W912BV-15-R-0093-0004.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)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

PXMG Plating Shop Renovation, B3001, Tinker Air Force Base, Oklahoma City, OK.

1. See page 2 for full details of changes. The due date IS extended to 13 Jan 2016, 2PM CST.

2. All potential offerors must acknowledge this amendment by completing blocks 15A, 15B and 15C of the this page.

Return the completed first page of this amendment with your proposal.

3. POC for this amendment is Pun Chittchang, punnie.chittchang@usace.army.mil, 918-669-7544.

4. ALL OTHER TERMS AND CONDITIONS REMAIN UNCHANGED BY THIS AMENDMENT

1. CONTRACT ID CODE PAGE OF PAGES

1 86

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

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. 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 W912BV-15-R-0093

X 9B. DATED (SEE ITEM 11)

30 Oct 2015

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, 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

24-Dec-2015

CODE

CONTRACTING DIV

USACE, TULSA 1645 S 101 E AVE

TULSA OK 74128-4609

W912BV 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

X

X 1

AMENDMENT 0004

W912BV-15-R-0093

PMXG PLATING SHOP RENOVATION, B3001

TINKER AIR FORCE BASE, OKLAHOMA

1. The revised/appendices/pages listed below are hereby added to or revised and made a part of the solicitation.

Revised or added/deleted information can be located in the specifications by searching for an asterisk and amendment number (i.e., *AM4).

00 73 00 03 30 00.00 10 09 90 00 41 22 13.15

2. Delete the following drawings and replace with the attached revised drawings of the same number.

M-0520 Mechanical Details 60x48 Tank Lid M-0521 Mechanical Details 60x60 Tank Lid MP0239 RO Equipment Generation P&ID M-0523 Mechanical Details 84x84 Tank Lid M-0526 Mechanical Details Tank Insulation and Drainage M-0522 Mechanical Details 60x84 Tank Lid M-0524 Mechanical Details 60x60 Tank Lid M-0603 Mechanical Schedules M-0604 Mechanical Schedules M-0605 Mechanical Schedules

Section 00 73 00- Special Contract Requirements

Amendment 0004 changes: The following two SCRs are hereby revised; other portions of the section remain unchanged.

52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (APR 1984)

The Contractor shall be required to (a) commence work under this contract within 10 calendar days after the date the Contractor receives the notice to proceed, (b) prosecute the work diligently, and (c) complete the entire work ready for use not later than 1309 *AM4 calendar days after receipt of the notice to proceed. See table below for interim milestones*. The time stated for completion shall include final cleanup of the premises.

STAGE

CONTRACTOR

COMPLETION TIME

(Calendar Days)

GOVERNMENT

COMMISSIONING PERIOD

(Calendar Days)

TOTAL TIME

(Calendar Days) Phase 1 171 60 231 Phase 2 220 60 280 Phase 3 185 60 245 Phase 4 171 60 231 Phase 5 157 60 217 Phase 6 45 60 105 All Phases (Total Contract Duration) 1309

If the total contract duration, through no fault of the Contractor, exceeds the total time shown above (e.g. the Government takes longer than 60 calendar days for commissioning); additional days will be added to the contract duration.*

(End of clause)

52.211-12 LIQUIDATED DAMAGES--CONSTRUCTION (SEP 2000)

(a) If the Contractor fails to complete the work within the time specified in the contract, the Contractor shall pay liquidated damages to the Government in the amount of *AM4 See below for each calendar day of delay until the work is completed or accepted.

(1) If the Contractor fails to complete the work within a designated phase as shown in the table under “CONTRACTOR COMPLETION TIME” in SCR: COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK, then the Contractor shall pay liquidated damages to the Government in the amount of $2,861.00 for each calendar day of delay until the work is completed or accepted for that phase.

(2) If the Contractor causes the total Plating Shop to shut down due to unplanned shop outages or loss of production capability due to loss of water supply, power, steam, compressed air, or other catastrophic event, the Contractor shall pay liquidated damages to the Government in the amount of $5,173.00 for each calendar day of lost production.

(3) The Contractor shall pay liquidated damages to the Government in the amount of $1,827.00 per calendar day for each day of delay to the total contract duration until the work is completed or accepted.*

(b) If the Government terminates the Contractor's right to proceed, liquidated damages will continue to accrue until the work is completed. These liquidated damages are in addition to excess costs of repurchase under the Termination clause.

