711Reinforcement and Wire Rope

711.01 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcing and Wire

Rope - General . All reinforcement used in concrete construction, unless otherwise specified in the plans, shall conform to the provisions and requirements hereinafter set out. When incorporated into the work, reinforcement shall be reasonably free of dirt, paint, oil, grease, loose-thick rust, or other foreign substances and, when deemed necessary, shall be cleaned to the satisfaction of the Engineer. Tight-thin rust or powdering rust shall not be cause to require cleaning. Reinforcement that has rusted sufficiently to cause it to fail to meet specified physical proper ties or prestressing strands di splaying pits visible to the naked eye shall be rejected.

711.02 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcing .

711.02.1 Deformed and Plain Ca rbon-Steel Bars for Concrete . Cut lengths and coils

of reinforcing steel rebar shall conform to the requirements of AASHTO M 31. Concrete reinforcing shall meet or exce ed Grade 60 in AASHTO M 31. Bars shall be fabricated as indicated on th e plans; shall be cold-bent, unless otherwise permitted, to the shapes shown on the plans or as directed; and shall be bent prior to being wholly or partially embedded in concrete. Unless otherwise authorized or provided on the plans, bends or hooks shall not be fabricated to a smaller diameter than that indicated for the bend test. Rail steel bars shall be bent to the specified shapes at the mill or fabricating plant.

711.02.2 Welded Deformed St eel Bar Mats for Concrete . Welded deformed steel bar

mats for concrete pavement reinforcement shall meet or exceed Grade 60 billet steel according to AASHTO M 31 and shall confor m to the requirements of AASHTO M 54.

711.02.3 Steel Welded and Non-Welded Wire Reinforcement, Plain and Deformed,

for Concrete . Welded or non-welded concrete reinforcing wire, plain or deformed or a combination thereof, sh all meet the following.

711.02.3 1--Plain Steel Wire . Plain steel wire shall conform to the requirements of

AASHTO M 55.

711.02.3 2--Deformed, Welded Steel Wire . Deformed, welded steel wire shall conform

to the requirements of AASHTO M 221.

711.02.3 3--Deformed Steel Wire . Deformed steel wire shall conform to the requirements

of AASHTO M 225.

711.02.4 Dowel Bars and Marginal Bars . Unless otherwise indicated, dowel bars used

to span transverse joints and marginal bars shall be plain round bars. The bars shall meet or exceed, AASHTO M 31, Grade 60. Before installation, each dowel bar shall be painted with one coat of industrial grade zinc base primer, epoxy or other approved rust inhibitive primers. One half of each dowel bar shall be greased with a heavy grease equivalent to 600W or cup grease to prevent bonding with concrete. The gr eased end is to be inserted into the dowel bar sleeve described in the following paragraph. Sleeves for dowel bars shall be metal or plastic of an approved design, mortar-tight, of sufficient strength to prevent collapse, and at least two inches in length. A suitable stop shall be provided in the sleeve to permit movement of the dowel bar within the sleeve of not less than the thickness of the expansion filler used. Dowel bars shall be free from burring or othe r deformations restricting slippage in the concrete. 711.02.5--Tie Bars . Unless otherwise indicated, tie bars used to span longitudinal joints shall be deformed bars, billet steel, meeti ng the requirements set forth in Subsection

711.02 1.

711.02.6 Cold-Drawn Steel Wire . Cold-drawn steel wire shall conform to the

requirements of AASHTO M 32.

711.02.7 Supports for Bar Reinforcement . Metal bar supports shall be fabricated from

stainless steel wire conforming to ASTM A 493, 16% chromium minimum, or cold-drawn wire with a minimum of 1/2 inch of the heig ht of the leg above the form surface protected by one of the following:

711.02.8 Epoxy Coat ed Bar Reinforcement. All reinforcement bars required to be

epoxy coated shall conform to the requirements of ASTM A 775. The Contractor shall furnish written certification that the coated reinfo rcing bars were cleaned, coated and tested in accordance with the speci fications and ASTM A 775.

711.02.9 Corrosion Resistant Reinforcement. Corrosion Resist ant Reinforcement

(CRR) bars shall conform to the requirements of ASTM A 1035 CS, Grade 100 deformed bars.

711.02.10 Blank.

711.02.11 Stainle ss Steel Reinforcement . When indicated or specified, hot rolled

deformed stainless steel reinforcement bars shall be in accordance with ASTM A 955, Grade 60 meeting one of the following UNS Designations: S24100, S30400, S31653, or S31803.

