire arrises, measured length ----------------- 3/4 inch before removal of supporting shores

b. In exposed horizontal In any bay or in any 20 feet of grooves and other length ----------- ----- 1/4 inch conspicuous lines Maximum for entire length------------------ 1/2 inch

3. Variation of the linear In any 20 feet --------- 1/2 inch wall lines from established Maximum -----------------1 inch position in plan

4. Variation of distance 1/4 inch per 10 feet of distance, between walls but not more than 1/2 inch in any one bay, and not more than 1 inch total variation

5. Variation in the Minus ----------------- 1/4 inch sizes and locations Plus ------------------ 1/2 inch of wall openings

6. Variation in the Minus ----------------- 1/4 inch thickness of slabs Plus ------------------ 1/2 inch and walls

SECTION 03 30 53 Page 20

TABLE 1

TOLERANCES FOR FORMED SURFACES

7. Footings and leveling pads:

a. Variation of dimensions Minus ------------------ 1/2 inch in plan Plus ------------------- 2 inches when formed or plus 3 inches when placed against unformed excavation

b. Misplacement of 2 percent of the footing eccentricity width in the direction of misplacement but not more than 2 inches

c. Reduction in thickness Minus ------------------ 5 percent of specified thickness

-- End of Section --

SECTION 03 30 53 Page 21