715.03 Concrete Piles. Concrete shall conform to section 552. Unless otherwise shown on the plans, the concrete shall be class A.

Billet steel and rail steel reinforcement bars shall conform to section 709.01. Prestressing reinforcement steel shall conform to subsection 709.03.

715.04 Steel Shells.

(a) Shells driven without a mandrel-Unless otherwise called for on the plans or in the special provisions, shells for cast-in-place concrete piles shall have a minimum 12'' diameter at cutoff and a minimum 8" diameter tip for tapered or step tapered piles and a minimum nominal diameter of 103⁄4 inch for constant diameter piles; made from not less than 7 gage plate stock conforming to AASHTO M183. Shells may be either spirally welded or longitudinally welded and may be either tapered or constant in section. Tips shall be sealed as noted on the plans.

(b) Shells driven with a mandrel-The shell may be of sufficient strength and thickness to withstand driving without injury and to resist harmful distortion and/or buckling due to soil pressure after being driven and the mandrel removed. Butt and tip dimensions shall be as called for on the plans or as set forth in the special provisions.

715.05 Steel Pipes. (a) Steel pipe to be filled with concrete shall conform to the requirements of ASTM A252, grade 2. Closure plates for closed end piles shall conform to the requirements of AASHTO M183. The supplier shall furnish a certificate of compliance. Conical points for pipe closure shall be reinforced at the tip to meet the requirements of ASTM A27.

(b) Unfilled Tubular Steel Piles shall conform to the requirements of Welded and Seamless Steel Pipe Piles ASTM A252, Grade 2, with Chemical Requirements meeting ASTM Designation A53, Grade B.

715.06 Steel H-Piles. Steel H-Piles shall be rolled steel sections of the weight and shape called for on the plans. They shall be structural steel meeting the requirements of AASHTO M183, provided that where the special provisions call for copper-bearing structural steel, the steel shall contain not less than 0.20 percent nor more than 0.35 percent of copper, except that steel manufactured by the acid-bessemer process shall not be used.

715.07 Sheet Piles. Steel sheet piles shall meet the requirements of AASHTO M202 (ASTM A328), or AASHTO M223. All other sheet piles shall meet the requirements prescribed above for the particular material specified. The joints shall be practically water-tight when the piles are in place.

715.08 Pile Shoes. Pile shoes shall be as called for on the plans.

715.09 Splices. Manufactured splices for H or Pipe piles shall be made from AASHTO M183 steel.

Section 716.—MATERIAL FOR TIMBER STRUCTURES

716.01 Untreated Structural Timber and Lumber. Structural timber, lumber, and piling shall conform to the requirements of AASHTO M168.

No boxed heart pieces of Douglas fir or redwood shall be used in outside stringers, floor beams, caps, posts, sills, or rail posts. Boxed heart pieces are defined as timber so sawed that at any point in the length of a sawed piece the pith lies entirely inside the four faces. Yard lumber shall be of the kinds and grade called for on the plans. Round poles and posts shall be of the kinds indicated on the plans.

716.02 Hardware. Machine bolts, driftbolts, and dowels may be medium steel. Washers shall be cast ogee gray iron castings or malleable castings, unless washers cut from medium steel are indicated on the plans.

Bolts shall have square heads and nuts, unless otherwise stipulated. Nails shall be cut or round nails, of standard form. Spikes shall be cut or round spikes or boat spikes, as specified. All hardware shall be galvanized in conformity with AASHTO M232 or cadmium plated in conformity with ASTM A165, type OS.

Ring or shear plate timber connectors shall be of approved design conforming to the requirements of article 2.20.1. (F), AASHTO “Standard Specifications for Highway Bridges." 716.03 Treated Structural Timber and Lumber. Structural timber, lumber, and piling to be treated shall conform to the requirements of AASHTO M168 and M133. The type of treatment to be used will be shown on the plans or in the special provisions and shall conform to the applicable requirements of AWPA Standard C1 and C14.

Section 717.-STRUCTURAL METAL

717.01 Structural Steels.

(a) General

Steel shall be furnished according to the following specifications. Unless otherwise specified, structural carbon steel and structural rivet steel shall be furnished.

(b) Structural Steel

(1) Carbon Steel

Unless otherwise specified, structural carbon steel for riveted, bolted, or welded construction shall conform to: Structural Steel, AASHTO M183.

(2) Eyebars

Steel for eyebars shall be of a weldable grade. These grades include structural steel conforming to: Structural Steel, AASHTO M183.

High-Strength Low-Alloy Structural Steel with 50,000 psi, Minimum Yield Point to 4 in. thick, AASHTO M222 (ASTM A588 with Supplementary Requirement S1 of AASHTO M222 mandatory.)

