Am-0005_W9128F-19-R-0002.pdf

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

(a) By completing items 8 and 15, and returning or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

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

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

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

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

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

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

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

NUMBER IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

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

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

Amendment No. 0005 W9128F

TACTICAL EQUIPMENT MAINTENANCE FACILITY, PN 77301 (FY19), FORT CARSON, COLORADO

See attached documentation for content of the amendment revisions to solicitation

Date for receipt of proposals is 16 MAY 2019 at 1400 hours

Government Point of Contact: Bill Rawe, Contract Specialist (402) 996-3722

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Rocky Mountain Area Office Attn: CONTRACTING DIVISION (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

See Item 6

W9128F-19-R-0002

04/26/2019

04/03/2019

04/26/2019

Am #0005 - 1

Am #0005 - 2 (Continuation SF 30)

26 April 2019 Solicitation No. W9128F 19 R 0002

Date of Issue: 3 APR 2019 Date of Receiving Proposals: 16 MAY 2019

SUBJECT: Amendment No. 0005 to Request for Proposal Solicitation Package for Construction of TACTICAL EQUIPMENT MAINTENANCE FACILITY.

TO: Prospective Offerors and Others Concerned

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

a. Specifications. (Descriptive Changes.)

(1) Section 07 22 00, page 6, paragraph 2.2.1 “Insulation Types”, delete item b. in its entirety and replace with the following:

“b. Polyisocyanurate Board: Provide in accordance with ASTM C1289 REV A Type II, fibrous felt, except minimum compressive strength of 20 pounds per square inch (psi).”

Delete item e. “Polystyrene Board” in its entirety.

(2) Section 22 00 00, page 32, paragraph 2.15.3 “Piping”, item

(a) “Motor Oil, Gear Oil & Transmission Fluid”, delete the first sentence “Medium pressure...working pressure.” and replace with the following:

“Medium pressure hydraulic tubing with a minimum 1,400 psi working pressure.”

(3) Section 22 00 00, page 32, paragraph 2.15.3 “Piping”, item

(b) “Grease”, delete the first sentence “High pressure...working pressure.” and replace with the following:

“High pressure hydraulic tubing with a minimum 5,000 working pressure.”

b. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been identified with highlighting, all portions of the revised specification pages apply regardless of whether changes are shown with highlighting.

Pages or Sections Deleted Pages or Sections Substituted or Added 03 30 00.00 10 03 30 00.00 10 03 45 00 03 45 00 ** 07 42 63

c. Drawings (Reissued). The following drawings are revised with latest revision date as shown in the drawing border, and reissued with this amendment.

Am #0005 - 3

Volume 1 of 4 – Site Facilities Package:

(1) Sheet CU115S, SANITARY SEWER PLAN – AREA 15

(2) Sheet CU110W, WATER DISTRIBUTION PLAN – AREA 10

(3) Sheet CU110WA, WATER DISTRIBUTION PLAN – AREA 10 OPTION

(4) Sheet CU111W, WATER DISTRIBUTION PLAN – AREA 11

(5) Sheet CU114W, WATER DISTRIBUTION PLAN – AREA 14

(6) Sheet CU115W, WATER DISTRIBUTION PLAN – AREA 15

(7) Sheet CU501, WATER LINE DETAILS

Volume 2 of 4 – Building Package – CAB TEMF North:

(1) Sheet S-104, FOUNDATION PLAN AREA “C”

(2) Sheet S-302, ROOF FRAMING AREA “A”

(3) Sheet S-303, ROOF FRAMING AREA “B”

(4) Sheet S-305, CRANE RAIL SUPPORT FRAMING AREA “A”

(5) Sheet S-306, CRANE RAIL SUPPORT FRAMING AREA “B”

(6) Sheet S-501, TYPCIAL STRUCTURAL DETAILS

(7) Sheet S-511, FOUNDATION DETAILS

(8) Sheet S-513, FOUNDATION DETAILS

(9) Sheet S-531, ROOF FRAMING DETAILS

(10) Sheet S-510, ROOF DETAILS

(11) Sheet S-511, ROOF DETAILS

(12) Sheet S-512, ROOF DETAILS

(13) Sheet A-601, ROOM FINISH SCHEDULE

(14) Sheet P-107, FIRST FLOOR COMPRESSED AIR AND LUBE PLAN – AREA

“C”

Volume 3 of 4 – Building Package – CAB TEMF South:

(1) Sheet S-104, FOUNDATION PLAN AREA “C”

(2) Sheet S-302, ROOF FRAMING AREA “A”

