9-06Structural Steel and Related Materials

9-06.1 Structural Carbon Steel

Structural carbon steel shall conform to AASHTO M270 (ASTM A709), Grade 36, except as otherwise noted.

9-06.2 Structural Low Alloy Steel

Structural low alloy steel shall conform to ASTM A709, Grades 50, 50W, 50S, quenched and self-tempered (QST) 50, QST 50S, HPS 50W, or 50CR as specified in the Plans or Special Provisions, except as otherwise noted.

9-06.3 Structural High-Strength Steel

Structural high-strength steel shall be high yield strength, strength structural steel conforming to AASHTO M 270 (ASTM A709), Grades quenched and self-tempered (QST) 65, QST 70, HPS 70W, or HPS 100W as specified in the Plans or Special Provisions, except as otherwise noted.

9-06.4 Resin Bonded Anchor System

The resin bonded anchor system shall conform to the following requirements:

9-06 Structural Steel and Related Materials3. Ultimate Anchor Tensile Capacity

Resin bonded anchors shall be tested in accordance with ASTM E488 to have the following minimum ultimate tensile load capacity when installed in concrete having a maximum compressive strength of 6000 pounds per square inch (psi) at the embedment specified below: Anchor Diameter (inch)Tensile Capacity (lbs.)Embedment (Inches) 3/8 7,800 3-3/8 ½ 12,400 4-½ 5/8 19,000 5-5/8 ¾ 27,200 6-¾ 7/8 32,000 7-7/8 1 41,000 9 1-¼ 70,000 11-¼ Submittal and construction requirements are specified in Section 6-02.3(18)A.

9-06.5 Bolts and Rods

9-06.5(1) Unfinished Bolts

Unfinished bolts (ordinary machine bolts) shall conform to the Specification requirements of ASTM A307 Grade A or B. Nuts shall comply with ASTM A563 Grade A requirements. Washers, unless otherwise specified, shall meet ASTM F844 Specifications. The Contractor shall submit a Manufacturer’s Certificate of Compliance for the bolts, nuts, and washers prior to installing any of them.

9-06.5(2) Vacant

9-06.5(3) High-Strength Bolts

High-strength bolts for structural steel joints shall conform to either ASTM F3125 Grade A325 Type 1 or 3 or ASTM F3125 Grade A490 Type 1 or 3, as specified in the Plans or Special Provisions. Tension control bolt assemblies, meeting all requirements of ASTM F3125 Grade F1852 may be substituted where Grade A325 high-strength bolts and associated hardware are specified. Bolts conforming to ASTM F3125 Grade A490 shall not be galvanized. Bolts for unpainted and nongalvanized structures shall conform to ASTM F3125 Grade A325 Type 3, ASTM F3125 Grade A490 Type 3, ASTM F3125 Grade F1852 Type 3, or ASTM F3125 Grade F2280 Type 3 as specified in the Plans or Special Provisions. Nuts for high-strength bolts shall meet the following requirements: ASTM F3125 Grade A325 Bolts Type 1 (black) ASTM A563 Grade C, C3, D, DH, and DH3 AASHTO M 292 (ASTM A194) Grade 2H Type 3 (black weathering) ASTM A563 Grade C3 and DH3 Type 1 (hot-dip galvanized) ASTM A563 Grade DH AASHTO M 292 (ASTM A194) Grade 2H ASTM F3125 Grade A490 Bolts Type 1 (black) ASTM A563 Grade DH and DH3 AASHTO M 292 (ASTM A194) Grade 2H Type 3 (black weathering) ASTM A563 Grade DH3 M 41-10 Page 9-57 Structural Steel and Related Materials 9-06Nuts that are to be galvanized shall be tapped oversized the minimum required for proper assembly. The amount of overtap shall be such that the nut will assemble freely on the bolt in the coated condition and shall meet the mechanical requirements of ASTM A563 and the rotational capacity test specified in ASTM F3125. Galvanized nuts shall be lubricated in accordance with ASTM A563 including supplementary requirement S2. Documentation shall include the name, method of application, and dilution of the lubricant applied to the nuts. Washers for ASTM F3125 Grade A325 and Grade A490 bolts shall meet the requirements of ASTM F436 and may be circular, beveled, or extra thick, as required. The surface condition and weathering characteristics of the washers shall be the same as for the bolts being specified. Direct Tension Indicators shall conform to the requirements of ASTM F959 and may be used with either ASTM F3125 Grade A325 or Grade A490 bolts. The matching type of direct tension indicator washer shall be used with the bolt grade and type specified. Direct tension indicators shall be galvanized by mechanical deposition in accordance with ASTM B695 class 55. Hot-dip galvanizing will not be allowed. All bolts, nuts, and direct tension indicators shall be marked and identified as required in the pertinent Specifications. Lock-pin and collar fasteners which meet the materials, manufacturing, and chemical composition requirements of ASTM F3125 Grade A325 or Grade A490, and which meet the mechanical property requirements of the same Specification in full size tests, and which have a body diameter and bearing areas under lock-pin head and collar not less than those provided by a bolt and nut of the same nominal size may be used. The Contractor shall submit a detailed installation procedure to the Engineer for approval. Approval from the Engineer to use a lock-pin and collar fasteners shall be received by the Contractor prior to use. The Contractor shall provide Manufacturer’s Certificate of Compliance for all bolts, nuts, washers, and load indicators. The Manufacturer’s Certificate of Compliance shall include certified mill test reports and test reports performed on the finished bolt confirming that all of the materials provided meet the requirements of the applicable AASHTO or ASTM Specification. The documentation shall also include the name and address of the test laboratory, the date of testing, the lot identification of the bolts and nuts, and coating thickness for galvanized bolts and nuts. Shipping containers (not lids) shall be marked with the lot identification of the item contained therein. Bolts shall be sampled prior to incorporating into a structure. For the purposes of selecting samples, a lot of bolts shall be the quantity of bolts of the same nominal diameter and same nominal length in a consignment shipped to the project site. The minimum number of samples from each lot shall be as follows: Lot Size Sample Size1 0 to 50 * 51 to 150 4 151 to 1,200 6 1,201 to 10,000 10 10,001 to 35,000 16 35,001 and over 24 *Manufacturer’s Certificate of Compliance – samples not required. 1Nuts, washers, and load indicator devices, and tension control bolt assemblies or devices shall be sampled at the same frequency as the bolts. Page 9-58 M 41-10