711.03 Reinforcement for Prestressed Concrete .

711.03.1 Pretensioning Reinforcing .

711.03.1 1--Steel Strand, Uncoated Seven-Wire for Concrete Reinforcement . Steel

uncoated seven-wire used in pretensioned and post-tensioned prestress concrete construction shall conform to the requirements of AASHTO M 203.

711.03.1 2--Uncoated St ress-Relieved Steel Wire for Prestressed Concrete . Uncoated

stress-relieved round, high carbon steel wire for prestressed linear concrete construction shall conform to the requir ements of AA SHTO M 204.

711.03.2 Posttens ioning Reinforcing .

711.03.2 1--Bars . Bars for posttensioning shall be of high tensile strength steel. They

shall be equipped with wedge-type anchorages that will develop the minimum specified ultimate bar stress on the nominal bar area. The minimum physical properties of the bar steel and the stress-strain curve determined by static tensile tests, shall conform to the following: Stress at 0.3% elonga tion, psi -------------------------------------------------- 75,000 Stress at 0.7% elonga tion, psi ------------------------------------------------- 13 0,000 Ultimate stress, psi -------------------------------------------------------------- 145,000 Elongation in 20 di ameters, % -------------------------------------------------------- 4 Modulus of elasticity, psi -------------------------------------------------- 25,000,000 The diameter tolerance of the bar steel shall be from -0.010 to +0.02375 inch.

711.03.2 2--Parallel Wire Assemblies . Wire assemblies for post-tensioning shall consist

of parallel wires of the number and size show n on the plans. Wires shall conform to the requirements of AASHTO M 204.

711.03.3 Anchorages for Post-Tensioned Tendons.

711.03.3 1--For Bars . Wedge-type anchorages shall be used for bars. The wedge device

shall develop the minimum ultimate streng th specified for the nominal bar area. Wedge anchorages shall bear against anchor plates fabricated of hot-rolled steel having physical characteristics not less than that spec ified for No. 104 of American Iron and Steel Institute (AISI) Specifications.

711.03.3 2--For Parallel Wire Assemblies . Wedge or direct-bearing type anchorage shall

be used, generally. The anchorage device shall be capable of developing the ultimate strength of the total number of wires anchored. Conical type anchorages shall be embedded within the ends of the concrete members un less otherwise specified. Anchorages shall generally bear against grids of reinforcing steel of approved type.

711.03.3 3--Alternate Anchorage Types . Alternate anchorage types conforming to the

general physical requirements for wedge or direct-bearing type anchorages will be permitted. All anchorage types shall develop the specified ultimate strength of the reinforcing tendons, or the allowable stress of the tendon will be based on the anchorage strength. As a specific exception, threaded anchorages not on upset or oversize reinforcing ends will not be considered for approval. Any alternate type anchorage, before being considered, will be required to show evidence of being capable of withstanding at least 3,00 0,000 cycles of twice the maximum live load stress variation.

711.03.4 Tests for P restressing Reinforcing . The Engineer shall be furnished with three

certified copies of test results for all tests sp ecified below. These tests shall be performed by the manufacturer or a recognized commercial laboratory at no additional cost to the State. The Engineer or Engineer’s representative shall have the privilege of witnessing any or all tests.

711.03.4 1--Strand . The physical characteristics of strand shall be determined in

accordance with AASHTO M 203.

711.03.4 2--Bars .

711.03.4 2.1--Proof Test . During manufacture, each bar shall be proof tested to a

minimum stress of 130,000 psi.

711.03.4 2.2--Static Test . From each mill heat, one static test shall be made on an

assembled bar and anchorage to determine th e physical properties of the steel and the assembly. Such physical properties shall conform to the minimum physical properties hereinbefore specified.

711.03.4 3--Wires and Wire Anchorages . One static test shall have been made from each

five coils received, except that at least on e static test shall have been made for each shipment. For each 500 anchorages received, or fraction thereof, one anchorage assembly shall have been tested statically to destruction.

711.04 Synthetic Structural Fiber. The synthetic structural fibers shall be approved for

listing in the Department’s APL prior to use. The synthetic structural fibers shall be added to the concrete and mixed in accordance with the manufacturer’s recommended methods.

711.04.1 Material Properties. The fibers shall meet the requirements of ASTM C 1116,

Section 4.1.3. The fibers shall be made of polypropylene, polypropylene/polyethylene blend, nylon, or polyvinyl alcohol (PVA).

711.04.2 Minimum Dosage Rate. The dosage rate shall be such that the average residual

strength ratio ( R 150,3.0) of fiber reinforced concrete b eams is a minimum of 20.0 percent when the beams are tested in accordance with AS TM C 1609. The fiber manufacturer shall have the fi bers tested by an acceptable, independent laboratory acceptable to the Department and ap proved and in good standing with a Cement and Concrete Reference Laboratory (CCR L), or AASHTO accredited laboratory and approved to perform AASHTO T 22, T 97, and R 39. The laboratory shall test the fibers following the requirements of ASTM C 1609 in a minimum of three (3) test specimens cast from the same batch of concrete, molded in 6 x 6 x 20-inch standard beam molds meeting the requirements of AASHTO T 23. The beams shall be tested on an 18-inch span. The tests for R 150,3.0 shall be performed when the average compressive strength of concrete used to cast the beams is between 3500 and 4500 psi. The tests for compressive strength shall follow the requirements of AASHTO T 22. The average compressive strength shall be de termined from a minimum of three (3) compressive strength cylinders. The value for R150,3.0 shall be determined using the following equation: 10 . 3 , 150 0 . 3 , 150 ffR The residual flexural strength (0 . 3 , 150f ) shall be determined using the following equation: 20 . 3 , 150 0 . 3 , 150d bL Pf where: 0 . 3 , 150f is the residual flexural strength at the midspan deflection of L/150, (psi), 0 . 3 , 150P is the residual load capacity at the midspan deflection of L/150, (lbf), L is the span, (in), b is the width of the specimen at the fracture, (in), and d is the depth of the specimen at the fracture, (in). For a 6 x 6 x 20-inch beam, the 0 . 3 , 150P shall be measured at a midspan deflection of 0.12 inch. Additionally, 0 . 3 , 150R , 0 . 3 , 150f , and 0 . 3 , 150P may also be referred to as 150 150R , 150 150f, and 150 150P respectively. At the dosage rate required to achieve the minimum R150,3.0 , the mixture shall both be workable and the fibers shall not form clumps. The manufacturer shall submit to the State Mate rials Engineer certified test reports from the independent laboratory showing the test results of each test specimen.

711.04.3 Job Control Requirements. The synthetic structural fibers shall be one from

the Department’s APL. At the required dosage rate, the mixture sha ll be workable and the fibers shall not form clumps to the satisfaction of the Engineer. If the mixture is determined by the Engineer to not be workable or have clumps of fibers, the mixture may be rejected. SECTION 7l2 - FENCE AND GUARDRAIL

712.01 General . Each of the several items included under this section shall be of the

design, shape, size, and dimensions shown on the plans or set out in these specifications. The connections with all intersecting fences, bridges, and culvert headwalls shall be as shown on the plans. 712.02--Barbed Wire . Barbed wire shall conform to the requirements of AASHTO M 280. In the coastal counties of Hancock, Harrison, and Jackson, Coating Type Z Class 3, Coating Type ZA Class 80, or Coating Type A shall be furnished. Coating Type Z Class 1, Coating Type ZA Class 40, or Coating Type A or superior corrosion resistant coating system shall be furnished for all other areas of the State.

712.03 Metallic-Coated, Steel Woven Wire Fence Fabric . Woven wire fencing shall

conform to the requirements of AASHTO M 279 . In the coastal counties of Hancock, Harrison, and Jackson, Coating Type Z Class 3, Coating Type ZA Class 80, or Coating Type A shall be furnished. Coating Type Z Class 1, Coating Type ZA Class 40, or Coating Type A or superior corrosion resistant coating system shall be furnished for all other areas of the State.

712.04 Chain Link Fence . Details will be shown on the plans or in the special provisions.

Chain link fence shall conform to the requirements of AASHTO M 181 and have hardware designed to support fabric in a vertical, taut position. This specification covers fences and gates that comprise of chain link fence fabric, posts, rails, tie wire, tension wire, bands, bards, rods, fittings and other hardware. The Contractor shall furnish the Engineer with manufacturer's or fabricator's test results and other data certifying that materials furnished for construction of all types of chain link fence comply with the requirements set out in these specifications. The Engineer reserves the right to retest all materials.