(3) Sheet S-303, ROOF FRAMING AREA “B”

(4) Sheet S-305, CRANE RAIL SUPPORT FRAMING AREA “A”

Am #0005 - 4

(5) Sheet S-306, CRANE RAIL SUPPORT FRAMING AREA “B”

(6) Sheet S-501, TYPICAL STRUCTURAL DETAILS

(7) Sheet S-511, FOUNDATION DETAILS

(8) Sheet S-513, FOUNDATION DETAILS

(9) Sheet S-531, ROOF FRAMING DETAILS

(10) Sheet A-510, ROOF DETAILS

(11) Sheet A-511, ROOF DETAILS

(12) Sheet A-601, ROOM FINISH SCHEDULE

(13) Sheet P-107, FIRST FLOOR COMPRESSED AIR AND LUBE PLAN – AREA

“C”

Volume 4 of 4 – Building Package – Support Facilities:

(1) Sheet S-001, GENERAL STRUCTURAL NOTES, DESIGN LOADS

(2) Sheet S-301, FOUNDATION DETAILS

(3) Sheet S-302, FOUNDATION DETAILS

(4) Sheet A-601, ROOM FINISH & DOOR SCHEDULE

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

3. Electronic Proposals. Provide proposals via the instructions provided in Section 00 22 00 of the Request for Proposal.

4. Offers will be received until 2:00 p.m., local time at place of receiving proposals, 16 MAY 2019.

Attachments:

Specification Pages listed in 1.b., above Drawings listed in 1.c., above (provided under separate cover)

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

26 APR 2019

nep/2160

Tactical Equipment Maintenance Facility (FY19) - Fort Carson, CO FCCI

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 LUMP SUM CONTRACT

1.2 REFERENCES

1.3 Definitions

1.3.1 Cementitious Material

1.3.2 Chemical Admixtures

1.3.3 Complementary Cementing Materials (CCM)

1.3.4 Design Strength (f'c)

1.3.5 Mixture Proportioning

1.3.6 Mixture Proportions

1.3.7 Pozzolan

1.3.8 Workability or Consistency

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Laboratory Accreditation

1.5.1.1 Aggregate Testing and Mix Proportioning

1.5.1.2 Acceptance Testing

1.5.1.3 Contractor Quality Control

1.5.2 Quality Control Plan

1.5.3 Pre-installation Meeting

1.5.4 Special Properties and Products

1.5.5 Technical Service for Specialized Concrete

1.5.6 Government Assurance Inspection and Testing

1.5.6.1 Materials

1.5.6.2 Fresh Concrete

1.5.6.3 Hardened Concrete

1.5.6.4 Inspection

1.6 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Proportioning Studies-Normal Weight Concrete