9-06 Structural Steel and Related MaterialsAll testing of bolts, nuts, washers, and load indicating devices shall be performed on

specimens as they are to be installed. All samples shall include a Manufacturer’s Certificate of Compliance for each lot of bolts provided as defined in Section 1-06.3 .

9-06.5(4) Anchor Bolts and Anchor Rods

Anchor bolts and anchor rods shall meet the requirements of ASTM F1554 and, unless otherwise specified, shall be Grade 105 and shall conform to Supplemental Requirements S2, S3, and S4. Nuts for ASTM F1554 Grade 105 black anchor bolts and anchor rods shall conform to ASTM A563, Grade D or DH. Nuts for ASTM F1554 Grade 105 galvanized anchor bolts and anchor rods shall conform to either ASTM A563, Grade DH, or AASHTO M 292 (ASTM A194), Grade 2H, and shall conform to the overtapping, lubrication, and rotational testing requirements in Section 9-06.5(3) . Nuts for ASTM F1554 Grade 36 or 55 black or galvanized anchor bolts and anchor rods shall conform to ASTM A563, Grade A or DH. Washers shall conform to ASTM F436. The bolts and rods shall be tested by the manufacturer in accordance with the requirements of the pertinent Specification and as specified in these Specifications. Anchor bolts, anchor rods, nuts, and washers shall be inspected prior to shipping to the project site. The Contractor shall submit to the Engineer for acceptance a Manufacturer’s Certificate of Compliance for the anchor bolts, anchor rods, nuts, and washers, as defined in Section 1-06.3 . If the Engineer deems it appropriate, the Contractor shall provide a sample of the anchor bolt, anchor rod, nut, and washer for testing. All bolts, rods, nuts, and washers shall be marked and identified as required in the pertinent Specification.

9-06.6 Vacant

9-06.7 Vacant

9-06.8 Steel Castings

Steel castings shall conform to the requirements of AASHTO M 103, Mild to Medium Strength Carbon Steel Castings for General Application, grade 70-36, unless otherwise designated in the Plans or in the Special Provisions.

9-06.9 Gray Iron Castings

Gray iron castings shall conform to the requirements of AASHTO M 306. The class of castings to be furnished shall be that designated in the Plans or in the Special Provisions.

9-06.10 Malleable Iron Castings

Malleable iron castings shall conform to the requirements of ASTM A47.

9-06.11 Steel Forgings and Steel Shafting

Steel forgings shall conform to the requirements of AASHTO M 102. The classes of forgings to be furnished shall be those specified in the Plans or in the Special Provisions. Steel shafting shall conform to the requirements of AASHTO M 169, Grade Designation 1016 to 1030 inclusive, unless otherwise specified.

9-06.12 B ronze Castings

Bronze castings shall conform to the requirements of ASTM B22, Bronze Castings for Bridges and Turntables. M 41-10 Page 9-59 Structural Steel and Related Materials 9-069-06.13 Vacant

9-06.14 Ductile Iron Castings

Ductile iron castings shall conform to the requirements of ASTM A536, Grade 80-55-06, unless otherwise specified in the Plans or in the Special Provisions.