712.04.1 Fabric. In the coastal counties of Hancock, Harrison, and Jackson, Type I

Class D or Type II, Type III, and Type IV fabrics that provide a superior corrosion resistance coating systems to Type I Class D sh all be furnished. Type I Class C or Type II, Type III, and Type IV fabrics that provide a superior corrosion resistance coating systems to Type I Class C shall be furnished for all other areas of the State. Section 712 Section 712

712.04.2 Tie Wire . Tie wire shall be of the same material as the fencing wire being

used, shall be of good commercial quality, and shall meet the requirements of AASHTO M 181. In the coastal counties of Hancock, Harrison, and Jackson, Type I Class 3 or Type II, Type III, and Type IV tie wire th at provide a superior corrosion resistance coating systems to Type 2 Class 3 shall be fu rnished. Type I Class 1 or Type II, Type III, and Type IV tie wire that provide a superior corrosion resistance coating systems to Type I Class 2 shall be furnished for all other areas of the State. Aluminum-coated tie wire shall meet AASHTO M 181 Section 25 – Mass of Coating (Tension Wire).

712.04.3 Tension Wire. Tension wire shall be of the same material as the fencing wire being used, shall be of good commercial quality, and shall meet the requirements of

AASHTO M 181. In the coastal counties of Hancock, Harrison, and Jackson, Type I Class 3 or Type II, Type III, and Type IV tension wires that provide a superior corrosion resistance coating systems to Type 2 Class 3 sh all be furnished. Type I Class 1 or Type II, Type III, and Type IV tension wires that provide a superior corrosion resistance coating systems to Type I Class 2 shall be fu rnished for all other areas of the State. Aluminum-coated tension wire shall meet AASHTO M 181 Section 25 – Mass of Coating (Tension Wire).

712.04.4 Metal Posts,

Rails, Tie Wire, Tension Wire, Bands, Barbs, Rods, Fittings And Other Hardware. Details for these items will be shown on the plans or in the special provisions. These other components of fence system shall conform to the requirements of AASHTO M 181 and ASTM F 1083 and/or ASTM F 1043. This includes round steel post, method of manufacture, pipe size and weight, pipe strength, protective coatings, steel tee post, steel H- beam post, and gate frames. Protective corrosion resistance coating systems sh all meet AASHTO M 181 Grade 2.

712.04.5 Steel Fence Post and Assemblies, Hot-Wrought . Steel tee posts, tee,

channel or U, Y-Bar, H-Post and angle shapes shall meet the requirements of AASHTO M 281, galvanized in accordance with the requirements of AA SHTO M 111, unless otherwise specified in the contract. Acceptan ce of the steel posts shall be by certification from the manufacturer, producer, supplie r, or fabricator , as applicable.

712.04.6 Aluminum-Alloy Posts and Assemblies . Round aluminum-alloy posts shall

meet the requirements of ASTM B 241, Alloy 6061, T6. Aluminum-Alloy H-Beam posts shall meet the requirements of ASTM B 221, Alloy 6061, T6.

712.04.7 Formed Steel Section Posts. Formed steel section posts, "C" sections, shall

be formed from sheet steel conforming to ASTM A 1011, Grade 45, and shall be galvanized in accordan ce with ASTM A 123.

712.05 Fence Posts and Braces . Temporary silt fence post shall be accepted by

certification based on manufacturer’s requirements based on industry standards for road construction.

712.05.1 Treated Timber Posts and Braces .

712.05.1 1--General . All wood posts and braces shall be Southern Pine and shall be

furnished in the sizes shown on th e plans or as otherwise specified. Insofar as practicable, each charge shall cons ist of pieces approximately equal in size, Section 712 Section 712 moisture, and sapwood content into which approximately equal quantities of preservative can be injected. Each layer of material shall be separated at each end, and at the center when necessary, by strips at least 3/8 inch in thickness. All wood posts and braces sha ll be treated in accordance with American Wood Protection Association (AWPA) Standard Specifications for Highway Construction, except the type of preservative shall conform to Subsection 718. 04. Only one type of preservative shall be used for the treatment of materials for any one class of construction on a project, unless otherwise specified. Posts and braces will not be accepted for use unless they have been inspected by an authorized representative of the Department and found to be satisfactory both before and after treatment. Inspection prior to treatme nt may be waived by the State Materials Engineer when the preservative will be pentachlorophenol or chromated copper arsenate. Inspection for conforma nce to these specifications will be conducted in accordance with Department SOP. Borer cores for determining the amount of preservative retained and the penetration of preservative will be obtained in accordance with Standard M2. The test method for determining the amount of preservativ e retained will be either as specified in AWPA or Mississippi Test Methods. All borings shall be taken at the center of the narrow side of the piece. Test holes shall be plugged with treated plugs. If 20% or more of the borings from a charge of treated material fail to meet the penetration requirements, the entire charge shall be rejected and subject to retreatment. If upon retreatment, the material meets the penetration requirements it will be accepted provided all other characteristics conform to the specifications. Only one retreatment will be permitted, and any apparent damage due to retreatment shall be cause for rejection. The Department shall be notified sufficiently in advance of treating the material so that an inspector may be furnished at the plant to inspect the material and the treatment of same. All materials and processes used in the manuf acture of the materials shall be subject to inspection. The plant shall be equipped with the necessary gauges, thermometers, appliances, and facilities to enable the inspector to determine the conditions at all stages of the treatment and to satisfy th e inspector that the requiremen ts of the specifications are fulfilled. The manufacturer shall also provide the apparatus and chemicals necessary for making tests at the plant as required by the Department. All equipment, apparatus, etc., shall be maintained in proper and satisfactory condition for use at all times.

712.05.1 2--Round Posts . Unless otherwise indicated, wood line posts shall be round,

shall be cut from sound and solid trees, and shall be free from short or reverse bends in more than one plane. A straight line from center of tip to center of butt shall not deviate outside the post. Posts shall be free of ring shake, season cracks more than 1/4 inch wide, splits in the end, and unsound knots. Sound knots will be permitted provided the width of the knot does not exceed 1/3 the diameter of th e post at the point where it occurs. Groups of knots or any combination of defects impairing the strength more than the maximum size knot will not be permitted. The posts shall show not less than three annual rings per inch, and not less than 30 % of summer wood. The size of round posts will be specified in ev en inches of diameter at the top (smaller) end and shall not vary more than ½ inch from th e specified diameter - i.e., nominal four-inch posts may vary between 3½ inches and 4½ inches, and nominal six-inch posts may vary between 5½ inches and 6½ inches. This diameter shall be determined from the Section 712 Section 712 circumference after peeling. In the case of ovate (not true round) posts, the maximum diameter shall not be more than 20 percen t greater than the minimum diameter, direct measure. The maximum allowable increase of di ameter at the butt sha ll be at the rate of 1½ inches in 10 feet. A tolerance of ±2 in ches will be allowed in the specified length. Prior to treatment, round posts shall be machine peeled for their full length, with all bark and inner skin removed and all knots or proj ections trimmed flush with the surface of the surrounding wood. The ends shall be sawed square. Treatment shall be in accordance with AWPA Standard C14.

712.05.1 3--Sawed Posts . Sawed fence posts shall conf orm to the shape and nominal

dimensions shown on the plans. They shall be No. 1 or better, graded in accordance with American Lumber Standards. Treatment w ill be in accordance with AWPA Standard Specifications for Highway Construction. 712.05.1.4--Sawed Braces . Sawed braces shall conform to the shape and nominal dimensions shown on the plans. They shall be No. 1 or better, graded in accordance with American Lumber Standards. Treatment w ill be in accordance with AWPA Standard Specifications for Highway Construction.

712.05.2 Blank.

712.05.3 Concrete Posts.

712.05.3 1--Manufacture . Concrete posts shall be manufactured in accordance with the

details shown on the plans and shall conform to the requirements hereinafter set forth. Posts shall receive a Class 1 finish as noted in Subsection 804.03.19. Where indicated on the plans, holes and bolts shall be accurately cas t in the members at the time of pouring. Posts shall be cured at least seven days. 712.05.3.2--Materials . The materials used in the manufacture shall conform to the following:

712.05.3 3--Strength Requirements . The strength of concrete posts shall be determined

by the beam method. When loaded at the midpoint of an 18-inch span with three edge bearing, the unit shall develop at least 6,000 pounds total load for a four-inch by four-inch post, or 12,000 pounds total load for a six-inch by six-inch post. Two specimens will be tested for each 200 posts - one to destruction and one to the ultimate load specified above.

712.06 Guard and Guardrail Posts .

712.06.1 General . Unless otherwise specified, guard posts may be wood, steel, or

Section 712 Section 712 concrete, and guardrail posts may be either wood or steel. All guard and guardrail posts materials shall conform to the dimensions and requirements as shown on the plans or as set out in these specifications.

712.06.2 Treated Wood Posts . Treated wood posts sha ll conform to the size and

dimensions as shown on the plans and as hereinafter specified.

712.06.2 1--Square Posts . All square posts shall be inspected in accordance with Section

718 except that the posts may be rough and shall be within ±3/8" of the dimensions shown on the plans. Treatment will be in accordance with AWPA Standard Specifications for Highway Construction.

712.06.2 2--Round Posts . All round posts shall be inspected and treated in conformity

with Subsection 712.05.1 and shall be of the shape and dimensions as shown on the plans. 712.06.3--Concrete Posts. Concrete posts shall conform to the requirements of Subsection

712.05 3.

712.06.4 Steel Posts . Steel posts shall be of the sectio n and length as shown on the plans

and shall conform to the re quirements of ASTM A 36. The posts shall be galvanized or shop-painted as specified.

712.06.5 Treated Wood Blocks for Use with Metal Guardrail Posts. Treated wood

blocks for use with metal guardrail posts shall be within ±3/8-inch of the size and dimensions shown on the plans, except that a minus tolerance shall not be allowed for the slotted width in which the metal post must fit. Preservative treatment shall be in accordance with AWPA Standard Specifications for Highway Construction. The blocks must be obtained from approved manufacturers listed on Department’s APL for suppliers of treated wood products. The ma nufacturer’s approval will be based on their Quality Control Program for material certification. The manufacturer shall employ a certified material grader and treatment inspect or who will be responsible for grading and inspecting the treated material. The inspector ’s certification shall be from an approved industrial organization such as AWPA, SP IB or American Lumber Standard. The manufacturer’s certification shall be based on satisfactory grading, dimensional measurements, and treatment results. The manufacturer shall provide the Contractor two copies of their material certification and tr eatment report for each charge of material delivered. Also, a copy of these documents sha ll be mailed to the State Materials Engineer for all blocks shipped for use on Department projects. The manufacturer shall brand each bloc k with the following information:

712.07 Metal Rail . Metal rail for guardrail shall conform to the requirements of

AASHTO M 180 and as specified on the plans.

712.08 Timber Rail . Timber rail shall conform to the requirements of Section 718 and

as specified on the plans.

712.09 Guardrail Hardware . Guardrail hardware such as bolts, nuts and washers shall

conform to the requirem ents of ASTM A 307 except specifi ed bolts, as shown on the plans, shall meet the requirements of ASTM A 325 or AASHTO M 164. Galvanizing may be hot-dipped or by a mechanical method all in accordance with ASTM A 153, except for method of coating.

712.10 Box Beam Rail . Steel beam rail elements shall conform to the requirements of

ASTM A 500 or ASTM A 501 and shall be galv anized after fabrication in accordance with AASHTO M 111. When corrosion resistant st eel rail elements are specified, rail elements shall be made of steel meeting the dimensi onal and mechanical requirements of ASTM A 500 or ASTM A 501, shall have an atmospheric corrosion resistance approximately two times that of carbon structural steel with copper, and shall not be painted or galvanized. Posts shall conform to Subsection 712.06 and hardware to Subsection 712.09.

712.11 Guardrail Cable and Anchorage . Cable shall meet the requirements of

AASHTO M 30 for Type II wire rope. The anchor rod shall be fabricat ed of steel conforming to the requirements of ASTM A 36. The eye may be drop forged or formed with a full penetration weld and shall develop 100 percent of the rod strength. The swaged fitting and stud assembly shall be of steel conforming to the requirements of ASTM A 576, Grade 1035 and shall be annealed and suitable for cold swaging. The fitting shall be galvanized in accordance with ASTM A 123 before swaging. The studs shall conform to the requirements of ASTM A 449 and shall be galvanized as set forth for guardrail hardware. The swaged fitting, stud and nut shall develop the breaking strength of the wire rope. Three certified copies of the manufacturer's certificate attesting to the strength of the swage fittings shall be furnished to the State Materials Engineer.

712.12 Gates .

712.12.1 Slatted Aluminum Gates . Slatted aluminum gates shall be of the design and

dimensions as shown on the plans. Members, parts, and accessories shall be formed of an aluminum alloy having a high resistance to corrosion. Minimum nominal thickness of Section 712 Section 712 members shall be 0.051 inch for horizontals and 0.040 inch for diagonals and verticals. Aluminum gates shall be tightly riveted cons truction and after erectio n shall not show any sag or warp. The gates shall be equipped with satisfactory hinge supports and latch or aluminum chain with steel snap.

712.12.2 Galv anized Ferrous Metal Gates . Galvanized ferrous metal gates shall be of

the design and dimensions as shown on the plans. The gates shall be fabricated from 24- gauge or heavier metal with rigid construction, and after erection the gates shall not show any sag or warp. Steel sheets used in fabricating gates shall be hot dip galvanized in accordance with ASTM A 653, G 60 Coating Designation.

712.12.3 Aluminum-Zinc Alloy Coated Metal Gates . Aluminum-zinc alloy metal gates

shall be of the design and dimensions as shown on the plans. The gates shall be fabricated from 24-gauge or heavier metal with rigid construction, and after erection the gates shall not show any sag or warp. Steel sheets used in fabricating gates shall be coated with an aluminum-zinc alloy by the hot-dip process. The coating shall have a nominal chemical composition of 55.0% aluminum, 43.4% zinc and 1.6% silicon. The chemical analysis of the coating shall agree with the nominal composition within ±3% for aluminum and zinc, and within ±0.5% for silicon. The minimum weight of coating shall be 0.5 ounce per square foot total both sides when tested in accordance with AASHTO T 65.

712.12.4 Aluminum Coated Metal Gates . Aluminum coated metal gates shall be of the

design and dimensions as shown on the plans. The gates shall be fabricated from 24-gauge or heavier metal with rigid construction, and af ter erection shall not show any sag or warp. Steel sheets used in fabricating gates shall be co ated with aluminum by the hot-dip process. The coating shall meet the chemical requi rements of AASHTO M 274. The minimum weight of coating shall be 0.4 ounce per square foot total on both sides when tested in accordance with AASHTO T 213.

712.12.5 Fabric Filled Gates . The gate frame shall be constructed from pipe meeting the

requirements of ASTM F 1083, Schedule 40, and to the design and dimensions as shown on the plans. All connections shall be welded and watertight. The entire frame shall be hot dip galvanized after welding.

712.12.6 Acceptance Procedure . The Contractor shall furnish the Engineer three copies

of the manufacturer's certification attesting that the gates furnished comply with the requirements of the contract.

712.13 Blank.

712.14 Blank.

712.15 Staples . Unless otherwise specified, staples shall be made of 9-gauge galvanized

steel wire and shall be of the shape and size shown on the plans. The galvanizing shall be commercial quality uniformly applied zinc coating.

712.16 Other Tie Wire, Fence Post, Metal Posts, Rails, Tension Wire, Bands, Barbs,

Rods, Fittings and Other Hardware. Unless otherwise specified, these products shall meet the requirements of Subsection 712.04. Section 713 Section 713 SECTION 7l3 - CONCRETE CURING MATERIALS AND ADMIXTURES

713.01 Curing Materials . Concrete curing agents, including water and earth, shall be

free of any ingredients that may damage or be detrimental to the concrete. Such agents, unless otherwise specified, shall conform to the requirements hereinafter set forth. 713.01.1--Burlap Cloth . Burlap to be used for curing concrete shall conform to the requirements of AASHTO M182. Class 3 burlap shall be used by placing one or two layers as required. The substitution of other classes may be made, provided their comb ined weight will equal or exceed the weight required.

713.01.2 Liquid Membrane Compound . Membrane-forming compound for curing

concrete shall conform to the requirements of ASTM C 309. Unless otherwise specified, only Type 2, White Pigmented, will be permitted for use. Type 1-D compound may be used on bridge rails, median barriers, and other structures requiring a spray finish. When Type 1-D com pound is used, it will be the responsibility of the Contractor to assure that the compound has dissipated from the structure prior to applying the spray finish and that the spray finish adheres soundly to the structure. The use of liquid membrane for curing concrete surfaces that require a rubbed finish or faces of construction joints will not be permitted.

713.01.3 Polyethylene Sheeting . White polyethylene sheeting shall conform to the

requirements of ASTM C 171 for white opaque polyethylene film. 713.02--Admixtures for Concrete . Air-entraining admixtures used in hydraulic cement concrete shall comply with AASHTO M 154 . Set-retarding, and/or water-reducing admixtures shall comply with AASHTO M 194. Water-reducing admixture shall meet the minimum requirements for Type A. Set-retarding admixtures shall meet the minimum requirements for Type D. Admixtures pr oviding a specific perfo rmance characteristic(s) other than those of water reduction or set retardation shall meet the minimum requirements for Type S. For admixtures meeting the requirements for Type S, the manufacturer shall provide data to substantiate the specific performance characteristic(s) to the satisfaction of the State Materials Engineer. In order to obtain approval of an admixture, certified test reports, made by an acceptable independent laboratory approved and in good standing with the Cement and Concrete Reference Laboratory (CCRL) or AASHTO accredited laboratory, which show that the admixture meets all the requirements of th e applicable AASHTO Standard Specification, shall be furnished to the State Materials Engineer. The Department reserves the right to sample, for check tests, any shipment or lot of admixture delivered to a project. The Department reserves the right to require tests of the material to be furnished, using the specific cement and aggregates proposed for us e on the project, as suggested in AASHTO Section 713 Section 713 M 154 and outlined in AASHTO M 194. After an admixture has been approved, the Contractor shall submit to the State Materials Engineer, with each new lot of material shipped, a certifica tion from the manufacturer in accordance with the requirements of Subsection 700. 05.1 stating that the material is of the same composition as originally approved and ha s not been changed or altered in any way. The requirement in Subsection 700.05.1(b) is not required on the certification from the manufacturer. Failure to maintain compliance with any requirement of these specifications shall be cause for rejection of any previously approved source or brand of admixture. Admixtures shall only be used in accordance with the manufacturer’s recommended dosage range as set forth in the manufacturer’s approval request correspondence. When an admixture is used in hydraulic cement concrete, it shall be the responsibility of the Contractor to produce satisfactory results.

713.02.1 Source Approval. In order to obtain approval of an admixture, the

Producer/Suppliers shall submit to the State Ma terials Engineer the following for review: certified test reports, made by an acceptable independent laboratory regularly inspected by and approved and in good standing with the Cement and Concrete Reference Laboratory (CCRL) or AASHTO accredited laboratory, whic h show that the admixture meets all the requirements of the ap plicable AASHTO or Department Specification for the specific type and the dosage range for the sp ecific type of admixture.

713.02.2 Specific Requirements. Admixtures containing chlorides will not be permitted.

713.02.3 Acceptance. The Department reserves the right to sample, for check tests, any

shipment or lot of admixture delivered to a project. The Department reserves the right to require tests of the material to be furnished, using the specific cement and aggregates proposed for us e on the project, as suggested in AASHTO M 154 and outlined in AASHTO M 194. Failure to maintain compliance with any requirement of these specifications shall be cause for rejection of any previously approved source or brand of admixture. With each new lot of material shipped the Contractor shall submit to the State Materials Engineer, a notarized certifica tion from the manufacturer that show the material complies with the requirements of the applicable AASHTO or Department Specification. When an admixture is used, it shall be the responsibility of the Contractor to produce satisfactory results.

713.02.4 Waterproofing Admixture . This product is used as a waterproofing admixture

for cast in place concrete bridge d ecks and bridge deck topping. The Contractor shall submit to the State Ma terials Engineer the manufacturer’s product data and installation methods for each type of the products required to demonstrate the product complies with specifications. Section 713 Section 713 The materials shall be installed in accord ance with manufacturer's instructions. The waterproofing admixture shall be one listed on the Departments APL. Any retardation of set that occurs will depend upon the concrete mix design and the dosage rate of the admixture. SECTION 714 - MISCELLANEOUS MATERIALS

714.01 Water.

714.01.1 General . All water used shall be free from injurious quantities of oil, acid,

alkali, or vegetable matter; shall be reasonably clear; and shall not be brackish. If at any time water from source becomes of unsatisfactory quality or of insufficient quantity, the Contractor shall provide satisfactory water from some other source. Where the source of water is relatively shallow, the Engineer may require the intake to be enclosed so as to exclude silt, mud, grass, or other foreign materials. Requirements for impurities set out in these specifications are general maximums that may be used as a basis for acceptance. However, if the preliminar y analysis indicates that any of the specified limits for acidity or alkalinity, organic solids, or inorganic solids are exceeded, the water may be further tested as provided in Subsection 714.01.6 to determine its suitability for the purpose intended.

714.01.2 Water for Use in Concrete . Water used in mixing of concrete, mortar, and

grout shall be as set out above. In addition, the water shall not contain impurities in excess of the following limits: Acidity or alkalinity, calculated in te rms of calcium carbonate, % ----------------- 0.05 Total organic solid s, % ------------------------------------------------------------------- 0.05 Total inorganic so lids, % ---------------------------------------------------------------- 0.05 The tests for organic solids and inorganic solids may be waived by the State Materials Engineer on water samples from ponds, lakes, streams, rivers, and ditches in all except the following counties: Pearl River, Stone, George, Hancock, Harrison, and Jackson Counties.

714.01.3 Water for Use in Chemically Stabilized Base . Water used in the construction

of bases that contain cement, lime, or other chemical additive shall be as set out in Subsection 714.01.1 and, in addition, shall not contain impurities in excess of the following limits: Acidity or alkalinity, calculated in te rms of calcium carbonate, % ----------------- 0.05 Total organic solid s, % ------------------------------------------------------------------- 0.05 Total inorganic so lids, % ---------------------------------------------------------------- 0.20 The tests for organic solids and inorganic solids may be waived by the State Materials Engineer on water samples from ponds, lakes, streams, rivers, and ditches in all except the following counties: Pearl River, Stone, George, Hancock, Harrison, and Jackson Counties.

714.01.4 Water for Use in Granular Base . Water for use in granular bases may be