(End of clause)

Tinker AFB, OK B3001 Plating Shop Renovation - Real Property

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 LUMP SUM CONTRACT

Under this type of contract, concrete items will be paid for by lump sum and will not be measured. The work covered by these items consists of furnishing all concrete materials, reinforcement, miscellaneous embedded materials, and equipment, and performing all labor for the forming, manufacture, transporting, placing, finishing, curing, and protection of concrete in these structures.

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

ACI 121R (2008) Guide for Concrete Construction Quality Systems in Conformance with ISO

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

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

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

ACI 304.2R (1996; R 2008) Placing Concrete by Pumping Methods

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305.1 (2006) Specification for Hot Weather Concreting

ACI 309R (2005) Guide for Consolidation of Concrete

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

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

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 1 Revised by Amendment 4

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

ASTM INTERNATIONAL (ASTM)

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

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

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

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

ASTM C1157/C1157M (2011) Standard Specification for Hydraulic Cement

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

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

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

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

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

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

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

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

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

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 2 Revised by Amendment 4

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

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

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

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

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

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

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

ASTM C595/C595M (2014) Standard Specification for Blended Hydraulic Cements

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

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

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

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

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

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

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 3 Revised by Amendment 4

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

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

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

Certification of Ready Mixed Concrete Production Facilities

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

1.3 Definitions

1.3.1 Cementitious Material

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

1.3.2 Chemical Admixtures

Materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

1.3.3 Complementary Cementing Materials (CCM)

Coal fly ash, ground granulated blast-furnace slag, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in considerable improvement to sustainability and/or durability.

1.3.4 Design Strength (f'c)

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

1.3.5 Mass Concrete

Any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement. In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.

1.3.6 Mixture Proportioning

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

1.3.7 Mixture Proportions

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

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 4 Revised by Amendment 4

1.3.8 Pozzolan

Siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

1.3.9 Workability or Consistency

The ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

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 00.00 10

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Quality Control Plan; G Laboratory Accreditation; G

SD-03 Product Data

Cementitious Materials Floor Finish Chemical Admixtures

SD-04 Samples

Surface Retarder

SD-05 Design Data

Mixture Proportions; G

SD-06 Test Reports

Mixture Proportions; G Testing and Inspection for CQC; G Fly Ash Ground Granulated Blast-Furnace (GGBF) Slag Aggregates Air Content Slump Compressive Strength Water

SD-07 Certificates

Contractor Quality Control personnel Ready-Mix Plant

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 5 Revised by Amendment 4

1.5 QUALITY ASSURANCE

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

Concrete Field Testing Technician Grade I

Concrete Laboratory Testing Technician Grade I or II

Concrete Construction Inspector Level II

Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector

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

Foreman or Lead Journeyman of the flatwork finishing crew

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

1.5.1 Laboratory Accreditation

Provide laboratory and testing facilities. The laboratories performing the tests shall be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation shall be current and shall include the required test methods, as specified. Furthermore, the testing shall comply with the following requirements:

1.5.1.1 Aggregate Testing and Mix Proportioning

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

1.5.1.2 Acceptance Testing

Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory.

Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by ASTM C31/C31M.

*AM4

1.5.1.3 Contractor Quality Control

All sampling and testing shall be performed by an approved independent, accredited laboratory.*

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 6 Revised by Amendment 4

1.5.2 Quality Control Plan

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

1.5.3 Pre-installation Meeting

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

1.5.4 Special Properties and Products

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

1.5.5 Government Assurance Inspection and Testing

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

1.5.5.1 Materials

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

1.5.5.2 Fresh Concrete

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

1.5.5.3 Hardened Concrete

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

1.5.5.4 Inspection

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

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 7 Revised by Amendment 4 the Government for final acceptance.