2.1.2 Average Compressive Strength

2.1.3 Computations from Test Records

2.1.4 Tolerances

2.1.5 Floor Finish

2.1.6 Strength Requirements

2.1.6.1 Evaluation of Concrete Compressive Strength

2.1.6.2 Investigation of Low-Strength Compressive Test Results

2.1.6.3 Load Tests

2.1.7 Water-Cementitious Material Ratio

2.1.8 Air Entrainment

2.1.9 Slump

2.1.10 Concrete Temperature

SECTION 03 30 00.00 10 Page 1Am #0005

2.1.11 Size of Coarse Aggregate

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

2.2.2 Blended Cements

2.2.3 Fly Ash

2.2.4 Raw or Calcined Natural Pozzolan

2.2.5 Ground Granulated Blast-Furnace (GGBF) Slag

2.3 AGGREGATES

2.3.1 Fine Aggregate

2.3.2 Coarse Aggregate

2.4 CHEMICAL ADMIXTURES

2.4.1 Air-Entraining Admixture

2.4.2 Water-Reducing or Retarding Admixture

2.4.3 High-Range Water Reducer

2.4.4 Surface Retarder

2.4.5 Expanding Admixture

2.4.6 Other Chemical Admixtures

2.5 WATER

2.6 NONSHRINK GROUT

2.7 NONSLIP SURFACING MATERIAL

2.8 EMBEDDED ITEMS

2.9 FLOOR HARDENER

2.10 PERIMETER INSULATION

2.11 NOT USED

2.12 VAPOR BARRIER

2.13 JOINT MATERIALS

2.13.1 Joint Fillers, Sealers, and Waterstops

2.13.2 Contraction Joints in Slabs

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

3.1.1 Foundations

3.1.1.1 Concrete on Earth Foundations

3.1.1.2 Preparation of Rock

3.1.1.3 Excavated Surfaces in Lieu of Forms

3.1.2 Previously Placed Concrete

3.1.2.1 Air-Water Cutting

3.1.2.2 High-Pressure Water Jet

3.1.2.3 Wet Sandblasting

3.1.2.4 Waste Disposal

3.1.2.5 Preparation of Previously Placed Concrete

3.1.3 Vapor Retarder

3.1.4 Perimeter Insulation

3.1.5 Embedded Items

3.2 CONCRETE PRODUCTION

3.2.1 General Requirements

3.2.2 Batching Plant

3.2.3 Batching Equipment

3.2.4 Scales

3.2.5 Batching Tolerances

3.2.6 Moisture Control

3.2.7 Concrete Mixers

3.2.8 Stationary Mixers

3.2.9 Truck Mixers

3.3 TRANSPORTING CONCRETE TO PROJECT SITE

3.4 PLACING CONCRETE

3.4.1 Depositing Concrete

3.4.2 Consolidation

SECTION 03 30 00.00 10 Page 2Am #0005

3.4.3 Cold Weather Requirements

3.4.4 Hot Weather Requirements

3.4.5 Prevention of Plastic Shrinkage Cracking

3.4.6 Placing Concrete in Congested Areas

3.4.7 Placing Flowable Concrete

3.5 JOINTS

3.5.1 Construction Joints

3.5.2 Contraction Joints in Slabs on Grade

3.5.3 Expansion Joints

3.5.4 Dowels and Tie Bars

3.6 FLOOR HARDENER

3.7 NOT USED

3.8 SETTING BASE PLATES AND BEARING PLATES

3.8.1 Damp-Pack Bedding Mortar

3.8.2 Nonshrink Grout

3.8.2.1 Mixing and Placing of Nonshrink Grout

3.8.2.2 Treatment of Exposed Surfaces

3.9 TESTING AND INSPECTION FOR CQC

3.9.1 Grading and Corrective Action

3.9.1.1 Fine Aggregate

3.9.1.2 Coarse Aggregate

3.9.2 Quality of Aggregates

3.9.3 Scales, Batching and Recording

3.9.4 Batch-Plant Control

3.9.5 Concrete Mixture

3.9.5.1 Air Content Testing

3.9.5.2 Air Content Corrective Action

3.9.5.3 Slump Testing

3.9.5.4 Slump Corrective Action

3.9.5.5 Temperature

3.9.5.6 Strength Specimens

3.9.6 Inspection Before Placing

3.9.7 Placing

3.9.8 Cold-Weather Protection

3.9.9 Mixer Uniformity

3.9.9.1 Stationary Mixers

3.9.9.2 Truck Mixers

3.9.9.3 Mixer Uniformity Corrective Action

3.9.10 Reports

3.10 REPAIR, REHABILITATION AND REMOVAL

3.10.1 Crack Repair

3.10.2 Repair of Weak Surfaces

3.10.3 Failure of Quality Assurance Test Results

3.11 FLOOR FINISHES AND MISCELLANEOUS CONSTRUCTION

3.11.1 Finish

3.11.1.1 Floated

3.11.1.2 Concrete Containing Silica Fume

3.11.1.3 Steel Troweled

3.11.1.4 Broomed

3.11.1.5 Chemical-Hardener Treatment

3.11.2 Flat Floor Finishes

3.11.2.1 Measurement of Floor Tolerances

3.11.2.2 Remedies for Out of Tolerance Work

3.11.3 Pits and Trenches

3.11.4 Splash Blocks

-- End of Section Table of Contents --

SECTION 03 30 00.00 10 Page 3Am #0005

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 (2016) 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 (2014) Specification for Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 309R (2005) Guide for Consolidation of Concrete

SECTION 03 30 00.00 10 Page 4Am #0005

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; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

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

ASTM C1077 (2016) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

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

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

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

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

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

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

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

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

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

ASTM C192/C192M (2016a) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2017a) Standard Test Method for Air

SECTION 03 30 00.00 10 Page 5Am #0005

Content of Freshly Mixed Concrete by the Pressure Method

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

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

ASTM C31/C31M (2018b) Standard Practice for Making and Curing Concrete Test Specimens in the Field

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

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

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

ASTM C494/C494M (2016) Standard Specification for Chemical Admixtures for Concrete

ASTM C552 (2016a) Standard Specification for Cellular Glass Thermal Insulation

ASTM C578 (2018) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2017) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C595/C595M (2016) 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 (2016) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C937 (2016) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2014) 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

SECTION 03 30 00.00 10 Page 6Am #0005

Potential Uses

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

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

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

ASTM E1993/E1993M (1998; R 2013; E 2013) Standard Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs

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

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

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

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, ground granulated blast-furnace slag.

1.3.2 Chemical Admixtures

Materials in the form of powder or fluids that are added to the concrete

SECTION 03 30 00.00 10 Page 7Am #0005 to give it certain characteristics not obtainable with plain concrete mixes.

1.3.3 Complementary Cementing Materials (CCM)

Coal fly ash, 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, 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 Mixture Proportioning

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

1.3.6 Mixture Proportions

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

1.3.7 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.

1.3.8 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 information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Quality Control Plan; G-RO Laboratory Accreditation; G-RO Sampling Plan; G-RO

SD-03 Product Data

Recycled Content Products; (LEED) Cementitious Materials; G-RO

SECTION 03 30 00.00 10 Page 8Am #0005

Vapor Retarder; G-RO Vapor Barrier; G-RO Floor Finish; G-RO Floor Hardener; G-RO Chemical Admixtures; G-RO

SD-04 Samples

Surface Retarder

SD-05 Design Data

Mixture Proportions; G-RO

SD-06 Test Reports

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

SD-07 Certificates

Contractor Quality Control Personnel; G-RO Ready-Mix Plant; G-RO

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)

SECTION 03 30 00.00 10 Page 9Am #0005

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 must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must 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.

1.5.1.3 Contractor Quality Control

All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

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 . 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 Technical Service for Specialized Concrete

Obtain the services of a factory trained technical representative to

SECTION 03 30 00.00 10 Page 10Am #0005 oversee proportioning, batching, mixing, placing, consolidating, and finishing of specialized structural concrete. The technical representative must be on the job full time until the Contracting Officer is satisfied that field controls indicate concrete of specified quality is furnished and that the crews are capable of continued satisfactory work.

Make the technical representative available for consultation with and advising Government forces.

1.5.6 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.

1.5.6.1 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.

1.5.6.2 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.

1.5.6.3 Hardened Concrete

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

1.5.6.4 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 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

SECTION 03 30 00.00 10 Page 11Am #0005 requirements. Materials must be capable of being accurately identified after bundles or containers are opened.

PART 2 PRODUCTS

Submit distance between manufacturing facility and the project site, distance of raw material origin from the project site, percentage of post-industrial and post-consumer recycled content per unit of product and relative dollar value of recycled content products to total dollar value of products included in project. Provide Submittals as specified in the subject Section.

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 must 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 silica fume or GGBF slag is used, include the weight of the silica fume and 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 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 must 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

SECTION 03 30 00.00 10 Page 12Am #0005 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 must 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 must 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 must represent materials, quality control procedures, and conditions similar to those expected; must represent concrete produced to meet a specified strength or strengths (f'c) within 1000 psi of that specified for proposed work; and must consist of at least 30 consecutive tests. A strength test must 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 must be in accordance with ACI 318 Chapter 5.

SECTION 03 30 00.00 10 Page 13Am #0005

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 must 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 must be made prior to removal.

2.1.5 Floor Finish

For floor finishes, see Section 03 30 00.00 10 CONCRETE FINISHING.

2.1.6 Strength Requirements

Specified compressive strength (f'c) must be as follows:

[*Am-5]

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

4000psi at 28 days Interior Footings, Elevated Slabds, and Arms Vaults

5000psi at 28 days Interior Slab on Grade

4500psi at 28 days All Other Concrete

[**Am-5] Concrete made with high-early strength cement must have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II portland cement. Compressive strength must 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 cylinder 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

SECTION 03 30 00.00 10 Page 14Am #0005

[*Am-5]

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

4000psi at 28 days Interior Footings, Elevated Slabds, and Arms Vaults

5000psi at 28 days Interior Slab on Grade

4500psi at 28 days All Other Concrete

[**Am-5] least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to 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/cm) for normal weight concrete is 0.45 for all work.

2.1.8 Air Entrainment

6 % plus/minus 1.5 % for all work, except interior floors that are never exposed to freezing conditions.

Determine air content for normal weight concrete in accordance with

ASTM C231/C231M.

2.1.9 Slump

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

Structural Element Slump inches

Minimum Maximum

Walls, columns and beams 2 4

Foundation walls, substructure walls, footings, slabs

1 3

Any structural concrete approved for placement by pumping:

At pump 2 8

SECTION 03 30 00.00 10 Page 15Am #0005

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 must 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.

