W912P6B140011_AMD0004_Dispersal_Barrier_1_Project_B_Specifications.pdf

CSSC Dispersal Barrier 1, Project B - Building W912P6-B-14-0011

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 52 02

TEMPORARY CONSTRUCTION FACILITIES

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 CONSTRUCTION SITE PLAN

1.4 USE OF UTILITY SERVICES

1.4.1 Sanitation

1.4.2 Telephone, Water and Electricity

PART 2 PRODUCTS

2.1 TEMPORARY SIGNAGE

2.1.1 Bulletin Board

2.1.2 Project and Safety Signs

PART 3 EXECUTION

3.1 PROTECTION AND MAINTENANCE OF TRAFFIC

3.1.1 Maintenance of Traffic

3.1.2 Haul Roads

3.1.3 Dust Control

3.1.4 Barricades

3.2 CONTRACTOR'S TEMPORARY FACILITIES

3.2.1 Administrative Field Offices

3.2.2 Storage Area

3.2.3 Appearance of Trailers

3.2.4 Fire Protection

3.2.5 Maintenance of Storage Area

3.2.6 Security Provisions

3.3 GOVERNMENT FIELD OFFICE

3.3.1 Facility Requirements

3.3.1.1 Trailer

3.3.1.2 Voice and Data

3.3.1.3 Janitor Services

3.3.1.4 Fire Extinguishers

3.3.1.5 Carbon Monoxide and Smoke Detector

3.3.2 Trailer-Type Mobile Office

3.3.3 Security

3.3.3.1 Lighting

3.3.3.2 Temporary Fencing

3.3.6 Weather Protection of Temporary Facilities and Stored Materials

3.3.4 Building and Site Storm Protection

3.4 CLEANUP

3.5 RESTORATION OF STORAGE AREA

-- End of Section Table of Contents --

SECTION 01 52 02 - Page 1

AMD0004

SECTION 01 52 02 - Page 2

This Page Intentionally Blank

SECTION 01 52 02

TEMPORARY CONSTRUCTION FACILITIES

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 in the text by basic designation only.

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 1 (2012; TIA 11-1) Fire Code

NFPA 10 (2013) Standard for Portable Fire Extinguishers

NFPA 101 (2012; Amendment 1 2012) Life Safety Code

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008; Errata 1-2010; Changes 1-3 2010;

Changes 4-6 2011; Change 7 2012) Safety and Health Requirements Manual

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

29 CFR 1910.157 (2003) Portable Fire Extinguishers

UNDERWRITERS LABORATORIES (UL)

UL 2034 (2008; Reprint Feb 2009) Single and Multiple Station Carbon Monoxide Alarms

UL 299 (2012) Dry Chemical Fire Extinguishers

1.2 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. Submitted the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Construction Site Plan; G, CN

1.3 CONSTRUCTION SITE PLAN

Prior to the start of work, submit a site plan showing the locations and dimensions of temporary facilities (including layouts and details, equipment and material storage area (onsite and offsite), and access and

SECTION 01 52 02 - Page 3 haul routes, avenues of ingress/egress to the fenced area and details of the fence installation. Government's office trailer, including interior layout, complete specifications for the office trailer, listing of furnishings and equipment to be supplied with the trailer. Identify any areas which may have to be graveled to prevent the tracking of mud.

Indicate if the use of a supplemental or other staging area is desired.

Show locations of safety and construction fences, site trailers, construction entrances, trash dumpsters, temporary sanitary facilities, and worker parking areas.

1.4 USE OF UTILITY SERVICES

1.4.1 Sanitation

Provide and maintain within the construction area minimum field-type sanitary facilities approved by the Contracting Officer.

1.4.2 Telephone, Water and Electricity

Make arrangements and connect, maintain, and pay all costs for telephone, water and electricity use.The contractor should anticapate not having permanent utility power at time of commissioning. The contractor shall provide temperary power for construction and commissioning of the building. Commissioning of building requires a maximum of 480 volts (120 volts for outlets and lighting) of power to operate.

PART 2 PRODUCTS

2.1 TEMPORARY SIGNAGE

2.1.1 Bulletin Board

Immediately upon beginning of work, provide a weatherproof glass-covered bulletin board not less than 36 by 48 inches in size for displaying the Equal Employment Opportunity poster, a copy of the wage decision contained in the contract, Wage Rate Information poster, and other information approved by the Contracting Officer. The bulletin board must be located at the project site in a conspicuous place easily accessible to all employees, as approved by the Contracting Officer. Legible copies of the aforementioned data must be displayed until work is completed. Upon completion of work the bulletin board must be removed by and remain the property of the Contractor.

2.1.2 Project and Safety Signs

The requirements for the signs, their content, and location is specified in

SECTION 01 58 00, PROJECT SIGN AND SAFETY SIGN.

PART 3 EXECUTION

3.1 PROTECTION AND MAINTENANCE OF TRAFFIC

3.1.1 Maintenance of Traffic

Provide access and temporary relocated roads as necessary to maintain traffic. Maintain and protect traffic on all affected roads during the construction period except as otherwise specifically directed by the Contracting Officer. Measures for the protection and diversion of traffic, including the provision of watchmen and flagmen, erection of barricades, SECTION 01 52 02 - Page 4 placing of lights around and in front of equipment and the work, and the erection and maintenance of adequate warning, danger, and direction signs, are as required by the State and local authorities having jurisdiction.

The traveling public must be protected from damage to person and property.

The Contractor's traffic on roads selected for hauling material to and from the site shall interfere as little as possible with public traffic.

Investigate the adequacy of existing roads and the allowable load limit on these roads. Repair any damage to roads caused by construction operations.

3.1.2 Haul Roads

Construct access and haul roads necessary for proper prosecution of the work under this contract. Construct haul roads with suitable grades and widths. Ssharp curves, blind corners, and dangerous cross traffic must be avoided. Provide necessary lighting, signs, barricades, and distinctive markings for the safe movement of traffic. Dust control must be adequate to ensure safe operation at all times. Location, grade, width, and alignment of construction and hauling roads shall be subject to approval by the Contracting Officer. Lighting must be adequate to assure full and clear visibility for full width of haul road and work areas during any night work operations. Upon completion of the work, haul roads designated by the Contracting Officer shall be removed.

3.1.3 Dust Control

Dust control methods and procedures must be approved by the Contracting Officer. Treat dust abatement on access roads with applications of calcium chloride, water sprinklers, or similar methods or treatment.Refer to Section 01 57 20.01 ENVIRONMENTAL PROTECTION.

3.1.4 Barricades

Erect and maintain temporary barricades to limit public access to hazardous areas. Such barricades are required whenever safe public access to paved areas such as roads, parking areas or sidewalks is prevented by construction activities or as otherwise necessary to ensure the safety of both pedestrian and vehicular traffic. Barricades must be securely placed, clearly visible with adequate illumination to provide sufficient visual warning of the hazard during both day and night.

3.2 CONTRACTOR'S TEMPORARY FACILITIES

3.2.1 Administrative Field Offices

Provide and maintain administrative field office facilities within the construction area as necessary for the Contractor's operations.

3.2.2 Storage Area

Construct a temporary 6 foot high chain link fence around trailers and materials. Do not place or store Trailers, materials, or equipment outside the fenced area unless such trailers, materials, or equipment are assigned a separate and distinct storage area by the Contracting Officer away from the vicinity of the construction site but within the installation boundaries. Trailers, equipment, or materials must not be open to public view with the exception of those items which are in support of ongoing work on any given day. Do not stockpile materials outside the fence in preparation for the next day's work. Park mobile equipment, such as tractors, wheeled lifting equipment, cranes, trucks, and like equipment

SECTION 01 52 02 - Page 5 within the fenced area at the end of each work day.

3.2.3 Appearance of Trailers

Trailers utilized by the Contractor for administrative or material storage purposes must present a clean and neat exterior appearance and must be in a state of good repair. Trailers which, in the opinion of the Contracting Officer, require exterior painting or maintenance will not be allowed on site.

3.2.4 Fire Protection

Provide temporary fire protection equipment for the protection of personnel and property during construction. Remove debris and flammable materials to minimize potential hazards.

3.2.5 Maintenance of Storage Area

Fencing must be kept in a state of good repair and proper alignment.

Should the Contractor elect to traverse, with construction equipment or other vehicles, grassed or unpaved areas which are not established roadways, such areas must be covered with a layer of gravel as necessary to prevent rutting and the tracking of mud onto paved or established roadways;

gravel gradation shall be at the Contractor's discretion. Grass located within the boundaries of the construction site must be mowed for the duration of the project. Grass and vegetation along fences, buildings, under trailers, and in areas not accessible to mowers must be edged or trimmed neatly.

3.2.6 Security Provisions

Provide adequate outside security lighting at the Contractor's temporary facilities. The Contractor is responsible for the security of its own equipment; in addition, the Contractor must notify the appropriate law enforcement agency requesting periodic security checks of the temporary project field office.

3.3 GOVERNMENT FIELD OFFICE

Provide a temporary field office, at a location to be coordinated with the COR, for use by the Government. The Contractor has the option of either constructing a new building for use as the temporary field office, or providing such facilities in an existing building or trailer.