1.6 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 and ACI 304R requirements and recommendations. Store cement and other cementitious materials in weathertight buildings, bins, or silos that exclude moisture and contaminants and keep each material completely separated. Arrange and use aggregate stockpiles in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Do not store aggregate directly on ground unless a sacrificial layer is left undisturbed. Store reinforcing bars and accessories above the ground on platforms, skids or other supports. Store other materials in a manner to avoid contamination and deterioration. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing cannot be used unless retested and proven to meet the specified requirements. Materials shall be capable of being accurately identified after bundles or containers are opened.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

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

2.1.1 Proportioning Studies-Normal Weight Concrete

Trial design batches, mixture proportions studies, and testing requirements for various types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens fabricated in accordance with ASTM C192/C192M and tested in accordance with ASTM C39/C39M. Obtain mix design approval from the Contracting Officer prior to concrete placement.

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

b. Make trial mixtures having proportions, consistencies, and air content suitable for the work based on methodology described in ACI 211.1 , using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required on the project.

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

d. Design laboratory trial mixtures for maximum permitted slump and air

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 8 Revised by Amendment 4 content. Make separate sets of trial mixture studies for each combination of cementitious materials and each combination of admixtures proposed for use. No combination of either may be used until proven by such studies, except that, if approved in writing and otherwise permitted by these specifications, an accelerator or a retarder may be used without separate trial mixture study. Separate trial mixture studies shall also be made for concrete for any conveying or placing method proposed which requires special properties and for concrete to be placed in unusually difficult placing locations. For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months.

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

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

2.1.2 Average Compressive Strength

The mixture proportions selected during mixture design studies shall produce a required average compressive strength (f'cr) exceeding the specified compressive strength (f'c) by the amount indicated below, but may not exceed the specified strength at the same age by more than 20 percent. This required average compressive strength, f'cr, will not be a required acceptance criteria during concrete production. However, whenever the daily average compressive strength at 28 days drops below f'cr during concrete production, or daily average 7-day strength drops below a strength correlated with the 28-day f'cr, adjust the mixture, as approved, to bring the daily average back up to f'cr. During production, the required f'cr shall be adjusted, as appropriate, based on the standard deviation being attained on the job.

2.1.3 Computations from Test Records

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

Test records from which a standard deviation is calculated shall represent materials, quality control procedures, and conditions similar to those

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 9 Revised by Amendment 4 expected; shall represent concrete produced to meet a specified strength or strengths (f'c) within 1000 psi of that specified for proposed work;

and shall consist of at least 30 consecutive tests. A strength test shall be the average of the strengths of two cylinders made from the same sample of concrete and tested at 28 days. Required average compressive strength f'cr used as the basis for selection of concrete proportions shall be in accordance with ACI 318 Chapter 5.

2.1.4 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 . Take level and grade tolerance measurements of slabs as soon as possible after finishing;

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

2.1.5 Floor Finish

For floor finishes, see Section 03 35 00.00 10 CONCRETE FINISHING.

2.1.6 Strength Requirements

Specified compressive strength (f'c) shall be 4000 psi at 28 days.

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

2.1.6.1 Evaluation of Concrete Compressive Strength

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

2.1.6.2 Investigation of Low-Strength Compressive Test Results

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

The location of cores will be determined by the Contracting Officer to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 10 Revised by Amendment 4 strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. Non-destructive tests (tests other than test cylinders or cores) may not be used as a basis for acceptance or rejection. Perform the coring and repair the holes; cores will be tested by the Government.

2.1.6.3 Load Tests

If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Contracting Officer in accordance with the requirements of ACI 318 . Correct concrete work evaluated by structural analysis or by results of a load test as being understrength in a manner satisfactory to the Contracting Officer. Perform all investigations, testing, load tests, and correction of deficiencies approved by the Contracting Officer, except that if all concrete is found to be in compliance with the drawings and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

2.1.7 Water-Cementitious Material Ratio

Maximum water-cementitious material ratio (w/c) for all concrete shall be 0.45.

2.1.8 Air Entrainment

Do not air entrain concrete. Maximum air content for all concrete shall be 3 percent.

2.1.9 Slump

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

Structural Element Slump inches

Minimum Maximum

Unless noted otherwise 1 3

Any structural concrete approved for placement by pumping:

At pump 2 8

At discharge of line 1 4

When use of a plasticizing admixture conforming to ASTM C1017/C1017M or when a Type F or G high range water reducing admixture conforming to ASTM C494/C494M is permitted to increase the slump of concrete, concrete shall have a slump of 2 to 4 inches before the admixture is added and a maximum slump of 8 inches at the point of delivery after the admixture is added.