(c) High Strength Low Alloy Structural Steel

High strength low alloy structural steel shall conform to:

High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality, AASHTO

M223.

High-Strength Low-Alloy Structural Steel with 50,000 psi Minimum Yield Point to 4 in. thick, AASHTO M222.

(d) High Strength Low Alloy Structural Steel for Welding

High strength low alloy structural steel for welding shallonform to:

High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality, Grade 50, AASHTO M223 (ASTM A572 with Supplementary Requirement S2 of AASHTO M223 mandatory).

High-Strength Low-Alloy Structural Steel with 50,000 psi Minimum Yield Point to 4 in. thick, AASHTO M222 (ASTM A588 with Supplementary Requirement S1 of AASHTO M222 mandatory)

(e) High Strength Structural Steel for Riveted or Bolted Construction

High strength structural steel for riveted or bolted construction shall conform to:
High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality, AASHTO

M223.

High-Strength Low-Alloy Structural Steel with 50,000 psi Minimum Yield Point to 4 in. thick, AASHTO M222.

(f) High-Yield Strength, Quenched and Tempered Alloy Steel Plate High yield strength, quenched and tempered alloy steel plate shall conform to: High-Yield-Strength, Quenched and Tempered Alloy Steel Plate, suitable for welding, ASTM A514.

High-Strength Alloy Steel Plates, Quenched and Tempered for pressure vessels, ASTM

A517.

Quenched and tempered alloy steel structural shapes and seamless mechanical tubing, meeting all of the mechanical and chemical requirements of A514/A517 steel, except that the specified maximum tensile strength may be 140,000 psi for structural shapes and 145,000 psi for seamless mechanical tubing, shall be considered as A514/A517 steel.

(g) Structural Rivet Steel

Structural rivet steel shall conform to:

Steel Structural Rivets AASHTO M228, Grade 1 (ASTM A502, grade 1). (h) High Strength Structural Rivet Steel

High strength structural rivet steel shall conform to:

Steel Structural Rivets AASHTO M228, Grade 2 (ASTM A502, grade 2).

(i) High Strength Bolts

Bolts, nuts and circular washers shall conform to:

High Strength Bolts for Structural Steel Joints, including Suitable Nuts and Plain Hardened Washers. AASHTO M164 (ASTM A325).

High strength bolts for structural steel joints including suitable nuts and plain hardened washers shall conform to either AASHTO M164 (ASTM A325) or AASHTO M253. When M164 type 3 bolts are specified they along with suitable nuts and washers shall have an atmospheric corrosion resistance approximately two times that of carbon steel with copper. Bolts and nuts manufactured to AASHTO M164 (ASTM A325) are identified by proper marking as specified on the top of the bolt heads and on one face of the nuts for three different types.

Bolts manufactured to AASHTO M253 shall be identified by marking on the top of the head with the symbol A490 and the nuts shall be marked on one face with the legend "2H” or “DH”. Bolt and nut dimensions shall conform to the dimensions shown in Table 717-1 and to the requirements for Heavy Hexagon Structural Bolts and for Heavy Semi-Finished Hexagon Nuts given in ANSI Standard B18.2.1 and B18.2.2 respectively.

Circular washers shall be flat and smooth and their nominal dimensions shall conform to the dimensions given in Table 717-2 except that for lock pin and collar fasteners, flat washers need not be used, unless slotted or oversized holes are specified.

Beveled washers for American Standard Beams and Channels or other sloping faces shall be required and shall be square or rectangular, shall taper in thickness, and shall conform to the dimensions given in Table 717-2.

Where necessary, washers may be clipped on one side to a point not closer than % of the bolt diameter from the center of the washer.

Other fasteners or fastener assemblies which meet the materials, manufacturing, and chemical composition requirements of AASHTO M164 (ASTM A325) or AASHTO M253 and which meet the mechanical property requirements of the same specification in full-size tests and which have body diameter and bearing areas under the head and nut, or their equivalent, not less than those provided by a bolt and nut of the same nominal dimensions prescribed in the previous paragraph, may be used. Such alternate fasteners may differ in other dimensions from those of the specified bolts and nuts. Their installation procedure may differ from those specified in ASHTO Bridge specifications. Article 2.10.20(D) and their inspection may differ from that specified in Article 2.10.20(E). When a different installation procedure or inspection is used, it shall be detailed in a supplemental specification applying to the alternate fastener and that specification must be approved by the Engineer.