3.3.1 Facility Requirements

3.3.1.1 Trailer

The temporary field office shall consist of two (2) trailers arranged to provide a single office structure approximately 24 feet wide by 70 feet long. Each trailer shall be approximately 12 feet in width, 70 feet in length and have minimum headroom of 7 feet. The layout shall provide 2 bathrooms, 4 cubes, 4 offices (2 at each end, approximately 12 feet wide by 14 feet long)and a open center conference room with conference phone. The trailers shall be coupledtogether to form the office building and the common exterior wall between the trailers that lies within the conference room area shall be removed. Each office and cube shall be provided with a minimum of three (3) electrical outlets, an electrical outlet on the exterior office wall facing the conference room and three (3)

SECTION 01 52 02 - Page 6 electrical outlets on each of the conference room exterior walls. The trailer shall be provided with two (2)wooden tables (minimum size 42" x 60"), eight (8) free standing, double duty pedestal desks with locking drawers, eight (8) 30" x 60" tables, one (1) 24"x36" table, eight (8) three shelf book cases, a cordless touch-tone telephone with auto redial for each office and cube, a telephone with auto redial for the conference room, telephone answering machine, plain paper fax machine, stand alone plain paper/ high volume photocopy machine (with all supplies including paper) capable of making 8 1/2" x 11", 8 1/2" x 14" and 11" x 17" copies, fourteen

(14) swivel chairs with casters, eight (8) 4-four drawer, steel, legal size "Class D" fire resistant file cabinet complete with lock, four (4) 36" wide x 60" high heavy duty five shelf bookcases. An area in the confernece room shall be provided to mount the government furnished 70" TV, installation to be coordinated with COR. The building shall be weatherproof, and be supplied with heat in season. It shall have a minimum of two doors, electric lights, a sufficient number of adjustable windows for adequate light and ventilation, indoor toilet facilities with an exterior holding tank (services to refill twice weekly), washing facilities, and a supply of approved drinking water and cups. In addition, a fridgerator and microwave shall be provided. The windows and doors shall be provided with locking devices. The windows shall be arranged to open and to be securely fastened from the inside. Glass panels in the windows shall be equipped with bars or heavy mesh screens, which will prevent easy access to the building or trailer through these panels. The door shall be equipped with a dead bolt lock keyed from the outside of the door only. The trailers shall be anchored with tie down straps and perimeter skirting shall be installed for aesthics. The trailer must be grounded to mitigate for touch potential.

All water lines shall be protected from freezing by installation of heat tape. In warm weather, air conditioning shall be furnished which will maintain the office at 50 percent relative humidity and a room temperature 20 degrees Fahrenheit below the outside temperature when the outside temperature is 95 degrees Fahrenheit.

The Contractor shall pay for all costs for utilities, janitorial services, hauling, and insurance for the temporary field office for the entire duration of this contract.

3.3.1.2 Voice and Data

The Contractor shall be responsible for the arrangement, installation of five separate telephone lines for voice service, and a fourth separate line for the fax machine, including hookup and phone bills for both local and long distance calls for up to $400.00 per month for the duration of the Contract at no additional cost to the Government. The office shall be furnished with a T-1 data line. T-1 data line charges of up to $400 per month shall be the responsibility of the Contractor at no additional cost to the Government. Each office and the conference shall have a phone connection.

3.3.1.3 Janitor Services

The Contractor shall furnish twice weekly janitorial services for the Government office deemed necessary by the COR during the entire life of the contract. The janitorial services also include furnishing trash bags, toilet paper, and paper towels during the life of the Contract. Toilet facilities shall be kept clean and sanitary at all times. Services shall be performed at such a time and in such a manner to minimize interference with the operations, but typically will be accomplished after normal working hours. Services shall be accomplished to

SECTION 01 52 02 - Page 7 the satisfaction of the COR. The Contractor also shall provide daily trash collection and cleanup of the building and adjacent outside areas, snow removal in season, and shall dispose of all discarded debris in a manner approved by local, state and federal requirements.

The Contractor shall pay for all costs for janitorial services for the temporary field office for the entire duration of this contract.

3.3.1.4 Fire Extinguishers

Provide dry chemical type fire extinguishers compliant with UL 299 and conforming to NFPA 10. Provide quantity and placement in compliance with the applicable sections of NFPA 1, NFPA 101, and 29 CFR 1910.157. Provide wall-hook fire extinguisher wall brackets and accessories as approved.

Verify exact locations prior to installation.

Comply with the manufacturer's recommendations for all installations.

Provide extinguishers which are fully charged and ready for operation upon installation. Provide extinguishers complete with Manufacturer's Warranty with Inspection Tag attached.

3.3.1.5 Carbon Monoxide and Smoke Detector

UL 2034, Single station detector surface mounted. Operational requirements must be as follows:

a. Electrical: 120 Volt AC with 9 volt battery backup

b. Environmental: 32 degrees to 120 degrees F.

c. Alarm and Indicator: Red LED for visual and 85 db at 10 ft for audible alarm. Malfunction indicator light must be yellow or amber LED. Power on indicator light must be white or green for 120 Volt AC powered units, while operating on AC power.

d. Alarm reset/silence button: Provide a manually operated alarm reset and silence button. Pressing the button must silence the alarm, and reset the detector. Alarm must resound within 6 minutes if CO level remains at or above 70 ppm.

e. Battery removal flag: Provide a warning flag that will be exposed while the battery is removed, and hidden while the battery is installed.