2.1.10 Concrete Temperature

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

When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered must be between 55 and 75 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 must be portland cement, portland-pozzolan cement, portland blast-furnace slag cement, or portland cement in combination with pozzolan or ground granulated blast furnace slagconforming 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 with a maximum 10 percent amount of tricalcium aluminate, and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. White portland cement must meet the above requirements except that it may be Type I or Type II.

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 consist 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 must be ASTM C989/C989M ground granulated blast-furnace slag. The pozzolan added to the Type IP blend must be ASTM C618 Class F and must 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.

SECTION 03 30 00.00 10 Page 16Am #0005

2.2.3 Fly Ash

Conform fly ash to ASTM C618, Class F,except that the maximum allowable loss on ignition cannot exceed 3 percent. Evaluate and classify fly ash in accordance with ASTM D5759.

2.2.4 Raw or Calcined Natural Pozzolan

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

2.2.5 Ground Granulated Blast-Furnace (GGBF) Slag

ASTM C989/C989M, Grade 100. Slag content must be a minimum of 40 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 must have a measured expansion less than 0.10 percent at 16 days after casting. Should the test data indicate an expansion of 0.10 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1260 or ASTM C1567. Perform the additional testing 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. Provide fine and coarse aggregates conforming to the following.

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 Designation 5S, Size Number 57 or 67.

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 Air-Entraining Admixture

ASTM C260/C260M and must consistently entrain the air content in the specified ranges under field conditions.

SECTION 03 30 00.00 10 Page 17Am #0005

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 Expanding Admixture

Aluminum powder type expanding admixture conforming to ASTM C937.

2.4.6 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 NONSLIP SURFACING MATERIAL

Provide nonslip surfacing material consisting of 55 percent, minimum, aluminum oxide or silicon-dioxide abrasive ceramically bonded together to form a homogeneous material sufficiently porous to provide a good bond with portland cement paste; or factory-graded emery aggregate consisting of not less than 45 percent aluminum oxide and 25 percent ferric oxide.

Use well graded aggregate from particles retained on the No. 30 sieve to particles passing the No. 8 sieve.

2.8 EMBEDDED ITEMS

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

2.9 FLOOR HARDENER

Provide a colorless aqueous solution containing zinc silicofluoride, SECTION 03 30 00.00 10 Page 18Am #0005 magnesium silicofluoride, or sodium silicofluoride. These silicofluorides can be used individually or in combination. Proprietary hardeners may be used if approved in writing by the Contracting Officer.

2.10 PERIMETER INSULATION

Polystyrene conforming to ASTM C578, Type II; polyurethane conforming to ASTM C591, Type II; or cellular glass conforming to ASTM C552, Type I or

IV.

[*Am-5]

2.11 NOT USED[**Am-5]

2.12 VAPOR BARRIER

Polyethylene sheeting, ASTM E1745 Class C, with a minimum thickness of 15 mils or ASTM E1993/E1993M bituminous membrane or other equivalent material having a vapor permeance rating not exceeding 0.01 perms as determined in accordance with ASTM E96/E96M.

2.13 JOINT MATERIALS

2.13.1 Joint Fillers, Sealers, and Waterstops

Provide materials for expansion joint fillers and waterstops 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.

2.13.2 Contraction Joints in Slabs

Provide materials for contraction joint inserts in accordance with Section

03 15 00.00 10 CONCRETE ACCESSORIES.

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

Before commencing concrete placement, perform the following: Clean surfaces to receive concrete, free from frost, ice, mud, 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.

3.1.1 Foundations

3.1.1.1 Concrete on Earth Foundations

Earth (subgrade, base, or subbase courses) surfaces upon which concrete is to be placed is clean, damp, and free from debris, frost, ice, and

SECTION 03 30 00.00 10 Page 19Am #0005

[*Am-5]

2.11 NOT USED[**Am-5]

standing or running water. Prior to placement of concrete, the foundation must be well drained, satisfactorily graded and uniformly compacted.

3.1.1.2 Preparation of Rock

Rock surfaces upon which concrete is to be placed is free from oil, standing or running water, ice, mud, drummy rock, coating, debris, and loose, semidetached or unsound fragments. Clean joints in rock to a satisfactory depth, as determined by the Contracting Officer, and to firm rock on the sides. Immediately before the concrete is placed, thoroughly clean rock surfaces by the use of air-water jets or sandblasting as specified below for Previously Placed Concrete. Keep rock surfaces continuously moist for at least 24 hours immediately prior to placing concrete thereon. Cover all horizontal and approximately horizontal surfaces, immediately before the concrete is placed, with a layer of mortar proportioned similar to that in the concrete mixture.