Subject to the approval of the Engineer, high strength steel lock-pin and collar fasteners may be used as an alternate for high strength bolts or rivets as shown on the plans. The shank and head of the high strength steel lock-pin and collar fasteners shall meet the requirements of the preceding paragraph. Each fastener shall provide a solid shank body of sufficient diameter to provide tensile and shear strength equivalent to or greater than the bolt or rivet specified, shall have a cold forged head on one end, of type and dimensions as approved by the Engineer, a shank length suitable for material thickness fastened, locking grooves, breakneck groove and pull grooves (all annular grooves) on the opposite end. Each fastener shall provide a steel locking collar of proper size for shank diameter used which by means of suitable installation tools, is cold swaged into the locking grooves forming a head for the grooved end of the fastener after the pull groove section has been removed. The steel locking collar shall be a standard product of an established manufacturer of lock-pin and collar fasteners, as approved by the Engineer.

When copper bearing steel is specified, the steel shall contain not less than 0.2 percent of copper.

717.02 thru .04 Reserved.

717.05 Forgings. Forgings shall conform to the requirements of the following specifications:

Steel forgings shall conform to the Specifications for Steel Forgings Carbon and Alloy for General Industrial Use, AASHTO M102 (ASTM A668, Classes C, D, F, and G).

717.06 Pins and Rollers. Pins and rollers more than 9 inches in diameter shall be annealed carbon-steel forgings conforming to AASHTO M102, class C1.

Pins and rollers 9 inches or less in diameter shall be either annealed carbon-steel forgings conforming to AASHTO M102 (ASTM A668), class C1, or cold finished carbon-steel shafting conforming to AASHTO M169, grade 1016 to 1030 (ASTM A108) inclusive, with a minimum

Rockwell Scale B hardness of 85. Material not meeting the specifications for hardness may be accepted provided it develops a tensile strength of 70,000 psi and a yield point of 36,000 psi. Threads for pins shall conform to the ANSI B1.1 Coarse Thread Series, Class 2A. Pin ends having a diameter of 18 inches or more shall be threaded six threads to the inch. 717.07 Castings. Castings shall conform to the requirements of the following specifications:

(a) Steel castings for highway bridges.

(b) Chromium alloy steel castings

(c) Gray iron castings

(d) Malleable castings

AASHTO M 192.

Class 70 shall be furnished unless otherwise specified.

AASHTO M 163 (ASTM A 296). Grade CA-15 shall be furnished unless otherwise specified.

.AASHTO M 105.

Class No. 30 shall be furnished unless otherwise specified. Iron castings shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks, blow holes, and other defects in position affecting their strength and value for the service intended. Castings shall be boldly filleted at angles and the arrises shall be sharp and perfect. All castings must be sandblasted or otherwise effectively cleaned of scale and sand so as to present a smooth, clean, and uniform surface.

.ASTM A 47. Grade No. 35018 shall be furnished unless otherwise specified. The requirements for workmanship, finishing, and cleaning shall be the same as above for gray iron castings.

717.08 Steel Grid Floors. All steel for grid floors shall conform to the requirements of AASHTO M183 or AASHTO M222. Steel grid floors can be weathering steel, galvanized or painted. Unless the floors are of weathering steel or galvanized the material shall have a minimum copper content of 0.2%.

Unless painting of floors is specified in the special provisions, open type floors shall be galvanized.

717.09 Steel Pipe. Steel pipe shall conform to the requirements of ASTM A53, ASTM A120, AASHTO M222, ASTM A618 as shown on the plans or in the special provisions. Standard weight pipe shall be furnished unless otherwise shown on the plans or in the special provisions.

717.10 Galvanized Metal. When galvanized structural steel shapes, plates, bars, and their products are specified, they shall be galvanized in accordance with the requirements of AASHTO M111.

717.11 Sheet Lead. Sheet lead shall conform to the requirements of ASTM B29 for common desilverized lead. The sheets shall be of uniform thickness and shall be free from cracks, seams, slivers, scale, and other defects. Unless otherwise specified, lead sheets shall be 8 inch in thickness with a permissible tolerance of 0.03 inch plus or minus. 717.12 Welded Stud Shear Connectors

(a) Shear connector studs shall conform to the requirements of AASHTO M169 (ASTM A108) for cold finished carbon steel bars and shafting, cold drawn bar, Grades 1015, 1018, or 1020, either semi-killed or fully-killed. If flux retaining caps are used, the steel for the caps shall be of a low carbon grade suitable for welding and shall comply with ASTM A109 for cold rolled carbon steel strip.

(b) Tensile properties as determined by tests of bar stock after drawing or of finished studs shall conform to the following requirements: