Specifications.pdf

SECTION 02 41 00 DEMOLITION

PART 1 GENERAL

1.1 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 NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI A10.6 (2006) Safety Requirements for Demolition Operations

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008, Change 1-2010; Change 1-3 2010; Changes 4-6 2011;

Changes 7 2012) Safety and Health Requirements Manual

GEORGIA DEPARTMENT OF TRANSPORTATION (GDOT)

Section 432 GDOT - Mill Asphaltic Pavement

1.2 GENERAL REQUIREMENTS

Do not begin demolition until authorization is received from the Contracting Officer. The work includes demolition, salvage of identified items and materials, and removal of resulting rubbish and debris.

Rubbish and debris shall be removed from job site daily, unless otherwise directed, to avoid accumulation at the demolition site. Materials that cannot be removed daily shall be stored in areas specified by the Contracting Officer. In the interest of occupational safety and health, the work shall be performed in accordance with EM 385-1-1.

1.3 REGULATORY AND SAFETY REQUIREMENTS

Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the "Contract Clauses," safety requirements shall conform to ANSI A10.6.

1.4 4 DUST AND DEBRIS CONTROL

Prevent the spread of dust and debris and avoid the creation of a nuisance 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. Vacuum and dust the work area Sweep pavements as often as necessary to control the spread of debris that may result in foreign object damage potential to aircraft or vehicles.

1.5 PROTECTION

1.5.1 Traffic Control Signs

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

1.5.2 Existing Work

Before beginning any demolition work, the Contractor shall survey the site and examine the drawings and specifications to determine the extent of the work. The Contractor shall take necessary precautions to avoid damage to existing items to remain in place, to be reused, or to remain the property of the Government; any damaged items shall be repaired or replaced as approved by the Contracting Officer.

The Contractor shall coordinate the work of this section with all other work and shall construct and maintain shoring, bracing, and supports as required. The Contractor shall ensure that structural elements are not overloaded and shall be responsible for increasing structural supports or adding new supports as may be required as a result of any cutting, removal, or demolition work performed under this contract.

Do not overload structural elements or pavements to remain. Provide new supports and reinforcement for existing construction weakened by demolition or removal work. Repairs, reinforcement, or structural replacement must have Contracting Officer approval.

1.5.3 Weather Protection

Where work will be done around buildings, contractor shall protect building and materials from the weather at all times.

1.5.4 Trees

Trees within the project site which might be damaged during demolition, and which are indicated to be left in place, shall be protected by a minimum 4’ high orange fence where directed. The fence shall be securely erected a minimum of 5 feet from the trunk of individual trees or follow the outer perimeter of branches or clumps of trees. Any tree designated to remain that is damaged during the work under this contract shall be replaced in kind or as approved by the Contracting Officer.

1.5.5 Facilities

Protect electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas. The Contractor shall ensure that no elements determined to be unstable are left unsupported and shall be responsible for placing and securing bracing, shoring, or lateral supports as may be required as a result of any cutting, removal, or demolition work performed under this contract.

1.5.6 Protection of Personnel

During the demolition work the Contractor shall continuously evaluate the condition of the structure being demolished and take immediate action to protect all personnel working in and around the demolition site. No area, section, or component of floors, roofs, walls, columns, pilasters, or other structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.

1.6 BURNING

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

1.7 7 FOREIGN OBJECT DAMAGE (FOD)

If the contractor is required to work around an airfield all aircraft and aircraft engines will be protected from FOD from debris and waste material lying on airfield pavements. Remove all such materials that may appear on operational aircraft pavements due to the Contractor's operations.

1.8 RELOCATIONS

Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Repair items to be relocated which are damaged or replace damaged items with new undamaged items as approved by the Contracting Officer.

1.9 USE OF EXPLOSIVES

Use of explosives will not be permitted.

1.10 AVAILABILITY OF WORK AREAS

Areas in which the work is to be accomplished will be available in accordance with the approved work schedule.

PART 2 EXECUTION

2.1 EXISTING FACILITIES TO BE REMOVED

2.1.1 Structures

Existing structures indicated shall be removed as directed.

2.1.2 Utilities and Related Equipment

Remove existing utilities 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 that are not indicated on the drawings, the Contracting Officer shall be notified prior to further work in that area.

2.1.3 Paving and Slabs

Remove concrete and asphaltic concrete paving and slabs as directed on site visit. Provide neat saw cuts at limits of pavement removal as indicated

2.1.4 Asphalt Milling:

Asphalt milling shall be done in accordance with GA DOT SPEC, SECTION 432.

2.1.5 Patching

Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces of patched area shall be flush with the adjacent existing surface and shall match the existing adjacent surface as closely as possible as to texture and finish.

2.1.6 Trees

The diameter of trees shall be measured 4 (four) feet above natural grade at the tree base.

2.2.1 Title to Materials

Except where specified in other sections, all materials and equipment removed, and not reused, 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. Materials and equipment shall not be viewed by prospective purchasers or sold on the site.

2.3 CLEANUP

Debris and rubbish shall be removed from basement and similar excavations. Debris shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Local regulations regarding hauling and disposal shall apply.

SECTION 03 01 32

PATCHING AND MISCELLANOUS REPAIRS TO CONCRETE SLABS

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.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (205,R2009) Burlap Cloth Made from Jute or Kenaf

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 31 (2010) Making and Curing Concrete Test Specimens in the Field

ASTM C 78 (2012; E2013) Flexural Strength of Concrete (Using Simple

Beam with Third-Point Loading)

ASTM C 136 (2006) Sieve Analysis of Fine and Coarse Aggregates

ASTM C 143 (2012) Slump of Hydraulic Cement Concrete

ASTM C 150 (2012) Portland Cement

ASTM C 171 (2007) Sheet Materials for Curing Concrete

ASTM C 173 (2014) Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C 192 (2013a) Making and Curing Concrete Test Specimens in the

Laboratory

ASTM C 231 (2010) Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260 (2010a) Air-Entraining Admixtures for Concrete

ASTM C 881 (2013) Epoxy-Resin-Base Bonding Systems for Concrete

ASTM D 75 (2013) Sampling Aggregates

ASTM D 1854 (2002) Jet-Fuel-Resistant Concrete Joint Sealer, Hot- Applied Elastic Type

ASTM D5893 (2010) Cold Applied, Single Component Chemically Curing

Silicone Joint Sealant for Portland Cement

ASTM D6690 (2012) Standard Specification for Joint Sealant and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM D7116 (2005) Standard Specification for Joint Sealant, Hot

Applied, Jet Fuel Resistant Types, for Portland Cement Concrete Pavement

CORPS OF ENGINEERS (COE)

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

COE CRD-C 300 (1990) Specification for Membrane-Forming Compounds for Curing Concrete

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

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Am-1; Notice 1) Sealant, Joint, Two- Component, Jet –Blast-Resistant, Cold-Applied; for Portland Cement Concrete Pavement

GEORGIA DEPARTMENT OF TRANSPORATION (GDOT)

2013 Standard Specifications for Construction

1.2 DESIGN

The concrete mixtures shall be designed to produce concrete having an average flexural strength of 700 psi at 28 days of age, determined in conformance with ASTM C 78, using standard 6 x 6 inch beam specimens. The concrete mixtures shall be designed to secure an air content by volume of 5 percent, plus or minus 1-1/2 percent, based on measurements made on concrete immediately after discharge from the mixer in conformance with ASTM C 231. Mix design studies and tests shall be made in accordance with ASTM C 78 and ASTM C 192, and the test results submitted for approval. Slump shall not exceed 2 inches in accordance with ASTM C 143.

1.3 SUBMITTALS Sealant Material:

The contractor shall submit “for information only” manufacturer’s certificate that material meets the requirements of specifications.

1.4 EQUIPMENT; APPROVAL AND MAINTENANCE

Dependable and sufficient equipment that is appropriate and adequate to accomplish the work specified shall be assembled at the site of the work a sufficient time before the start of paving to permit thorough inspection, calibration of weighing and measuring devices, adjustment of parts, and the making of any repairs that may be required. The equipment shall be maintained in good working condition.

1.5 SAMPLING AND LABORATORY TESTING OF MATERIALS

Sampling and testing shall be performed by an approved commercial laboratory or by the Contractor subject to approval. Should the Contractor elect to establish testing facilities, no work requiring testing shall be permitted until the Contractor's facilities have been inspected and approved. The first laboratory inspection shall be at the expense of the Government and the cost of any subsequent inspection resulting from failure of the first inspection shall be at the expense of the Contractor. Such costs shall be deducted from the total amount due the Contractor. All testing shall be performed at no additional cost to the Government.

1.5.1 Cement

Cement shall be tested as prescribed in the referenced specification under which it is furnished. Cement may be accepted on the basis of mill tests and the manufacturer's certification of compliance with the specification, provided the cement is the product of a mill with a record for the production of high-quality cement for the past 3 years.

1.5.2 Aggregate

Aggregate samples for laboratory testing shall be taken in conformance with ASTM D 75 and tested in accordance with ASTM C 136.

1.5.3 Joint-Sealing Materials

Joint-sealing materials shall be tested for conformance with the referenced applicable material specification.

1.5.4 Epoxy-Resin Grout

Epoxy-resin grout shall be tested for conformance with ASTM C 881.

1.6 DELIVERY AND STORAGE OF MATERIALS

1.6.1 Cement

Cement may be furnished in bulk or in suitable bags used for packaging cements and shall be stored in a manner to prevent absorption of moisture.