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 11 Revised by Amendment 4

2.1.10 Concrete Temperature

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

2.1.11 Size of Coarse Aggregate

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

2.2 CEMENTITIOUS MATERIALS

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

2.2.1 Portland Cement

ASTM C150/C150M, Type I or II low alkali with a maximum 10 percent amount of tricalcium aluminate, and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent.

2.2.2 Blended Cements

Conform blended cement to ASTM C595/C595M and ASTM C1157/C1157M , Type IP or IS, including the optional requirement for mortar expansion and consisting of a mixture of ASTM C150/C150M Type I or Type II cement and a complementary cementing material. The slag added to the Type IS blend shallbe ASTM C989/C989M ground granulated blast-furnace slag. The pozzolan added to the Type IP blend shall be ASTM C618 Class F and shall be interground with the cement clinker. Provide a manufacturer's 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.

2.2.3 Fly Ash

Conform fly ash to ASTM C618, Class F,except that the maximum allowable loss on ignition cannot exceed 6 percent. If pozzolan is used, it shall never be less than 15 percent by weight of the total cementitious material. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759. Comply with EPA requirements in accordance with Section

01 62 35 RECYCLED/RECOVERED/BIOBASED MATERIALS.

2.2.4 Raw or Calcined Natural Pozzolan

Natural pozzolan shall 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 shall have an on ignition loss not

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 12 Revised by Amendment 4 exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity shall have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.2.5 Ultra Fine Fly Ash and Ultra Fine Pozzolan

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

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

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

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

2.2.6 Ground Granulated Blast-Furnace (GGBF) Slag

ASTM C989/C989M, Grade 100 or 120. Slag content shall be a minimum of 25 percent by weight of cementitious material. Submit test results in accordance with ASTM C989/C989M for GGBF slag. Submit test results performed within 6 months of submittal date.

2.3 AGGREGATES

Test and evaluate fine and coarse aggregates for alkali-aggregate reactivity in accordance with ASTM C1260. Evaluate the fine and coarse aggregates separately and in combination, which matches the proposed mix design proportioning. All results of the separate and combination testing shall have a measured expansion less than 0.10 (0.08) percent at 16 days after casting. Should the test data indicate an expansion of 0.10 (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 ground granulated blast furnace (GGBF) slag, or Class F fly ash. Use GGBF slag in the range of 40 to 50 percent of the total cementitious material by mass. Use Class F fly ash in the range of 25 to 40 percent of the total cementitious material by mass.

2.3.1 Fine Aggregate

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

2.3.2 Coarse Aggregate

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

2.4 CHEMICAL ADMIXTURES

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

2.4.1 Accelerating Admixture

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

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2.4.2 Water-Reducing or Retarding Admixture

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

2.4.3 High-Range Water Reducer

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

2.4.4 Surface Retarder

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

2.4.5 Other Chemical Admixtures

Provide chemical admixtures for use in producing flowing concrete in compliance with ASTM C1017/C1017M , Type I or II. Use these admixtures only when approved in writing, such approval being contingent upon particular mixture control as described in the Contractor's Quality Control Plan and upon performance of separate mixture design studies.

2.5 WATER

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

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

ASTM C1602/C1602M .

2.6 NONSHRINK GROUT

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

2.7 EMBEDDED ITEMS

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

2.8 JOINT MATERIALS

2.8.1 Joint Sealers

Provide materials for expansion joint fillers in accordance with Section 03 15 00.00 10 CONCRETE ACCESSORIES. Provide materials for and sealing of joints conforming to the requirements of Section 07 92 00 JOINT SEALANTS.

2.8.2 Contraction Joints in Slabs

Provide materials for contraction joint inserts in accordance with Section

03 15 00.00 10 CONCRETE ACCESSORIES.

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PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

Before commencing concrete placement, perform the following: Clean surfaces to receive concrete, free from debris and water. Place, clean, coat, and support forms in accordance with Section 03 11 13.00 10 STRUCTURAL CONCRETE FORMWORK. Place, clean, tie, and support reinforcing steel in accordance with Section 03 20 00.00 10 CONCRETE REINFORCEMENT.

Transporting and conveying equipment is in-place, ready for use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete is at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage is at the placing site, in proper working condition and in sufficient amount for the entire placement. When hot, windy conditions during concreting appear probable, equipment and material is at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete as required in Section 03 39 00.00 10 CONCRETE CURING.

3.1.1 Previously Placed Concrete

Prepare concrete surfaces to which additional concrete is to be bonded for receiving the next horizontal lift by cleaning the construction joint surface with either air-water cutting, sandblasting, high-pressure water jet, or other approved method. Prepare concrete at the side of vertical construction joints as approved by the Contracting Officer. Do not use air-water cutting on formed surfaces or surfaces congested with reinforcing steel. Regardless of the method used, the resulting surfaces shall be free from all laitance and inferior concrete so that clean surfaces of well bonded coarse aggregate are exposed and make up at least 10-percent of the surface area, distributed uniformly throughout the surface. Do not undercut the edges of the coarse aggregate. Keep the surface of horizontal construction joints continuously wet for the first 12 hours during the 24-hour period prior to placing fresh concrete. Wash the surface completely clean as the last operation prior to placing the next lift.

3.1.1.1 Air-Water Cutting

Perform air-water cutting of a fresh concrete surface at the proper time and only on horizontal construction joints. The air pressure used in the jet shall be 100 psi, plus or minus 10 psi, and the water pressure shall be just sufficient to bring the water into effective influence of the air pressure. When approved by the Contracting Officer, a surface retarder complying with the requirements of ASTM C309 may be applied to the surface of the lift in order to prolong the period of time during which air-water cutting is effective. After cutting, wash and rinse the surface as long as there is any trace of cloudiness of the wash water. Where necessary to remove accumulated laitance, coatings, stains, debris, and other foreign material, use high-pressure waterjet or sandblasting as the last operation before placing the next lift.

3.1.1.2 High-Pressure Water Jet

Use a stream of water under a pressure of not less than 3,000 psi for cutting and cleaning. Delay its use until the concrete is sufficiently hard so that only the surface skin or mortar is removed and there is no undercutting of coarse-aggregate particles. If the waterjet is incapable

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 15 Revised by Amendment 4 of a satisfactory cleaning, clean the surface by sandblasting.

3.1.1.3 Wet Sandblasting

Use wet sandblasting after the concrete has reached sufficient strength to prevent undercutting of the coarse aggregate particles. After wet sandblasting, thoroughly wash the surface of the concrete to remove all loose materials.

3.1.1.4 Waste Disposal

Dispose of waste water employed in cutting, washing, and rinsing of concrete surfaces in a manner that the waste water does not stain, discolor, or affect exposed surfaces of the structures, or damage the environment of the project area. The method of disposal is subject to approval.

3.1.1.5 Preparation of Previously Placed Concrete

Abrade concrete surfaces to which other concrete is to be bonded in an approved manner that exposes sound aggregate uniformly without damaging the concrete. Remove laitance and loose particles. Thoroughly wash surfaces, leaving them moist but without free water when concrete is placed.

3.1.2 Embedded Items

Before placement of concrete, determine that all embedded items are firmly and securely fastened in place as indicated on the drawings, or required.

Conduit and other embedded items shall be clean and free of oil and other foreign matter such as loose coatings or rust, paint, and scale. The embedding of wood in concrete is permitted only when specifically authorized or directed. Temporarily fill voids in sleeves, inserts, and anchor slots with readily removable materials to prevent the entry of concrete into voids. Do not weld on embedded metals within 12 inches of the surface of the concrete. Do not tack weld on or to embedded items.

3.2 CONCRETE PRODUCTION

3.2.1 General Requirements

Batch and mix concrete onsite or furnish from a ready-mixed concrete plant. Batch, mix, and transport ready-mixed concrete in accordance with ASTM C94/C94M, except as otherwise specified. Truck mixers, agitators, and nonagitating transporting units shall comply with NRMCA TMMB 100.

Ready-mix plant equipment and facilities shall be certified in accordance with NRMCA QC 3. Furnish approved batch tickets for each load of ready-mixed concrete. Conform site-mixed concrete to the following subparagraphs.

