am_1.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

The Solicitation for Industrial Complex Infrastructure PN69286, Fort Bliss Texas, is amended as follows:

See SF30 Continuation Sheet(s)

NOTE: Proposal Receipt date is 12 October 2011, 2:00 p.m., local time, as previously announced.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

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 9A. AMENDMENT OF SOLICITATION NO.

W9126G-11-R-0188

X 9B. DATED (SEE ITEM 11)

12-Sep-2011

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

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

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

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

CONTRACT ORDER NO. IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

16-Sep-2011

CODE

US ARMY ENGINEER DISTRICT, FORT WORTH

ATTN: CESWF-CT

819 TAYLOR ST, ROOM 2A19

P.O. BOX 17300

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

W9126G-11-R-0188

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

1. Replacement Sections - Replace the following sections with the accompanying new sections of the same number and title, bearing the notation "ACCOMPANYING AMENDMENT NO. 0001 TO SOLICITATION NO. W9126G-

11-R-0188” :

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 21 30 – SITE VISITS

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCEMENT

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

03 40 00.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 4 - MASONRY

04 20 00 MASONRY

DIVISION 05 - METALS

05 21 19 OPEN WEB STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 22 00 ROOF AND DECK INSULATION

07 53 23 ETHYLENE-PROPYLENE-DIENE-MONOMER ROOFING

07 60 00 FLASHING AND SHEET METAL

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 33 23 OVERHEAD COILING DOORS

08 71 00 DOOR HARDWARE

DIVISION 09 FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 67 23.13 STANDARD RESINOUS FLOORING

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITION

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 05 48 VIBRATION AND SEIMIC CONTROLS FOR HVAC PIPING AND

EQUIPTMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC SYSTEMS

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 23 LONWORKS DIRECT DIGITAL CONTROL FOR HVAC AND OTHER

BUILDING CONTROL SYSTEMS

23 31 13 METAL DUCTS

W9126G-11-R-0188

23 34 23 HVAC POWER VENTILATORS

23 37 13.00 40 DIFFUSERS, REGISTERS, AND GRILLS

23 82 02.00 10 UNITARY HEATING AND COOLING EQUIPMENT

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 71.00 40 LOW VOLTAGE OVERCURRENT PROTECTIVE DEVICES

26 08 00 APARATUS INSPECTION AND TESTING

26 11 14.00 10 MAIN ELECTRIC SUPPLY STATION AND SUBSTATION

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 16.00 40 PANELBOARDS

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH

26 41 01.00 10 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTNG

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 63.00 ANALOG/ADDRESSABLE INTERIOR FIRE ALARM SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 LANDSCAPE FINE GRADING

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 05 33 LANDSCAPE ESTABISHMENT

32 11 16 BASE COURSE FOR RIGID AND SUBBASES FOR FEXIBLE PAVING

32 12 16 HOT-MIX ASPHALT (hma) FOR ROADS

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 17 24.00 10 PAVEMENT MARKINGS

32 84 24 IRRIGATION SPRINKLER SYSTEM

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 11 00 WATER DISTRIBUTION

33 30 00 SANITARY SEWERS

33 40 00 STORM DRAINAGE UTILITIES

33 51 15 NATURAL GAS / GAS DISTRIBUTION

33 70 02.00 10 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (osp)

DIVISION 40 - PROCESS INTEGRATION

40 05 13.96 WELDDING PROCESS PIPING

2. New Drawings.- Volume 4 and 5 have been added by this amendment. See the files “am1_Volume4.pdf” and

“am1_Volume5.pdf” uploaded separately to FBO.

3. Replacement Drawings.- Volume 1, 2 and 3 have been replaced by this amendment. See the files

“am1_Volume1.pdf”, “am1_Volume2.pdf”, and “am1_Volume3.pdf” uploaded separately to FBO.

End of Summary of Changes

Ft Bliss Industrial Complex Infrastructure, PN 69286 FBICI

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00.00 44 CONSTRUCTION SCHEDULE

01 30 10.00 44 PARTNERING

01 31 19.00 44 PROJECT MEETINGS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITAL PROCEDURES

01 33 40.00 44 COLOR/FINISH SAMPLE BOARDS

01 35 11.00 44 SPECIAL PROJECT PROCEDURES FOR FORT BLISS

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.10 10 QUALITY CONTROL SYSTEM (QCS)

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 56 00.00 44 DUST CONTROL

01 57 20.00 10 ENVIRONMENTAL PROTECTION

01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL

01 57 24.01 44 STORM WATER POLLUTION PREVENTION PLAN (TEXAS)

01 57 25.00 44 SWPP PLAN INSPECTION AND MAINTENANCE REPORT FORM

01 62 35 RECYCLED / RECOVERED MATERIALS

01 71 23.00 44 SURVEY, LAYOUT, AND OTHER DATA

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

03 40 00.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 04 - MASONRY

04 20 00 MASONRY

DIVISION 05 - METALS

05 05 23 WELDING, STRUCTURAL

05 12 00 STRUCTURAL STEEL

05 21 19 OPEN WEB STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

PROJECT TABLE OF CONTENTS Page 1

ACCOMPANYING AMENDMENT NO. 0001 TO SOLICITATION NO. W9126G-11-R-0188

07 22 00 ROOF AND DECK INSULATION

07 53 23 ETHYLENE-PROPYLENE-DIENE-MONOMER ROOFING

07 60 00 FLASHING AND SHEET METAL

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 33 23 OVERHEAD COILING DOORS

08 71 00 DOOR HARDWARE

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 67 23.13 STANDARD RESINOUS FLOORING

09 90 00 PAINTS AND COATINGS

09 97 13.00 40 STEEL COATINGS

DIVISION 10 - SPECIALTIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 12 - FURNISHINGS

12 93 00 SITE FURNISHINGS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 05 48 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 23 LONWORKS DIRECT DIGITAL CONTROL FOR HVAC AND OTHER

BUILDING CONTROL SYSTEMS

23 31 13 METAL DUCTS

23 34 23 HVAC POWER VENTILATORS

23 82 02.00 10 UNITARY HEATING AND COOLING EQUIPMENT

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 71.00 40 LOW VOLTAGE OVERCURRENT PROTECTIVE DEVICES

26 08 00 APPARATUS INSPECTION AND TESTING

26 11 14.00 10 MAIN ELECTRIC SUPPLY STATION AND SUBSTATION

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 13 00.00 20 SF6 INSULATED PAD-MOUNTED SWITCHGEAR

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 16.00 40 PANELBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH

26 41 01.00 10 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

PROJECT TABLE OF CONTENTS Page 2

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 63.00 ANALOG/ADDRESSABLE INTERIOR FIRE ALARM SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 22 GEOTEXTILES USED AS FILTERS

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 LANDSCAPE FINE GRADING

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 16 BASE COURSE FOR RIGID AND SUBBASES FOR FLEXIBLE PAVING

32 12 10 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 16 13 CONCRETE SIDEWALKS AND CURBS

32 17 24.00 10 PAVEMENT MARKINGS

32 31 13 CHAIN LINK FENCES AND GATES

32 84 24 IRRIGATION SPRINKLER SYSTEMS

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 11 00 WATER DISTRIBUTION

33 30 00 SANITARY SEWERS

33 40 00 STORM DRAINAGE UTILITIES

33 51 15 NATURAL-GAS / GAS DISTRIBUTION

33 70 02.00 10 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 40 - PROCESS INTEGRATION

40 05 13.96 WELDING PROCESS PIPING

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 3

SECTION 00 21 30.00 44

SITE VISITS

PART 1 GENERAL

1.1 SITE VISITS

(a) Pursuant to Contract Clause "FAR 52.236-3, Site Investigation and Conditions Affecting the Work," prospective offerors will be permitted to inspect the site where services are to be performed and to satisfy themselves as to all general and local conditions that may affect the cost of performance of the Contract to the extent such information is reasonably obtainable. Offerors are urged and expected to inspect the site where the work will be performed.

(b) Site visit information: See Section 00 21 00 INSTRUCTIONS, CONDITIONS, AND NOTICES TO OFFERORS for site visit dates, time, location, and point of contact information Site Visit will be conducted on September 28, 2011 at 1:30 pm at USACE Fort Bliss Area Office. POC is Mark Wallace, 817-338-8650..

Offerors and subcontractors wishing to participate will provide to the referenced POC, at least 3 working days prior to the site visit, a complete listing of all attendees and subcontractors to attend the site visit.

Include the following information for all attendees and subcontractors.

The first name on the list will indicate: TEAM CHIEF, and this individual will be responsible for all other personnel:

Offeror's and offeror's subcontractor personnel full names Date of Birth Home Address Driver's License, including the State Issued Vehicle Registration Proof of Insurance SSN (last 4 digits) Firm

(c) In no event will a failure to inspect the site constitute grounds for withdrawal of a proposal after receipt of proposal or for a claim after award of the contract.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section --

DOCUMENT 00 21 30 Page 1

SECTION 02 41 00

DEMOLITION

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 145 (1991; R 2008) Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes

AASHTO T 180 (2009) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)

ASSE/SAFE A10.6 (2006) Safety Requirements for Demolition Operations

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008; Change 1-2010; Change 3-2010;

Errata 1-2010) Safety and Health Requirements Manual

1.2 PROJECT DESCRIPTION

1.2.1 Demolition Plan

Prepare a Demolition Plan and submit proposed demolition, and removal procedures for approval before work is started. Include in the plan procedures for coordination with other work in progress, a disconnection schedule of utility services,a detailed description of methods and equipment to be used for each operation and of the sequence of operations.

Provide procedures for safe conduct of the demolition work in accordance with EM 385-1-1. Plan shall be approved by Contracting Officer prior to work beginning.

1.2.2 General Requirements

Do not begin demolition until authorization is received from the Contracting Officer. Remove rubbish and debris from the project site; do not allow accumulations on site. The work includes demolition, salvage of identified items and materials, and removal of resulting rubbish and debris. Remove rubbish and debris from Government property daily, unless otherwise directed. Store materials that cannot be removed daily in areas

SECTION 02 41 00 Page 1 specified by the Contracting Officer. In the interest of occupational safety and health, perform the work in accordance with EM 385-1-1, Section 23, Demolition, and other applicable Sections. Refer to Section 01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT for documentation of salvaged or reused material.

1.3 ITEMS TO REMAIN IN PLACE

Take necessary precautions to avoid damage to existing items to remain in place, to be reused, or to remain the property of the Government. Repair or replace damaged items at no additional cost to the Government.

Coordinate the work of this section with all other work indicated.

Construct and maintain shoring, bracing, and supports as required. Do not overload pavements to remain. Provide new supports and reinforcement for existing construction weakened by demolition or removal work. Repairs, reinforcement, or structural replacement require approval by the Contracting Officer prior to performing such work.

1.3.1 Existing Construction Limits and Protection

Do not disturb existing construction beyond the extent indicated or necessary for installation of new construction. Provide protective measures to control accumulation and migration of dust and dirt in all work areas. Remove snow, dust, dirt, and debris from work areas daily.

1.3.2 Trees

Protect trees within the project site which might be damaged during demolition or deconstruction, and which are indicated to be left in place, by a 6 foot high fence. Erect and secure fence along the drip line of the outer perimeter of branches or clumps of trees. Replace any tree designated to remain that is damaged during the work under this contract with like-kind or as approved by the Contracting Officer.

1.3.3 Utility Service

Maintain existing utilities indicated to stay in service and protect against damage during demolition operations. Prior to start of work, utilities designated for removal will be shut off by the Government and disconnected and sealed by the Contractor.

1.3.4 Facilities

Where removal of existing utilities and pavement is indicated, provide approved barricades, temporary covering of exposed areas, and temporary service connections for all utilities affected by demolition work.

1.4 BURNING

The use of burning at the project site for the disposal of refuse and debris will not be permitted.

1.5 SUBMITTALS

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

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

SUBMITTAL PROCEDURES:

SECTION 02 41 00 Page 2

SD-01 Preconstruction Submittals

Existing Conditions; G

SD-07 Certificates

Demolition Plan; G

1.6 QUALITY ASSURANCE

Furnish timely notification of demolition projects to Federal, State, regional, and local authorities in accordance with applicable laws and requirements. Notify the local air pollution control district/agency and the Contracting Officer in writing 10 working days prior to the commencement of work. Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the "Contract Clauses," conform to the safety requirements contained in ASSE/SAFE A10.6.

Use of explosives will not be permitted.

1.6.1 Dust and Debris Control

Prevent the spread of dust and debris adjacent streets and adjacent sites and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. Sweep pavements as often as necessary to control the spread of dust and debris.

1.7 PROTECTION

1.7.1 Traffic Control Signs

a. Where pedestrian and driver safety is endangered in the area of removal work, use traffic barricades with flashing lights. Anchor barricades in a manner to prevent displacement by wind. Notify the Contracting Officer prior to beginning such work.

1.8 RELOCATIONS

Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Items to be relocated which are damaged by the Contractor shall be repaired or replaced with new undamaged items at no additionl cost to the GOvernment.

1.9 EXISTING CONDITIONS

Before beginning any demolition or deconstruction work, survey the site and examine the drawings and specifications to determine the extent of the work. Record existing conditions in the presence of the Contracting Officer showing the condition of structures and other facilities adjacent to areas of alteration or removal. Photographs sized 4 inch will be acceptable as a record of existing conditions. Include in the record the elevation of the top of foundation walls, finish floor elevations, possible conflicting utility locations (above or below ground), the location and extent of existing cracks and other damage and description of surface conditions that exist prior to before starting work. It is the Contractor's responsibility to verify and document all required outages which will be required during the course of work, and to note these outages on the record document.

SECTION 02 41 00 Page 3

PART 2 PRODUCTS

2.1 FILL MATERIAL

a. Comply with section for excavating, backfilling, and compacting procedures for soils used as backfill material to fill voids, depressions or excavations resulting from demolition or deconstruction of structures.

b. Fill material shall conform to the definition of satisfactory soil material as defined in AASHTO M 145, Soil Classification Groups A-1, A-2-4, A-2-5 and A-3. In addition, fill material shall be free from roots and other organic matter, trash, debris, frozen materials, and stones larger than 2 inches in any dimension.

c. Proposed fill material must be sampled and tested by an approved soil testing laboratory, as follows:

Soil classification AASHTO M 145

Moisture-density relations AASHTO T 180, Method B or D

PART 3 EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED

Inspect and evaluate existing structures so designated for reuse prior to begining work. Existing construction scheduled to be removed for reuse shall be disassembled. Dismantled and removed materials are to be separated, set aside, and prepared as specified, and stored or delivered to a collection point for reuse, remanufacture, recycling, or other disposal, as specified. Materials shall be reused onsite whenever possible.

3.1.1 Utilities and Related Equipment

3.1.1.1 General Requirements

Do not interrupt existing utilities serving occupied or used facilities, except when authorized in writing by the Contracting Officer. Do not interrupt existing utilities serving facilities occupied and used by the Government except when approved in writing and then only after temporary utility services have been approved and provided. Do not begin demolition work until all utility disconnections have been made. Shut off and cap utilities for future use, as indicated.

3.1.1.2 Disconnecting Existing Utilities

Remove existing utilities , as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by the Contracting Officer. When utility lines are encountered but are not indicated on the drawings, notify the Contracting Officer prior to further work in that area. Remove meters and related equipment as indicated, and deliver to a location in accordance with instructions of the Contracting Officer.

3.1.2 Chain Link Fencing

Remove chain link fencing, gates and other related salvaged items scheduled for removal and transport to designated areas. Remove gates as whole

SECTION 02 41 00 Page 4 units. Cut chain link fabric to 30 foot lengths and store in rolls off the ground.

3.1.3 Paving and Slabs

Remove concrete and asphaltic concrete paving and slabs including aggregate base as indicated in plans. Provide neat full depth sawcuts at limits of pavement removal as indicated. Pavement and slabs designated to be recycled and utilized in this project shall be moved, ground and stored as directed by the Contracting Officer. Pavement and slabs not to be used in this project shall be removed from the Installation at Contractor's expense.

3.2 CONCURRENT EARTH-MOVING OPERATIONS

Do not begin excavation, filling, and other earth-moving operations that are sequential to demolition work until all demolition in the area has been completed and debris removed. Fill holes in accordance with Section 2.1 Fill Material.

3.3 DISPOSITION OF MATERIAL

3.3.1 Title to Materials

Except for salvaged items specified in related Sections, and for materials or equipment scheduled for salvage, all materials and equipment removed and not reused or salvaged, shall become the property of the Contractor and shall be removed from Government property. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Contracting Officer of the Contractor's demolition, and removal procedures, and authorization by the Contracting Officer to begin demolition. The Government will not be responsible for the condition or loss of, or damage to, such property after contract award. Showing for sale or selling materials and equipment on site is prohibited.

3.4 CLEANUP

Remove debris and rubbish from area of work. Remove and transport the debris in a manner that prevents spillage on streets or adjacent areas.

Apply local regulations regarding hauling and disposal.

3.5 DISPOSAL OF REMOVED MATERIALS

3.5.1 Regulation of Removed Materials

Dispose of debris, rubbish, scrap, and other nonsalvageable materials resulting from removal operations with all applicable federal, state and local regulations. Storage of removed materials on the project site is prohibited.

3.5.2 Burning on Government Property

Burning of materials removed during demolition work will not be permitted on Government property .

3.5.3 Removal to Spoil Areas on Government Property

Transport noncombustible materials removed from demolition workto designated spoil areas on Government property.

SECTION 02 41 00 Page 5

3.5.4 Removal from Government Property

Transport waste materials removed from demolished work, except waste soil, from Government property for legal disposal. Dispose of waste soil as directed.

-- End of Section --

SECTION 02 41 00 Page 6

SECTION 03 15 00.00 10

CONCRETE ACCESSORIES

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C 920 (2011) Standard Specification for Elastomeric Joint Sealants

ASTM D 1751 (2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D 2835 (1989; R 2007) Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D 5249 (1995; R 2006) Backer Material for Use with Cold-and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

1.2 SUBMITTALS

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

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

SUBMITTAL PROCEDURES:

SD-03 Product Data

Preformed Expansion Joint Filler Sealant Waterstops

SD-04 Samples

Field-Molded Type

One gallon of field-molded sealant and one quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, SECTION 03 15 00.00 10 Page 1 and shipment or lot represented.

SD-07 Certificates

Preformed Expansion Joint Filler Sealant Waterstops

1.3 DELIVERY, STORAGE, AND HANDLING

Protect material delivered and placed in storage off the ground from moisture, dirt, and other contaminants. Deliver sealants in the manufacturer's original unopened containers. Remove sealants from the site whose shelf life has expired.

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS

Contraction joint strips shall be 1/8 inch thick , rigid polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed to induce controlled cracking in slabs on grade may be used. Such insert strips shall have removable top section.

2.2 PREFORMED EXPANSION JOINT FILLER

Expansion joint filler shall be preformed material conforming to ASTM D 1751 or ASTM D 1752, Type I, or resin impregnated fiberboard conforming to the physical requirements of ASTM D 1752. Submit certified manufacturer's test reports for premolded expansion joint filler strips, compression seals and lubricant, and metallic waterstops to verify compliance with applicable specification. Unless otherwise indicated, filler material shall be 3/8 inch thick and of a width applicable for the joint formed. Backer material, when required, shall conform to ASTM D 5249.

2.3 SEALANT

Joint sealant shall conform to the following:

2.3.1 Lubricant for Preformed Compression Seals

ASTM D 2835.

2.3.2 Field-Molded Type

ASTM C 920, Type M, Grade P or NS, Class 25, Use NT for horizontal joints.

Type M, Grade NS, Class 25, Use NT for vertical joints. Bond breaker material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be compressible, non-shrink, nonreactive with sealant, and non-absorptive material type such as extruded butyl or polychloroprene rubber.

PART 3 EXECUTION

3.1 INSTALLATION

Joint locations and details, including materials and methods of installation of joint fillers, shall be as specified and indicated. In no case shall any fixed metal be continuous through an expansion or

SECTION 03 15 00.00 10 Page 2 contraction joint.

3.1.1 Contraction Joints

Contraction joints may be constructed by inserting rigid PVC or HIPS insert strips into the plastic concrete using a steel parting bar, when necessary, or by cutting the concrete with a saw after concrete has set. Make jJoints 1/8 inch to 3/16 inch wide and extend into the slab one-fourth the slab thickness, minimum, but not less than 1 inch.

3.1.1.1 Joint Strips

Provide strips of the required dimensions and as long as practicable.

After the first floating, groove the concrete with a tool at the joint locations. Insert the strips in the groove and depress them until the top edge of the vertical surface is flush with the surface of the slab. Float and finish the slab as specified. Working of the concrete adjacent to the joint shall be the minimum necessary to fill voids and consolidate the concrete. Where indicated, saw out the top portion of the strip after the curing period to form a recess for sealer. Discard the removable section of PVC or HIPS strips and leave the insert in place. Maintain true alignment of the strips during insertion.

3.1.1.2 Sawed Joints

Saw joints early enough to prevent uncontrolled cracking in the slab, but late enough that this can be accomplished without appreciable spalling.

Cutting shall be started as soon as the concrete has hardened sufficiently to prevent ravelling of the edges of the saw cut. Cutting shall be completed before shrinkage stresses become sufficient to produce cracking.

Use concrete sawing machines that are adequate in number and power, and with sufficient replacement blades to complete the sawing at the required rate. Cut joints to true alignment and in sequence of concrete placement.

Remove sludge and cutting debris. Form reservoir for joint sealant.

3.1.2 Expansion Joints

Use preformed expansion joint filler in expansion and isolation joints in slabs around columns and between slabs on grade and vertical surfaces where indicated. Extend the filler to the full slab depth, unless otherwise indicated. neatly finish the edges of the joint with an edging tool of 1/8 inch radius. Where the joint is to receive a sealant, the filler strips shall be installed at the proper level below the finished floor with a slightly tapered, dressed and oiled wood strip temporarily secured to the top to form a recess to the size shown on the drawings. Remove the wood strip after the concrete has set. Contractor may opt to use a removable expansion filler cap designed and fabricated for this purpose in lieu of the wood strip. Thoroughly clean the groove of laitance, curing compound, foreign materials, protrusions of hardened concrete, and any dust. If blowing out the groove use oil-free compressed air.

3.1.3 Joint Sealant

Fill sawed contraction joints and expansion joints in slabs with joint sealant, unless otherwise shown. Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete. Apply joint sealant as recommended by the manufacturer of the sealant.

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3.1.3.1 Joints With Preformed Compression Seals

Install compression seals with equipment capable of installing joint seals to the prescribed depth without cutting, nicking, twisting, or otherwise distorting or damaging the seal or concrete and with no more than 5 percent stretching of the seal. Cover the sides of the joint and, if necessary, the sides of the compression seal with a coating of lubricant. Coat butt joints with liberal applications of lubricant.

3.1.3.2 Joints With Field-Molded Sealant

Do not seal joints when the sealant material, ambient air, or concrete temperature is less than 40 degrees F. Coat joints requiring a bond breaker with curing compound or with bituminous paint. Install bond breaker and back-up material where required. Joints shall be primed and filled flush with joint sealant in accordance with the manufacturer's recommendations.

3.2 CONSTRUCTION JOINTS

Construction joints are specified in Section 03 30 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE, except treat construction joints coinciding with expansion and contraction joints as expansion or contraction joints as applicable.

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SECTION 03 15 00.00 10 Page 4

SECTION 03 20 00.00 10

CONCRETE REINFORCING

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ACI INTERNATIONAL (ACI)

ACI 318 (2008; Errata 2008; Errata 2009; Errata 2009; Errata 2009; Errata 2009; Errata 2009) Building Code Requirements for Structural Concrete and Commentary

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2005; Errata 2005) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A 615/A 615M (2009b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A 675/A 675M (2003; R 2009) Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical Properties

ASTM A 706/A 706M (2009b) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 996/A 996M (2009b) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2001; 27Ed) Manual of Standard Practice

1.2 SUBMITTALS

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

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

SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

SECTION 03 20 00.00 10 Page 1

Reinforcement; G

SD-03 Product Data

Welding

SD-07 Certificates

Reinforcing Steel

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

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

Qualification test shall be performed at the worksite and the Contractor shall notify the Contracting Officer 24 hours prior to conducting tests.

Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4/D1.4M. Submit a list of qualified welders names.

1.4 DELIVERY, STORAGE, AND HANDLING

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

PART 2 PRODUCTS

2.1 DOWELS

Dowels shall conform to ASTM A 675/A 675M, Grade as indicated.

2.2 REINFORCING STEEL

Reinforcing steel shall be deformed bars conforming to ASTM A 615/A 615M ASTM A 996/A 996M including Supplementary Requirementsor ASTM A 706/A 706M, grades and sizes as indicated.

Submit certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

2.3 WIRE TIES

Wire ties shall be 16 gauge or heavier black annealed steel wire.

2.4 SUPPORTS

Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI 10MSP and shall be steel or precast concrete blocks.

Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the

SECTION 03 20 00.00 10 Page 2 same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

PART 3 EXECUTION

3.1 REINFORCEMENT

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

3.1.1 Placement

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

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

3.1.2 Splicing

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

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

3.1.3 Placing Tolerances

3.1.3.1 Spacing

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

SECTION 03 20 00.00 10 Page 3 more than 1 inch.

3.1.3.2 Concrete Cover

The minimum concrete cover of main reinforcement steel bars shall be as shown. The allowable variation for minimum cover shall be as follows:

MINIMUM COVER (inch) VARIATION (inch)

6 plus 1/2

4 plus 3/8

3 plus 3/8

2 plus 1/4

1-1/2 plus 1/4

1 plus 1/8

3/4 plus 1/8

3.2 DOWEL INSTALLATION

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

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

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SECTION 03 20 00.00 10 Page 4

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ACI INTERNATIONAL (ACI)

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

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

ACI 214R (2002; Errata 2010) Evaluation of Strength Test Results of Concrete

ACI 305.1 (2006) Specification for Hot Weather Concreting

ACI 305R (2010) Specification for Hot Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM C 1017/C 1017M (2007) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C 1059/C 1059M (1999; R 2008) Standard Specification for Latex Agents for Bonding Fresh to Hardened Concrete

ASTM C 1064/C 1064M (2008) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C 1077 (2010c) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1107/C 1107M (2008) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C 1260 (2007) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

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ASTM C 136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C 143/C 143M (2010) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C 150 (2009) Standard Specification for Portland Cement

ASTM C 150/C 150M (2009) Standard Specification for Portland Cement

ASTM C 173/C 173M (2010b) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C 260 (2006) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C 309 (2007) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 31/C 31M (2010) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 33/C 33M (2008) Standard Specification for Concrete Aggregates

ASTM C 39/C 39M (2010) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 494/C 494M (2010a) Standard Specification for Chemical Admixtures for Concrete

ASTM C 595 (2010) Standard Specification for Blended Hydraulic Cements

ASTM C 618 (2008a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 881/C 881M (2010) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C 94/C 94M (2011) Standard Specification for Ready-Mixed Concrete

ASTM C 940 (2010) Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM C172/C172M (2010) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2010) Standard Test Method for Air

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Content of Freshly Mixed Concrete by the Pressure Method

ASTM C78/C78M (2010) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM D 75/D 75M (2009) Standard Practice for Sampling Aggregates

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2003) 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

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

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

COE CRD-C 94 (1995) Corps of Engineers Specification for Surface Retarders

1.2 SYSTEM DESCRIPTION

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

1.2.1 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.

1.2.2 Strength Requirements

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

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

4000 psi at 28 days All Project Concrete

SECTION 03 30 00.00 10 Page 3

Concrete slabs on-grade shall have a 28-day flexural strength of 4000 psi.

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 C 39/C 39M.

a. Evaluation of Concrete Compressive Strength. Fabricate compressive strength specimens ( 6 by 12 inch cylinders), laboratory cure them in accordance with ASTM C 31/C 31M and test them in accordance with ASTM C 39/C 39M. The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. 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 at the Contractor's expense when the strength of the concrete in the structure is considered potentially deficient.

1.2.3 Water-Cement Ratio

Maximum water-cement ratio (w/c) for normal weight concrete shall be as follows:

WATER-CEMENT RATIO, BY WEIGHT STRUCTURE OR PORTION OF STRUCTURE

0.40 All Project Concrete

These w/c's may cause higher strengths than that required above for compressive or flexural strength. The maximum w/c required will be the equivalent w/c as determined by conversion from the weight ratio of water to cement plus pozzolan, silica fume, and ground granulated blast furnace slag (GGBF slag) by the weight equivalency method as described in ACI 211.1.

In the case where silica fume or GGBF slag is used, the weight of the silica fume and GGBF slag shall be included in the equations of ACI 211.1 for the term P which is used to denote the weight of pozzolan.

1.2.4 Air Entrainment

Except as otherwise specified for lightweight concrete, all normal weight concrete shall be air entrained to contain between 4 and 7 percent total air, except that when the nominal maximum size coarse aggregate is 3/4 inch or smaller it shall be between 4.5 and 7.5 percent. Concrete with specified strength over 5000 psi may have 1.0 percent less air than specified above. Specified air content shall be attained at point of placement into the forms. Air content for normal weight concrete shall be determined in accordance with ASTM C231/C231M.

1.2.5 Slump

Slump of the concrete, as delivered to the point of placement into the forms, shall be within the following limits. Slump shall be determined in accordance with ASTM C 143/C 143M.

SECTION 03 30 00.00 10 Page 4

Structural Element Slump

Minimum Maximum

Foundation walls, substructure walls, footings, slabs

1 in. 3 in.

Any structural concrete approved for placement by pumping:

At pump 2 in. 5 in.

At discharge of line 1 in. 3 in.

1.2.6 Concrete Temperature

The temperature of the concrete as delivered shall 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 shall be between 55 and 75 degrees F.

1.2.7 Size of Coarse Aggregate

Use the largest feasible nominal maximum size aggregate (NMSA), specified in PART 2 paragraph AGGREGATES, in each placement. However, nominal maximum size of aggregate shall not exceed 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.

1.3 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-03 Product Data

Recycled Content Products; (LEED) Portland Cement Ready-Mixed Concrete Vapor Barrier Latex Bonding Agent

Chemical Admixtures Epoxy Resin

SD-06 Test Reports

Testing and Inspection for CQC; G

SECTION 03 30 00.00 10 Page 5

Certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended cement, pozzolan, ground granulated blast furnace slag, silica fume, aggregate, admixtures, and curing compound proposed for use on this project.

SD-07 Certificates

Qualifications

Written documentation for Contractor Quality Control personnel.

1.4 QUALITY ASSURANCE