1.6.2 Aggregates

Aggregates shall be handled and stored in a manner to avoid breakage, segregation, or contamination by foreign materials.

1.6.3 Epoxy-Resin Grout

Epoxy-resin grout shall be delivered to the site in such manner as to avoid damage or loss. Storage areas shall be in a windowless and weatherproof, but ventilated, insulated noncombustible building, with provision nearby for conditioning the material to 70° F to 85°F for a period of 48 hours prior to use. The ambient temperature in the storage area of the epoxy materials shall at no time be higher than 100° F.

1.6.4 Sealing Material

Sealing material shall be stored out of the weather, away from direct sunlight, and at temperatures not less than 60° F nor more than 100° F.

1.7. WEATHER LIMITATIONS

Concrete shall not be placed when weather conditions detrimentally affect the quality of the finished product. No concrete shall be placed when the air temperature is below 40° F in the shade. When air temperature is likely to exceed 90° F, the concrete shall have a temperature not exceeding 90°F when deposited, and the surface of such placed concrete shall be kept damp with a water fog until the approved curing medium is applied.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Coarse Aggregate

2.1.1.1 Composition

Coarse aggregate shall consist of gravel, crushed gravel, crushed stone, or a combination thereof, or crushed blast-furnace slag.

2.1.1.2 Quality

Aggregate as delivered to the mixers shall consist of clean, hard, unweathered, and uncoated particles.

Dust and other coatings shall be removed from the coarse aggregates by adequate washing.

2.1.1.3 Particle Shape

Particles of the coarse aggregate shall be generally spherical or cubical in shape.

2.1.1.4 Size and Grading

The maximum nominal size of the coarse aggregate shall be 1/2 inch. The coarse aggregate shall be well graded within the limits specified, and when tested in accordance with ASTM C 136, shall conform to the following grading requirements as delivered to the batching hoppers:

Sieve designation Percentage by weight passing U.S. Standard individual sieves No. 4 to square mesh 1/2 inch

3/4 inch

1/2 inch 90-100 3/8 inch 40-70 No. 4 0-15 No. 8 0-5

2.1.2 Fine Aggregate

2.1.2.1 Composition

Fine aggregate shall consist of either natural sand, manufactured sand, or a combination of natural and manufactured sand, and shall be composed of clean, hard, durable particles.

2.1.2.2 Particle Shape

Particles of the fine aggregate shall be generally spherical or cubical in shape.

2.1.2.3 Grading

Grading of the fine aggregate as delivered to the mixer shall conform to the following requirements when tested in accordance with ASTM C 136.

Sieve designation U.S. Standard Percentage by weight, square mesh passing

3/8 inch

No. 4 95-100 No. 8 80-90 No. 16 60-80 No. 30 30-60 No. 50 12-30 No. 100 2-10

In addition, the fine aggregate, as delivered to the mixer, shall have a fineness modulus of not less than

2.40 nor more than 2.90, when calculated in accordance with COE CRD-C 104.

2.1.3 Air-Entraining Admixture

Air-entraining admixture shall conform to ASTM C 260.

2.1.4 Cement

Cement shall be portland cement conforming to ASTM C 150, Type I or II.

2.1.5 Curing Materials

2.1.5.1 Burlap

Burlap shall conform to AASHTO M 182.

2.1.5.2 Curing Compound

Membrane-forming curing compound shall be a pigmented type conforming to COE CRD-C 300.

2.1.5.3 Waterproof Blanket Materials

Waterproof blanket materials shall conform to ASTM C 171, Type optional, color white.

2.1.6 Epoxy-Resin Grout

Epoxy-resin grout shall be a two-component material formulated to meet the requirements of ASTM C 881, Type I or II. Type I material shall be used when pavement, materials, or atmospheric temperatures are 70° F or above. Type II material shall be used when pavement, materials, or atmospheric temperatures are below 70° F.

2.1.7 Joint-Sealing Materials

Joint-sealing materials shall be as follows:

2.1.7.1 Jet-Fuel Resistant and Engine Blast Areas

Jet-fuel resistant material shall conform to ASTM D1854 or ASTM D7116. Use material SS-S-200 for Blast Resistant sealant.

2.1.7.2 Non Jet-Fuel Resistant

Non Jet fuel resistant material shall conform to ASTM D6690 or ASTM D5893.

2.1.7.3 Backer Rod Material

Backer rod and bond breaking tape shall be compatible with the sealant and sealant installation requirements. Backer material shall have a width of 25%±5 greater than joint sealant reservoir.

2.1.8 Water

Water shall be clean, fresh, and free from injurious amounts of oil, acid, salt, alkali, organic matter, or other deleterious substances. Water approved by Public Health authorities for domestic consumption may be accepted for use without being tested. Water that is of questionable quality, in the opinion of the Contracting Officer, shall be tested in accordance with COE CRD-C 400.

2.1.9 Anchorage Items:

Standard manufactured item of the type required for the application.

2.1.10 Concrete Material:

Material shall meet the requirements of ASTM C 78, cement type optional. Only one brand of any one type of cement shall be used for exposed concrete surfaces.

2.1.11 Curing Compound:

Impervious sheet or membrane-forming curing compound. Impervious sheet shall be white opaque polyethylene 4 mil thick, waterproof kraft paper, or polyethylene-coated burlap. Membrane-forming curing compound shall be of commercial formulation, sprayable, nontoxic and type that will dry within 4 hours and form a film highly resistant to moisture loss from concrete while curing. Compound shall be clear with fugitive dye, resin-base or chlorinated-rubber-base- type.

2.1.12 Form Coating

Nonstaining form oil or form release agent that will not deleteriously affect concrete surface nor impair subsequent applications.

2.1.13 Form Material

Plywood or hardboard especially made for concrete form use or other material; that will produce the specified finish without adversely affecting the concrete surface.

2.1.14 Reinforcement

Welded wire fabric and reinforcing steel shall meet the requirement of Section 03 20 01.00 10 (Concrete Reinforcement).

PART 3 EXECUTION

3.1 CONDITIONING OF EXISTING PAVEMENT

A scoping will be held on each job site, between the contractor and government, and an agreement will be made on the slabs, joints, etc. to be repair or replaced.

3.1.1 Preparation of Existing Joints and Cracks in Concrete Pavement

3.1.1.1 Reseal Joints and Cracks in Pavement:

Existing joints shall be thoroughly cleaned of all foreign material to including oil, vegetation, asphalt, curing compound, sealant adhesive, backing material, existing sealant, etc. Joints were grass or weeds are present shall be treated with a herbicide. Apply herbicide in accordance with manufacturers printed instructions. Cracks in pavement shall be routed to depth shown by either wet or dry sawing with a diamond or abrasive blades and any saw residue or other contaminants thoroughly removed. The existing sealant in the joints is to be completely removed. The contractor shall exercise utmost care in this removal and cleaning operations to minimize damaging or enlarging the width of the joint. Any damage caused by the contractor shall be repaired by the contractor at no cost the government. The contractor shall demonstrate to the COR that the proposed method of cleaning old sealant or foreign material from joint will not widen the joint. In addition, the method shall not alter the joint profile including rounding of the top corners, or alter the texture of the concrete riding surface. Cleaning of the joint using a chemical agent will not be allowed. The cleaning process shall produce a new, clean concrete face on the vertical faces of the joint applied in accordance with sealant manufacturer application requirements. The bond breakers shall be selected and used in accordance with sealant manufacture. Prior to installing a bond breaker, the joint or crack must be clean and dry. Any necessary cleaning, air blasting, or air-drying will be completed before placing the bond breaker and sealant. The diameter of the backer rod used shall be at least 25% larger than the joint width. Sealant shall be installed as soon as possible after joint or crack has been cleaned and the bond breaker installed. This will insure that the joint or crack remains clean and dry. If the joint or crack does become contaminated, damp or wet the bond breaker must be removed, if it is installed, the joint or crack cleaned and dried, and a new bond breaker installed prior to placing the sealant. The air temperature at time of placement must be 40° F or higher. Sealant material shall be applied by pump or other approved methods. Pump shall be of sufficient capacity to deliver the necessary volume of sealant in one pass. The nozzle shall be of sufficient size and shape to closely fit into the joint to introduce the sealant inside the joint with sufficient pressure to prevent voids occurring in the sealant and to force the sealant into contact with the joint faces.

After a joint or crack has been sealed all surplus sealant or other residue on the pavement surface shall be promptly removed. Traffic will not be permitted over sealant until the sealant is tack free, cured sufficiently to resist displacement of the sealant due to slab movement or other causes, and until debris from traffic does not imbed into the sealant.

3.2 Pavement Spall Repair

This work shall consist of the partial depth patching of spalls in concrete pavement by removing the broken, damaged or disintegrated concrete pavement surfaces. Before placement, the Contractor and the Contracting Officers Representative shall perform a site inspection and identify areas to be replaced.

3.2.1 Construction:

In areas such as tank trails the patch operation shall be conducted in one lane at a time and in a safe and expeditious manner that will offer minimum inconvenience.

3.2.2 Spall Repair:

Each joint or surface area with visual defect shall be “sounded” to determine the limits of the damage or defective areas by striking the pavement surface along each side of the joint with a hammer, chain drag, or other similar tools to detect unsound concrete having a “flat” or hollow sound. The limits of the defective areas shall be marked on the pavement by making a rectangular area two inches beyond the outer limits of the unsound concrete are to serve as a guide for sawing. Spalled areas with less than 2 feet of each other along a joint shall be marked as one spall. If separated 2 feet or more, mark as separate spall areas. Defective (spalled) joint areas less than six inches in length and 1 ½” inches in width shall not be repaired under this specification, but shall be thoroughly cleaned and sealed as part of the sealing operation. The rectangular marked areas shall be sawed with near vertical faces not less than 2 inches nor more than 3 inches in depth. All “unsound” material within the sawed area is to be removed with a 30 pound chipping hammer. Utmost care shall be exercised not to damage or fracture the “sound” concrete substrate to be left on the bottom of the spall area. Use a sharp pointed bits is prohibited. Prior to placing the patching material, the face of the existing transverse and/or longitudinal joints bordering the repair areas shall be sawed a minimum of 5 inches deep and ¼” wide with the full depth of the saw cut extending at least one inch beyond the limits of the repair area in each direction.

Over-cutting of the pavement shall be held to a minimum. Just prior to placing the patching material, the surface within the repair areas shall be thoroughly cleaned by sandblasting and air blasting to remove all oil, dust, dirt, traces of asphaltic concrete, slurry from saw operations, and other contaminants. Following this, a ¼” wide piece of closed cell polyethylene foam shaped to fit the saw cut shall be placed in the joint bordering the repair areas. In the event of “back to back” repair areas at a joint the ¼” closed cell polyethylene foam shall be supported during the placing operation so as to maintain a true, straight joint line. The method used shall be approved by the COR. If a straight line is not maintained, the repair shall be redone at no additional cost to the government. Total number of spalls to be repaired at one time shall not exceed 3 cubic yards of concrete.

3.2.3 Placement of Patching Material:

The surface within the repair area shall be dry and thoroughly cleaned of all contaminants immediately before the placement id begun. The finish surface including joints shall meet the surface tolerance of 1/8" in 10 feet. The contractor shall at all times utilize such approved measures as are necessary to keep all pavement surfaces adjacent to his operations reasonably clean of excess grout and other materials.

After following the requirements previously specified, all concrete surfaces areas within the repair area shall be completely coated with a film of Epoxy - Resin approximately 10 to 20 mils thick. Concrete shall be deposited in the repair area while the epoxy is still tacky and shall be sufficiently vibrated to form a dense, homogeneous mass of concrete, completely filling the area of the patch. The concrete shall be screeded to the proper grade and allowed to remain undisturbed until the water-sheen disappears from the surface. The concrete shall then be covered with a wet burlap or membrane curing compound.

Curing shall continue for a minimum of 3 hours. A longer curing time may be required to ensure sufficient strength development of the concrete prior to opening to traffic. Any original joint shall be re-established by sawing and sealing. All joints shall be reestablished within 30 days after placement of patch. The width of the re-established joint shall be 3/8” minimum.

3.3 Mixing Epoxy-Resin Grout Components

Epoxy-resin grout components shall be mixed in the proportions recommended by the manufacturer.

The components shall be conditioned to 70° F to 85° F for 48 hours prior to mixing. The two epoxy components shall be mixed with a power-driven, explosion-proof stirring device in a metal or polyethylene container having a hemispherical bottom. The polysulfide- curing-agent component shall be added gradually to the epoxy-resin component with constant stirring until a uniform mixture is obtained. The rate of stirring shall be such that the entrained air is a minimum.

3.3.1 Tools and Equipment

Tools and equipment used further in the work shall be thoroughly cleaned before the epoxy-resin grout sets.

3.3.2 Health and Safety Precautions

The following health and safety precautions shall be followed:

a. Full face shields shall be provided for all mixing and blending operations and for placing operations as required.

b. Protective coveralls and neoprene-coated gloves shall be provided for all workmen engaged in the operations.

c. Protective creams of a suitable nature for the operation shall be supplied.

d. Adequate fire protection shall be maintained at all mixing and placing operations.

e. Smoking or the use of spark- or flame-producing devices shall be prohibited within 50 feet of mixing and placing operations.

f. The mixing, placing, or storage of epoxy-resin grout or solvent shall be prohibited within 50 feet of any vehicle, equipment, aircraft, or machinery that could be damaged from fire or could ignite vapors from the material.

3.4 PLACING

Concrete shall be placed within 45 minutes from the time all ingredients are charged into the mixing drum, before the concrete has obtained its initial set, and while the epoxy-resin bonding course is tacky.

The temperature of the concrete, as deposited in the form, shall be not less than 40° F nor more than 90° F. Concrete shall be deposited in such manner as to require a minimum of rehandling, and placement shall be in such manner as to require a minimum of rehandling and in such a manner as to least disturb the epoxy-resin grout. The placing of concrete shall be rapid and continuous for each area. Workmen shall not walk on the bonding- course surface or in the concrete during placing and finishing operations.

The concrete shall be thoroughly consolidated by tamping or by means of suitable vibrating equipment.

3.5 Total Slab Replacement on Tank Trails, Parking Areas or Motor Pools

In areas where the entire slab will be replaced the contractor shall use utmost care in the removal and cleaning operations to minimize damaging adjacent slabs. Any damage to adjacent slabs will be repaired by the contractor at no additional expense to the government. Use sufficient equipment to perform the work such as dowel holes, setting dowels, spreading, striking off, consolidating, screeding concrete and saw and sealing joints. The expense in removing all slab reinforcement shall be included in total bid for slab replacement.

3.5.1 Preparation

Before placing the concrete, thoroughly clean the vertical exposed faces of the existing slabs to remove contaminates. Use a wire brush or other approved methods to remove contaminates. Remove existing sealant from exposed concrete faces.

3.5.2 Preparing Base

Remove debris and standing water from the base. Thoroughly compact loose base material by tamping before placing concrete. Reinforcement shall be placed as directed. New concrete slabs shall be placed upon compacted soil free from ice, frost or water. Base material shall be compacted to at less 95% of laboratory maximum density.

3.5.1 Dowels Placement (If Required)

Use a pneumatic or hydraulic drill to drill holes in the existing concrete faces, Place the dowels at locations specified. Operate the equipment so as to prevent damage to the material being drilled. After drilling clean the drilled holes of contaminates. Set the dowels into the hardened concrete face of the existing pavement with Type VIII epoxy bonding compound that meets the requirements of GDOT Section 886. Place dowel at locations noted on the plans or as specified with one-half of the dowel protruding out of the pavement. Place the dowel at the correct horizontal and vertical alignment. Do not misalign dowel more than 3/8 inch within the vertical or oblique plane. Place enough epoxy in the back of the hole to completely fill the entire cavity around the dowel upon insertion of the dowel bar. Remove excess epoxy. Use epoxy adhesive packaged in a cartridge with mixing nozzle that thoroughly mixes the two components as they are dispensed. Use a mixing nozzle at least 8 inches long or a machine that mixes the two components thoroughly to the proper ratio. Allow the epoxy to harden before placing the concrete to prevent the dowels from moving during concrete placement. At a free joint use epoxy-coated, plain, round, steel dowel bars that meet the requirement of specifications. Coat the protruding portion of the epoxy coated dowels with a thin film of grease or other approved materials to ensure proper bond-breaking characteristics. Cleanly cut the edges of epoxy-coated smooth dowels bars. Do not smear them.

3.5.2 Setting Forms

Forms are not required where vertical faces of the existing pavement bordering the replacement slab or joint area serves as the form. On new total slab replacements the forms shall be full depth of the replacement slab or joint to maintain a true, straight shoulder joint and to prevent the concrete from intruding into the shoulder area. Compact the foundation under the form true to grade so that the form, when set, will firmly contact the base at the correct grade. Clean and oil the forms before placing the concrete. Carefully remove the forms to avoid damaging the concrete. All joints within replacement shall be established sealed. Expansion joints material shall be place where new and existing concrete meets. Payment for expansion joints shall be paid by the linear foot.

3.5.3. Finishing

Deposit the concrete within the slab are in a way that requires as little rehandling as possible and prevents mix segregation. Minimize hand spreading as much as possible. But where necessary, use shovels not rakes. Fill the area with concrete and thoroughly consolidate by rodding, spading and using sufficient vibration to form a dense homogeneous mass throughout the area. Ensure the final surface has a uniform appearance and is free of irregularities and porous area. The finished surface, including joints, shall meet the tolerance of 1/8” in 10’ in any direction. Perform necessary corrections by grinding in accordance with GDOT Section 431. The COR may order total replacement if any slab is low in relation to adjacent slabs. The COR will require replacement if it is determined that excessive pavement grinding is necessary to match the profile of the full depth slab replacement or if grinding the adjacent pavement would create a drainage problem. Grinding or replacement shall be at the contractor’s expense at no additional cost to the government. Concrete to have a non-slip finish by using a broom with fiber-bristle brush.

3.5.4 Curing Concrete

Use the applicable portion of GDOT Section 504 regarding concrete mix and curing in this work.

Properly protect the concrete from rain before the concrete hardens. When rain is imminent, stop the pavement operations and begin covering the surface of the unharden concrete with approved protective covering.

3.5.5 Sawing and Sealing Joint

Saw and seal joints with material that meets the requirements of Subsection GDOT 833.2.06. Ensure that the width of sawed joint is 3/8”, unless other wised specified.

3.6 FIELD TEST SPECIMENS

3.6.1 General

Concrete samples shall be furnished by the Contractor, and shall be taken in the field and tested to determine the slump, air content, and strength of the concrete. Test beams shall be made for determining conformance with the strength requirements of these specifications and, when required, for determining the time at which pavements may be placed in service. The air content shall be determined in conformance with ASTM C 173. Test beams shall be molded and cured in conformance with ASTM C 31 and as specified below. The Contractor shall furnish all materials, labor, and facilities required for molding, curing, and protecting test beams at the site and under the supervision of the Contracting Officer. Curing facilities for test beams shall include furnishing and operating water tanks equipped with temperature-control devices that will automatically maintain the temperature of the water at 73° F plus or minus 5° F. The Contractor shall also furnish and maintain at the site, boxes or other facilities suitable for storing the specimens while in the mold at a temperature of 73° F plus or minus 10° F. Tests of the fresh concrete and of the hardened concrete beams shall be made by and at the expense of the Contractor. Contractor shall be required to run one set of test for every 5 cubic yards of concrete placed.

3.6.2 Specimens for Strength Tests

Flexural test beams shall be made each shift that concrete is placed. Each group of test beams shall be molded from the same batch of concrete, and shall consist of a sufficient number of specimens to provide two flexural-strength tests at each test age. One group of specimens shall be made during the first half of each shift, and the other during the last portion of the shift.

However, at the start of paving operations and each time the aggregate source, aggregate characteristics, or mix design is changed, one additional set of test beams shall be made.

3.7 PAVEMENT PROTECTION

The Contractor shall protect the patched areas against damage prior to final acceptance of the work by the Government. Traffic shall be excluded from the patched areas by erecting and maintaining barricades and signs until the completion of the curing period of the concrete.

SECTION 03 20 01.00 10 CONCRETE REINFORCEMENT

PART 1 GENERAL

The publications listed below form a part of this specification to the extent referenced. The publications

ACI INTERNATIONAL (ACI)

ACI 318/318R (2011; Errata 1, 2011; Errata 2 2012; Errata 3-4 2013) Building

Code Requirements for Structural Concrete and Commentary

ASTM INTERNATIONAL (ASTM)

ASTM A 184 (2006; E2011) Fabricated Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A 53 (2012) Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and

Seamless

ASTM A 615 (2013) Deformed and Plain Billet-Steel Bars for Concrete

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

ASTM A 706 (2013) Low-Alloy Steel Deformed and Plain Bars for Concrete

ASTM A 884 (2012) Standard Specification for Epoxy-Coated Steel Wire and

Welded Wire Reinforcement

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

1.2 SUBMITTALS

The contractor shall submit, for information only, 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.

1.3 DELIVERY AND STORAGE

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

2.1 DOWELS

Dowels shall conform to ASTM A 675, Grade 80. Steel pipe conforming to ASTM A 53, Schedule 80, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar.

2.2 Weldable Reinforcing Bars

Provide weldable reinforcing bars that conform to ASTM A706 and ASTM A615, and Supplement S1, Grade 60, except that the maximum carbon content must be .055 percent

2.2.1 Epoxy- Coated Reinforcing Bars

Provide epoxy-coated reinforcing bars that conform to ASTM A934, Grade 60.

2.3 REINFORCING STEEL

Reinforcing steel shall be deformed bars conforming to ASTM A615, grades and sizes as indicated.

Cold drawn wire used for spiral reinforcement shall conform to ASTM A1064.

2.4 WELDED WIRE FABRIC

Welded wire fabric shall conform to ASTM A1064.When directed by the Contracting Officer for special applications, use weld wire reinforcing conforming to ASTM A884.

2.5 WIRE TIES

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

2.6 SUPPORTS

Bar supports for formed surfaces shall be designed and fabricated in accordance with ACI SP-66 and 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 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.

2.7 Fiber-Reinforced Concrete

Provide fiber reinforced concrete in accordance with ASTM C1116 Type III, synthetic fiber reinforced concrete. Fibers shall be monofilament polypropylene fibers. Use a minimum of 1.5 lbs. per cubic yard of concrete. Add fibers at the batch plant.

3.1 1 REINFORCEMENT

Reinforcement shall be fabricated to shapes and dimensions shown and shall conform to the requirements of 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.

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.

3.2 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.

SECTION 03 30 00 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 in the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 211.1 (1991; R2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 301 (2010; Errata 2011) Specification for Structural Concrete ACI 304R (2000;

R2009) Guide for Measuring, Mixing, Transportation, and Placing Concrete

ACI 347 (2004) Guide Specification for Formwork for Concrete

ACI SP-2 (2007) Guide for Concrete Inspection ACI/MCP-2 (2014) Manual of

Concrete Practice Part 2:

ACI 224R-01 to 313R-97

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A1064 (2013) Standard Specification for Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete

ASTM A496 (2007) Standard Specification for Steel Wire, deformed, for Concrete

ASTM A497 (2007) Standard Specification for Steel Welded Wire Fabric, Deformed, for

Concrete Reinforcement

ASTM A615 (2014) Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

ASTM A82 (2007) Standard Specification for Steel Wire, Plain, for Concrete Structural

Concrete

ASTM A934 (2013) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcement Bars

ASTM C1077 (2014) Standard Practice for Laboratories

Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

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

ASTM C 1116 (2010a) Standard Specification for Fiber Reinforced Concrete and Shotcrete

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

ASTM C150 (2012) Standard Specification for Portland Cement

ASTM C1602 (2012) Standard Specification for Mixing Water Used in Production of

Hydraulic Cement Concrete

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

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

ASTM C33 (2013) Standard Specification for Concrete Aggregates

ASTM C78 (2012; E2013) Standard Test Method for Flexural Strength of Concrete (Using

Simple Beam with Third-Point Loading)

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

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

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

D1751 (2004; E2013;R2013) Standard Specification for Performed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R2013) Standard Specification for Preformed Sponge Rubber Cork and

Recycled PVC Expansion

ASTM D1854 (2002) Jet-Fuel-Resistant Concrete Joint Sealer, Hot-Applied Elastic Type

ASTM D6690 (2012) Standard Specification for Joint Sealant and Crack Sealants, Hot

Applied, for Concrete and Asphalt Pavements

ASTM E329 (2014a) Standard Specifications for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

CORPS OF ENGINEERS (COE)

COE CRD-C572 (1974) COE Specification for Polyvinylchoride Waterstop

COE CRD-C573

(1974) COE Specification for Polyvinylchoride Waterstop

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Am-1; Notice 1) Sealant, Joint, Two-Component, Jet –Blast-

Resistant, Cold-Applied; for Portland Cement Concrete Pavement

GEORGIA DEPARTMENT OF TRANSPORATION (GDOT)

2013 Standard Specifications for Construction

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS-1 (2011) Product Standards

1.2 SUBMITTALS:

The contractor shall submit, for information only, the following:

1.2.1 Instructions and Certificate FIO

a. Liquid Membrane-Forming Compounds

1.2.2 Test Data

a. Concrete Strength. One set of 2 test cylinders to determine 7 and 28 days compressive strength shall be made. A minimum of one test per day for each day concrete is placed and for each 100 cubic yards placed is required.

1.2.3 Mix Design

a. Design: Contractor shall submit a mix design for each strength and type of concrete to be used.

Strength used under this contract shall be 3500 PSI and/or 700 Flex.

1.3. DELIVERY, STORAGE AND HANDLING

Follow ACI 301, ACI 304R and ASTM A934 REQUIRMENTS and recommendations. Do not deliver concrete until vapor retarder, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Protect materials from contaminants such as grease, oil and dirt. Do not store concrete curing compounds or sealers in occupied spaces.

1.3.1 Reinforcement:

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground.

Protect from contaminants such as grease, oil and dirt. Ensure that bar size can be accurately identified after bundles are broken and tags removed.

2.1 MATERIAL FOR FORMS

Provide wood, plywood, or steel. Use plywood or steel forms where smooth form finish is required.

2.1.1 Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes or other surface defects. Provide plywood that complies with NIST PS 1, B-B concrete form panels or better or AHA A135.4, hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood

Provide plywood that conforms to NIST PS 1, B-B, concrete form, not less than 5/8 inch thick.

2.1.2 Steel Forms

Provide steel form surface that do not contain irregularities, dents, or sags.

2.2 FORM TIES AND ACCESSORIES:

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 2 inches from exposed surface. Do not use wire alone. Form ties and accessories shall not reduce the effective cover of the reinforcement.

2.2.1.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572.

2.2.1.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C-513.

2.3 READY-MIXED CONCRETE:

Provide concrete that meets the requirements of ASTM C94. Ready–mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. Provide delivery tickets with the following information in addition to that required by ASTM C94.

Type and brand cement

Cement and complementary cementitious materials content in 94-pound bags per cubic yard of concrete.

Maximum size of aggregate. Amount and brand of admixtures. Total water content expressed by water cementitious material ration.

2.4 Flexural Strength Concrete

Specified flexural strength, for concrete shall be 700 PSI, at 28 days, as determined by test made in accordance with ASTM C78 and cured in accordance with ASTM C192.Maximun allowable water-cementitious material ratio is 0.45. The water-cementitious material ratio will be the equivalent water-cement ratio as determined by conversion from weight ratio of water to cement plus SCM by the mass equivalency method described in ACI 211.1. The total air-entrained with a total air content of 4 plus or minus 1.5 percentage points, at the point of placement. Air content shall be determined in accordance with ASTM C231. The maximum allowable slump of the concrete at point of placement shall be 2 inches for pavement construction with fixed forms. For slip formed pavement, at the start of the project, select a maximum allowable slump which will produce in-place pavement meeting the specified tolerances for control of edge slump.

2.5 MATERIALS

2.5.1 Cementitious Materials

General construction use ASTM C 150 Type I or II. Type III when high early strength is required.

2.5.1 Water:

Water must comply with the requirements of…