3.2.2 Batching Plant

Locate the batching plant onsite in the general area indicated or offsite close to the project. The batching, mixing and placing system shall have adequate capacity to accommodate the largest anticipated placement within a reasonable time. Conform the batching plant to the requirements of NRMCA CPMB 100 and as specified; however, rating plates attached to batch plant equipment are not required.

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 16 Revised by Amendment 4

3.2.3 Batching Equipment

Use semiautomatic or automatic batching controls as defined in NRMCA CPMB 100. Provide a semiautomatic batching system with interlocks such that the discharge device cannot be actuated until the indicated material is within the applicable tolerance. Equip the batching system with accurate recorder or recorders that meet the requirements of NRMCA CPMB 100. Record the weight of water and admixtures if batched by weight. Provide separate bins or compartments for each size group of aggregate and type of cementitious material, to prevent intermingling at any time. Weigh aggregates either in separate weigh batchers with individual scales or, provided the smallest size is batched first, cumulatively in one weigh batcher on one scale. Do not weigh aggregate in the same batcher with cementitious material. If both portland cement and other cementitious material are used, they may be batched cumulatively, provided that the portland cement is batched first. Water may be measured by weight or volume. Do not weigh or measure water cumulatively with another ingredient. Interlock filling and discharging valves for the water metering or batching system so that the discharge valve cannot be opened before the filling valve is fully closed. Piping for water and for admixtures shall be free from leaks and valved to prevent backflow or siphoning. Furnish admixtures as a liquid of suitable concentration for easy control of dispensing. Provide an adjustable, accurate, mechanical device for measuring and dispensing each admixture. Interlock each admixture dispenser with the batching and discharging operation of the water so that each admixture is separately batched and individually discharged automatically in a manner to obtain uniform distribution throughout the water as it is added to the batch in the specified mixing period. When use of truck mixers makes this requirement impractical, interlock the admixture dispensers with the sand batchers. Different admixtures cannot be combined prior to introduction in water and are not allowed to intermingle until in contact with the cement. Provide admixture dispensers with devices to detect and indicate flow during dispensing or have a means for visual observation. Arrange the plant so as to facilitate the inspection of all operations at all times. Provide suitable facilities for obtaining representative samples of aggregates from each bin or compartment, and for sampling and calibrating the dispensing of cementitious material, water, and admixtures. Clearly mark filling ports for cementitious materials bins or silos with a permanent sign stating the contents.

3.2.4 Scales

Conform the weighing equipment to the applicable requirements of CPMB Concrete Plant Standard, and of NIST HB 44 , except that the accuracy shall be plus or minus 0.2 percent of scale capacity. Provide standard test weights and any other auxiliary equipment required for checking the operating performance of each scale or other measuring devices. Perform the tests at the specified frequency in the presence of a Government inspector. Arrange the weighing equipment so that the plant operator can conveniently observe all dials or indicators.

3.2.5 Batching Tolerances

a. Tolerances with Weighing Equipment

78794 REAL PROPERTY SECTION 03 30 00.00 10 PAGE 17 Revised by Amendment 4

MATERIAL PERCENT OF REQUIRED WEIGHT

Cementitious materials 0 to plus 2

Aggregate plus or minus 2

Water plus or minus 1

Chemical admixture 0 to plus 6

b. Tolerances with Volumetric Equipment - For volumetric batching equipment used for water and admixtures, the following tolerances apply to the required volume of material being batched:

MATERIAL PERCENT OF REQUIRED MATERIAL

Water plus or minus 1

Chemical admixture 0 to plus 6

3.2.6 Moisture Control

Provide a plant capable of ready adjustment to compensate for the varying moisture content of the aggregates and to change the weights of the materials being batched.

3.2.7 Concrete Mixers

Use stationary mixers or truck mixers capable of combining the materials into a uniform mixture and of discharging this mixture without segregation. Do not charge the mixers in excess of the capacity recommended by the manufacturer. Operate the mixers at the drum or mixing blade speed designated by the manufacturer. Maintain the mixers in satisfactory operating condition, and keep the mixer drums free of hardened concrete. Should any mixer at any time produce unsatisfactory results, promptly discontinue its use until it is repaired.

3.2.8 Stationary Mixers

Drum-type mixers of tilting, nontilting, horizontal-shaft, or vertical-shaft type, or pug mill type provided with…