3.3.2 Trailer-Type Mobile Office

The Contractor may, at its option, furnish and maintain a trailer-type mobile office acceptable to the Contracting Officer and providing as a minimum the facilities specified above. All on-site trailers must be secured to the ground. All on-site trailers must be skirted to help prevent freezing of pipes and to prevent collection of debris under the trailers. The securing and skirting must be provided and maintained for the duration of the contract. This temporary field office must be constructed in accordance with EM 385-1-1.

SECTION 01 52 02 - Page 8

3.3.3 Security

3.3.3.1 Lighting

Provide security lighting around and 6 inches below the top of the temporary field office as directed by the Contracting Officer. The light fixtures must be wall mounted, raintight, and weather resistant. The security lighting must be controlled by a photo control switch.

3.3.3.2 Temporary Fencing

Provide temporary chain-link security fencing around the perimeter of the Government field office. The height of the fence must be 10 feet.

Provided barbed wire along the top of the fence which will be properly grounded as needed. The location of the gate and layout of the fencing must be as indicated. Maintain security fencing during the life of the contract and remove upon completion and acceptance of the work.

3.3.6 Weather Protection of Temporary Facilities and Stored Materials

Take necessary precautions to ensure that roof openings and other critical openings in the building are monitored carefully. Take immediate actions required to seal off such openings when rain or other detrimental weather is imminent, and at the end of each workday. Ensure that the openings are completely sealed off to protect materials and equipment in the building from damage.

3.3.4 Building and Site Storm Protection

When a warning of gale force winds is issued, take precautions to minimize danger to persons, and protect the work and nearby property. Precautions must include, but are not limited to, closing openings; removing loose materials, tools and equipment from exposed locations; and removing or securing scaffolding and other temporary work. Close openings in the work when storms of lesser intensity pose a threat to the work or any nearby property.

3.4 CLEANUP

Construction debris, waste materials, packaging material and the like must be removed from the work site daily. Any dirt or mud which is tracked onto paved or surfaced roadways must be cleaned away. Materials resulting from demolition activities which are salvageable must be stored within the fenced area described above. Stored material not in trailers, whether new or salvaged, must be neatly stacked when stored.

3.5 RESTORATION OF STORAGE AREA

Upon completion of the project and after removal of trailers, materials, and equipment from within the fenced area, the fence must be removed and become the property of the Contractor. Areas used by the Contractor for the storage of equipment or material, or other use, must be restored to the original or better condition. Gravel used to traverse grassed areas must be removed and the area restored to its original condition, including top soil and seeding as necessary.

-- End of Section --

SECTION 01 52 02 - Page 9

DIVISION 03 - CONCRETE

SECTION 03 20 00.00 10

CONCRETE REINFORCING

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

1.4 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 DOWELS

2.2 FABRICATED BAR MATS

2.3 REINFORCING STEEL

2.3.1 Epoxy-Coated Bars

2.4 WELDED WIRE FABRIC

2.5 WIRE TIES

2.6 SUPPORTS

PART 3 EXECUTION

3.1 REINFORCEMENT

3.1.1 Placement

3.1.2 Placing Tolerances

3.1.2.1 Spacing

3.1.2.2 Concrete Cover

3.1.3 Splicing

3.1.3.1 Lap Splices

3.1.3.2 Butt-Splices

3.1.3.2.1 Thermit Welded Butt Splices

3.1.3.2.2 Mechanical Butt-Splices

3.2 WELDED-WIRE FABRIC PLACEMENT

3.3 DOWEL INSTALLATION

3.4 FIELD TESTS AND INSPECTIONS

3.4.1 Identification of Splices

3.4.2 Examining, Testing, and Correcting

3.4.2.1 Visual Examination

3.4.2.2 Tension Tests

3.4.2.3 Radiographic Examination

3.4.2.4 Correction of Deficiencies

3.4.2.5 Supplemental Examination

-- End of Section Table of Contents --

SECTION 03 20 00.00 10 - Page 1

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.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

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

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

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

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

ASTM INTERNATIONAL (ASTM)

ASTM A1035/A1035M (2013b) Standard Specification for Deformed and Plain, Low-carbon, Chromium, Steel Bars for Concrete Reinforcement

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

ASTM A184/A184M (2006; E2011) Standard Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A53/A53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A615/A615M (2013) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A675/A675M (2003; R 2009) Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical Properties

ASTM A706/A706M (2013) Standard Specification for Low-Alloy Steel Deformed and Plain Bars

SECTION 03 20 00.00 10 - Page 2 for Concrete Reinforcement

ASTM A767/A767M (2009) Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement

ASTM A775/A775M (2007b) Standard Specification for Epoxy-Coated Steel Reinforcing Bars

ASTM A884/A884M (2012) Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement

ASTM A934/A934M (2013) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

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.] [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-02 Shop Drawings

Reinforcement; G, DT

SD-07 Certificates

Reinforcing Steel Qualification of Steel Bar Butt-Splicers

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

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

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

1.4 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 A675/A675M, Grade 80[ or ASTM A1035/A1035M].

Steel pipe conforming to ASTM A53/A53M, Schedule 80, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar.

SECTION 03 20 00.00 10 - Page 3

2.2 FABRICATED BAR MATS

Fabricated bar mats shall conform to ASTM A184/A184M.

2.3 REINFORCING STEEL

Reinforcing steel shall be deformed bars conforming to ASTM A615/A615M, ASTM A706/A706M, or ASTM A1035/A1035M grades and sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A1064/A1064M.

In highly corrosive environments or when directed by the Contracting Officer, reinforcing steel shall conform to ASTM A767/A767M, ASTM A775/A775M, ASTM A1035/A1035M or ASTM A934/A934M as appropriate.

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.

2.3.1 Epoxy-Coated Bars

Epoxy-coated steel bars shall comply with the requirements of ASTM A775/A775M, including written certifications for coating material and coated bars.

2.4 WELDED WIRE FABRIC

Welded wire fabric shall conform to ASTM A1064/A1064M. When directed by the Contracting Officer for special applications, welded wire fabric shall conform to ASTM A884/A884M. For wire with a specified yield strength (fy) exceeding 60,000 psi, fy shall be the stress corresponding to a strain of

0.35 percent.

2.5 WIRE TIES

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

2.6 SUPPORTS

Bar supports shall comply with the requirements of ACI SP-66. Supports for bars in concrete with formed surfaces exposed to view or to be painted shall be plastic-coated wire, stainless steel or precast concrete supports. Precast concrete supports shall be wedged-shaped, not larger than 3-1/2 by 3-1/2 inches, of thickness equal to that indicated for concrete cover and have an embedded hooked tie-wire for anchorage. Bar supports used in precast concrete with formed surfaces exposed to view shall be the same quality, texture and color as the finish surfaces.

PART 3 EXECUTION

3.1 REINFORCEMENT

Reinforcement steel and accessories shall be fabricated and placed as specified and shown and approved shop drawings. Fabrication and placement details of steel and accessories not specified or shown shall be in accordance with ACI SP-66 and ACI 318. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or

SECTION 03 20 00.00 10 - Page 4 at the mill. Epoxy-coated bars shall be mill-bent prior to coating. All steel shall be bent cold unless authorized. Bars shall not be bent after embedment in concrete. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety.

Wire tie ends shall face away from the forms. Submit detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

3.1.1 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 Placing Tolerances

3.1.2.1 Spacing

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

3.1.2.2 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

3.1.3 Splicing

Splices in steel bars shall be made only as required. Bars may be spliced at alternate or additional locations at no additional cost to the Government subject to approval.

SECTION 03 20 00.00 10 - Page 5

3.1.3.1 Lap Splices

Lap splices shall be used only for bars smaller than size 14 and welded wire fabric. Lapped bars may be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than 1/5 the required length of lap or 6 inches.

3.1.3.2 Butt-Splices

Use butt-splices only for splicing size 14 and 18 bars and for splicing #11 bars to larger bars except where otherwise shown or authorized. Make butt-splices by a method which develops splices suitable for tension, compression and stress reversal applications. Welded butt-splices shall be full penetration butt welds. Butt-splices shall develop 90 percent of the specified minimum ultimate tensile strength of the smallest bar of each splice. Bars shall be cleaned of all oil, grease, dirt, rust, scale and other foreign substances and shall be flame dried before 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. Submit proposed procedure for butt-splicing steel bars prior to making the test butt-splices for qualification of the procedure.

Properties and analyses of steel bars and splicing materials shall be included in the submitted procedure. Physical properties of splicing sleeves shall include length, inside and outside diameters, and inside surface details.. Butt-splices shall be as follows:

3.1.3.2.1 Thermit Welded Butt Splices

Bars to be thermit welded shall be restricted to steel shown by heat analysis to have a sulfur content not exceeding 0.05 percent. The ends of bars to be thermit welded shall be cut square and smooth. Flame cutting will be permitted provided grinding is employed to remove the resulting scale and to square and smooth the cut ends to a condition equivalent to a saw cut. No shearing will be permitted. Bars shall be cleaned and flame dried before splicing. The joint shall be properly aligned in the mold with a gap opening in accordance with the manufacturer's recommendations.

Charging and firing shall conform to the manufacturer's recommendations.

The end of bars and the welded mold shall be preheated before welding to a temperature of not less than 100 degrees F and the mold shall be left in place for at least 15 minutes after ignition. Risers shall be broken or burned off after removing the mold. Tension splices shall be staggered longitudinally a minimum of 5 feet so that no more than half of the bars are spliced at any one section or as otherwise indicated.

3.1.3.2.2 Mechanical Butt-Splices

Mechanical butt-splices shall be an approved exothermic, threaded coupling, swaged sleeve or other positive connecting type. Bars to be spliced by a mechanical butt-splicing process may be sawed, sheared or flame cut provided the ends of sheared bars are reshaped after shearing and all slag is removed from the ends of flame cut bars by chipping and wire brushing prior to splicing. Surfaces to be enclosed within a splice sleeve or coupling shall be cleaned by wire brushing or other approved method prior to splicing. Splices shall be made using manufacturer's standard jigs, clamps, ignition devices and other required accessories. In addition to the strength requirements specified paragraph BUTT-SPLICES the additional deformation of number 14 and smaller bars due to slippage or other movement

SECTION 03 20 00.00 10 - Page 6 within the splice sleeve shall not exceed 0.015 inches (unit strain 0.0015 inches/inch) beyond the elongation of an unspliced bar based upon a 10 inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi.

The additional deformation of number 18 bars shall not exceed 0.03 inches (unit strain 0.003 inches/inch) beyond the elongation of an unspliced bar based upon a 10 inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi. The amount of the additional deformation shall be determined from the stress-strain curves of the unspliced and spliced bars tested as required paragraph QUALIFICATION OF BUTT-SPLICING PROCEDURE for qualification of the butt-splicing procedure. Tension splices of number 14 or smaller bar shall be staggered longitudinally a minimum of 5 feet or as otherwise indicated so that no more than half of the bars are spliced at any one section. Tension splices of number 18 bars shall be staggered longitudinally a minimum of 5 feet so that no more than 1/3 of the bars are spliced at any one section.

3.2 WELDED-WIRE FABRIC PLACEMENT

Welded-wire fabric shall be placed in slabs as indicated. Fabric placed in slabs on grade shall be continuous between expansion, construction, and contraction joints. Fabric placement at joints shall be as indicated.

Lap splices shall be made in such a way that the overlapped area equals the distance between the outermost crosswires plus 2 inches. Laps shall be staggered to avoid continuous laps in either direction. Fabric shall be wired or clipped together at laps at intervals not to exceed 4 feet.

Fabric shall be positioned by the use of supports.

3.3 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.

3.4 FIELD TESTS AND INSPECTIONS

3.4.1 Identification of Splices

Establish and maintain an approved method of identification of all field butt-splices which will indicate the splicer and the number assigned each splice made by the splicer.

3.4.2 Examining, Testing, and Correcting

Perform the following during the butt-splicing operations as specified and as directed:

3.4.2.1 Visual Examination

All welded splices shall be visually examined for the presence of cracks, undercuts, inadequate size and other visible defects. Respliced connections resulting from correction of visual defects may be radiographically examined at the option of the Contracting Officer as specified in paragraph SUPPLEMENTAL EXAMINATION. Exothermic mechanical butt-splices shall be visually examined to determine if the filler metal is clearly visible at the tap holes and completely fills the sleeves at both ends except for spaces of not more than 3/8 inch occupied by packing.

SECTION 03 20 00.00 10 - Page 7

3.4.2.2 Tension Tests

Tensions tests to 90 percent of the minimum specified ultimate tensile strength of the spliced bars or to destruction shall be performed on one test specimen made in the field for every 25 splices made. Test specimens shall be made by the splicers engaged in the work, using the approved splicing procedure and the same size bars placed in the same relative position, and under the same conditions as those in the groups represented by the specimens. Stress-strain curves shall be furnished for each butt-splice tested.

3.4.2.3 Radiographic Examination

Not less than one of each 25 welded splices selected at random by the Contracting Officer shall be examined radiographically and evaluated for defects. The greatest dimension of any porosity (gas pocket or similar void) or fusion-type defect (slag inclusion, incomplete fusion or similar generally elongated defect in weld fusion) shall not exceed 1/4 inch. The minimum clearance between edges of porosity or fusion-type defects shall not be less than 1 inch.

3.4.2.4 Correction of Deficiencies

No splice shall be embedded in concrete until satisfactory results of visual examination and the required tests or examinations have been obtained. All splices having visible defects or represented by test specimens which do not satisfy the tests or examinations shall be removed.

If any of the tension test specimens fail to meet the strength requirements or deformation limitations two production splices from the same lot represented by the test specimens which failed shall be cut out and tension tested. If both of the retests pass the strength requirements and deformation limitations all of the splices in the lot will be accepted. If one or both of the retests fail to meet the strength requirements or deformation limitations all of the splices in the lot will be rejected.

All costs of removal, testing and resplicing of the additional production splices shall be borne by the Contractor. The bars of rejected splices shall be cut off outside the splice zone of weld metal, filler metal contact, coupling or sleeve. The cut ends shall be finished as specified and the joints shall be respliced and reinspected at no additional cost.

3.4.2.5 Supplemental Examination

The Contracting Officer may require additional or supplemental radiographic examination and/or tension test of any completed splice. For costs of such examinations and tests see paragraph UNIT PRICES.

-- End of Section --

SECTION 03 20 00.00 10 - Page 8

DIVISION 03 - CONCRETE

SECTION 03 45 33

PRECAST PRESTRESSED STRUCTURAL CONCRETE

PART 1 GENERAL

1.1 REFERENCES

1.2 SYSTEM DESCRIPTION

1.2.1 Design Requirements

1.2.1.1 Loads

1.2.1.2 Drawing and Design Calculation Information

1.2.2 Performance Requirements

1.3 MODIFICATION TO REFERENCE

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Qualifications

1.5.1.1 Manufacturer Qualifications

1.5.1.2 Designer Qualifications

1.5.1.3 Erector Qualifications

1.5.1.4 Welding Qualifications

1.5.2 Regulatory Requirements

1.5.3 Concrete Mix Design

1.5.4 Certificates: Record Requirement

1.6 DELIVERY, STORAGE, AND HANDLING

1.6.1 Transportation

1.6.1.1 Transporting Members

1.6.1.2 Lateral Deflection or Vibration

1.6.2 Storage

1.6.2.1 Storage Areas

1.6.2.2 Stacked members

1.6.3 Handling of Members

PART 2 PRODUCTS

2.1 CONTRACTOR-FURNISHED MIX DESIGN

2.2 MATERIALS

2.2.1 Cement

2.2.1.1 Fly Ash and Pozzolan

2.2.1.2 Ground Iron Blast-Furnace Slag

2.2.1.3 Silica Fume

2.2.2 Water

2.2.3 Aggregates

2.2.3.1 Aggregates Selection

2.2.3.2 Alkali-Silica Reactivity

2.2.4 Admixtures

2.2.4.1 Air-Entraining

2.2.4.2 Accelerating

2.2.4.3 Water Reducing

2.2.4.4 Acrylic Bonding Agent

2.2.5 Reinforcement

SECTION 03 45 33 - Page 1

2.2.5.1 Reinforcing Bars

2.2.5.2 Wire

2.2.5.3 Welded Wire Fabric

2.2.6 Prestressing Strands

2.2.7 Metal Accessories

2.2.7.1 Inserts

2.2.7.2 Structural Steel

2.2.7.3 Bolts

2.2.7.4 Nuts

2.2.7.5 Washers

2.2.8 Bearing Pads

2.2.8.1 Elastomeric

2.3 PRODUCTION QUALITY CONTROL PROCEDURES

2.3.1 Forms

2.3.2 Reinforcement Placement

2.3.3 Inserts

2.3.4 Concrete

2.3.4.1 Concrete Mixing

2.3.4.2 Concrete Placing

2.3.4.3 Concrete Curing

2.3.5 Prestressing

2.3.6 Surface Finish

2.3.6.1 Unformed Surfaces

2.3.6.2 Formed Surfaces

2.3.7 Acceptance/Rejection of Defects

2.3.7.1 Minor Defects

2.3.7.2 Major Defects

2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Chloride Ion Concentration Test

2.4.2 Chloride Ion Penetration Test

2.4.3 Factory Inspection

PART 3 EXECUTION

3.1 EXAMINATION

3.2 ERECTION

3.3 BEARING SURFACES

3.4 ANCHORAGE

3.5 WELDING

3.6 OPENINGS

3.7 GALVANIZING REPAIR

3.8 SEALANTS

3.9 CONCRETE TOPPING

3.10 CONSTRUCTION RECORDS

-- End of Section Table of Contents --

SECTION 03 45 33 - Page 2

SECTION 03 45 33

PRECAST PRESTRESSED STRUCTURAL 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 in the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO HB-17 (2002; Errata 2003; Errata 2005, 17th Edition) Standard Specifications for Highway Bridges

AASHTO T 259 (2002; R 2012) Standard Method of Test for Resistance of Concrete to Chloride Ion Penetration

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

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

ACI 305R (2010) Guide to Hot Weather Concreting

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

ACI 309R (2005) Guide for Consolidation of Concrete

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

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

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2010; Errata 2011) Structural Welding Code - Steel

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

ASTM INTERNATIONAL (ASTM)

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

ASTM A123/A123M (2013) Standard Specification for Zinc

SECTION 03 45 33 - Page 3

(Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A153/A153M (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A27/A27M (2013) Standard Specification for Steel Castings, Carbon, for General Application

ASTM A307 (2012) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A325 (2010; E 2013) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A36/A36M (2012) Standard Specification for Carbon Structural Steel

ASTM A416/A416M (2012) Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete

ASTM A421/A421M (2010) Standard Specification for Uncoated Stress-Relieved Steel Wire for Prestressed Concrete

ASTM A47/A47M (1999; R 2009) Standard Specification for Ferritic Malleable Iron Castings

ASTM A563 (2007a) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A615/A615M (2013) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A780/A780M (2009) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM C1069 (2009) Standard Test Method for Specific Surface Area of Alumina or Quartz by Nitrogen Adsorption

ASTM C1202 (2012) Standard Test Method for Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration

ASTM C1218/C1218M (1999; R 2008) Standard Specification for Water-Soluble Chloride in Mortar and Concrete

ASTM C1240 (2012) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2007) Standard Test Method for Potential

SECTION 03 45 33 - Page 4

Alkali Reactivity of Aggregates (Mortar-Bar Method)

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

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

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

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

ASTM C430 (2008) Fineness of Hydraulic Cement by the 45-Micrometer (No. 325) Sieve

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

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

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

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

ASTM F436 (2011) Hardened Steel Washers

ASTM F844 (2007a; R 2013) Washers, Steel, Plain (Flat), Unhardened for General Use

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-116 (1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete Products, 4th Edition

PCI MNL-120 (2010) PCI Design Handbook - Precast and Prestressed Concrete, 6th Edition

PCI MNL-124 (2011) Design for Fire Resistance of Precast Prestressed Concrete, Third Edition

UNDERWRITERS LABORATORIES (UL)

UL Fire Resistance (2012) Fire Resistance Directory

1.2 SYSTEM DESCRIPTION

The work includes the provision of precast non-prestressed concrete herein referred to as precast members and precast, prestressed concrete herein referred to as prestressed members Precast and Prestressed members shall be the product of a manufacturer specializing in the production of precast

SECTION 03 45 33 - Page 5 prestressed concrete members.

1.2.1 Design Requirements

Design precast prestressed members in accordance with ACI 318 and the PCI MNL-120. Design precast prestressed members (including connections) for the design load conditions and spans indicated, and handling and erection stresses, and for additional loads imposed by openings and supports of the work of other trades. Design precast prestressed members for handling without cracking in accordance with the PCI MNL-120. Concrete toppings shall be used in establishing the design strength of the precast prestressed members.

1.2.1.1 Loads

Loadings for members and connections shall include all dead load, live load, applicable lateral loads such as wind and earthquake, applicable construction loads such as handling, erection loads, and other applicable loads.

1.2.1.2 Drawing and Design Calculation Information

Submit drawings and design calculations indicating complete information for the fabrication, handling, and erection of the precast prestressed member.

Drawings shall not be reproductions of contract drawings. Design calculations, and drawings of precast prestressed concrete members (including connections) shall be made by a registered professional engineer experienced in the design of precast prestressed concrete members and submitted for approval prior to fabrication. The drawings shall indicate, as a minimum, the following information:

a. Plans, elevations and other drawing views showing the following:

(1) Member piece marks locating and defining products furnished by the manufacturer.

(2) Headers for openings.

(3) Location and size of openings.

(4) Relationships to adjacent material.

(5) Joints and openings between members and between members and other construction.

(6) Location of field installed anchors.

(7) Erection sequences and handling requirements

(8) Areas receiving toppings and magnitude of topping thickness.

Identify areas where topping is an integral part of the structural capacity of the precast members.

(9) Lifting and erection inserts

b. Elevations, sections and other details for each member showing the following:

(1) Connections between members and connections between members and

SECTION 03 45 33 - Page 6 other construction.

(2) Connections for work of other trades and cast-in items and their relation to other trades.

(3) Dimensioned size and shape for each member with quantities, position and other details of reinforcing steel, anchors, inserts and other embedded items.

(4) Lifting, erection and other handling devices and inserts.

(5) Surface finishes of each member.

(6) Estimated cambers

c. All dead, live, handling, erection and other applicable loads used in the design.

1.2.2 Performance Requirements

Precast prestressed members shall have a fire rating of 2-hours in accordance with UL Fire Resistance, or as designed in accordance with

PCI MNL-124.

1.3 MODIFICATION TO REFERENCE

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

1.4 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drawings of precast members; G, DT

Drawings of precast prestressed concrete members; G, DT

SD-03 Product Data

Anchorage and lifting inserts and devices

Bearing pads

SD-05 Design Data

Precast Prestressed concrete members design calculations; G, DT

Concrete mix design; G, DT

SD-06 Test Reports

SECTION 03 45 33 - Page 7

Contractor-furnished mix design; G, DT

Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified and that mix will be suitable for the job conditions.

The laboratory test reports shall include mill test and all other test for cement, [silica fume, ]aggregates, and admixtures.

Provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained versus sieve size. Test reports shall be submitted along with the concrete mix design. Obtain approval before concrete placement.

SD-07 Certificates

Quality control procedures

Submit quality control procedures established in accordance with PCI MNL-116 by the precast manufacturer.

Construction Records; G

Construction records of the manufacturing, handling, and erection of the precast prestressed concrete members shall be submitted.

1.5 QUALITY ASSURANCE

1.5.1 Qualifications

1.5.1.1 Manufacturer Qualifications

PCI MNL-116. Plants shall be certified by the PCI Plant Certification Program. At the Contracting Officer's option, PCI Plant quality control program records shall be available for review.

1.5.1.2 Designer Qualifications

The designer shall be a registered professional engineer experienced in the design of precast prestressed concrete.

1.5.1.3 Erector Qualifications

The erector shall be regularly engaged for at least three years in the erection of precast prestressed structural concrete similar to the requirements of this project.

1.5.1.4 Welding Qualifications

Provide AWS D1.1/D1.1M qualified welders who are currently certified at contract award date and have maintained their certificates over the past year.

1.5.2 Regulatory Requirements

Provide precast [prestressed] members in conformance with ACI 318 and

AWS D1.4/D1.4M.

SECTION 03…