9-06.15 Welded Shear Connectors

Welded shear studs shall be made from cold drawn bar stock conforming to the requirements of AASHTO M 169. Grades 1010 through 1020, inclusive, either semi-killed or killed deoxidation. The material shall conform to the following mechanical properties: Tensile Strength 60,000 psi min. Yield Strength 50,000 psi min. Elongation 20 percent min. Reduction of Area 50 percent min. Mechanical properties shall be determined in accordance with AASHTO T 244. At the manufacturer’s option, mechanical properties of the studs shall be determined by testing either the steel after cold finishing, or the full diameter finished studs.

9-06.16 Roadside Sign Structures

All bolts, nuts, washers, cap screws, and coupling bolts shall conform to ASTM F3125 Grade A325 and Section 9-06.5(3) , except as noted otherwise. All connecting hardware shall be galvanized after fabrication in accordance with AASHTO M 232. Posts for single-post sign structures shall meet the requirements of ASTM A500 Grade B or ASTM A53 Grade B, Type E or S. Posts for perforated square steel posts shall meet the requirements of ASTM A653 Grade 50. Perforated square steel posts shall be finished in accordance with ASTM A653 G90 Structural Quality Grade 50 or ASTM A653 G140. Slip bases (SB1, SB2, and SB3) for perforated square steel posts shall conform to the following: Plates ASTM A572 Casting (SB3) ASTM A536 Grade 65-45-12 and ASTM A153 Tubing ASTM A500 Grade B Angle Iron (SB1) ASTM A36 Except as noted otherwise, the slip bases (SB1, SB2, and SB3) for perforated square steel posts shall be hot-dipped galvanized. The heavy-duty anchor (lower sign post support) used for perforated square steel posts (ST -4) shall meet the requirements of ASTM A500 Grade B and shall be hot- dipped galvanized. The bolts for connecting square steel posts to the upper slip plate SB-1, SB-2, or SB-3 shall be corner bolts and conform to ASTM F568 Class 4.6, zinc coated, shoulder flange bolts and conform to ASTM A29, zinc coated; or commercial bolts stock and conform to ASTM A307, zinc coated. The bolts connecting perforated square steel posts to the lower sign post support (ST-2 or ST-4) shall conform to ASTM A307, Grade A and galvanized. The bolts connecting the lower slip plate (SB-1, SB-2, or SB-3) to the heavy-duty anchor (lower sign post support ST-4) shall conform to ASTM A307 and galvanized. The bolt stop for ST-2 and ST-4 shall conform to ASTM A307, Grade A and galvanized. Page 9-60 M 41-10

9-06 Structural Steel and Related MaterialsWide flange steel or solid square steel posts for multiple-post sign structures shall

conform to either ASTM A36 or ASTM A992. Posts conforming to either ASTM A588 or ASTM A572 Grade 50 may be used as an acceptable alternate to the ASTM A36 and ASTM A992 posts. All steel not otherwise specified shall conform to either ASTM A36 or ASTM A992. Except as noted otherwise, all steel, including posts, base plates, and base stiffeners, shall be galvanized after fabrication in accordance with AASHTO M 111. Base connectors for multiple directional steel breakaway posts shall conform to the following: Brackets Aluminum Alloy 6061 T-6 Bosses for Type TPB Brackets ASTM A582 Anchor Ferrules Type 304 stainless steel for threaded portion. AISI 1045 steel rod and AISI 1008 coil for cage portion Anchor couplings for multiple directional steel breakaway posts shall conform to AMS 6378D with a tensile breaking strength range as follows: Type TPA 17,000 to 21,000 lb Type TPB 47,000 to 57,000 lb For multi-directional breakaway base connectors, shims shall conform to ASTM A653, SS Grade 33, Coating Designation G 165.

9-06.17 Noise Barrier Wall Access Door

Access door frames shall be formed of 14-gauge steel to the size and dimensions shown in the Plans. The access door frame head and jamb members shall be mitered, securely welded, and ground smooth. Each head shall have two anchors and each jamb shall have three anchors. The hinges shall be reinforced with ¼-inch by 12-inch plate, width equal to the full inside width of the frame. Access doors shall be full flush 1-¾-inch thick seamless doors with a polystyrene core. Door faces shall be constructed with smooth seamless 14-gauge roller-levered, cold- rolled steel sheet conforming to ASTM A 792 Type SS, Grade 33 minimum, Coating Designation AZ55 minimum. The vertical edges shall be neat interlocked hemmed edge seam. The top and bottom of the door shall be enclosed with 14-gauge channels. Mortise and reinforcement for locks and hinges shall be 10-gauge steel. Welded top cap shall be ground and filled for exterior applications. The bottom channel shall have weep holes. Each access door shall have three hinges. Access door hinges shall be ASTM A 276 Type 316 stainless steel, 4-½-inches square, with stainless steel ball bearing and non- removable pins. Each access door shall have two pull plates. The pull plates shall be ASTM A 240 Type 316 stainless steel, with a grip handle of one-inch diameter and 8 to 10-inches in length. The door assembly shall be fabricated and assembled as a complete unit including all hardware specified prior to shipment.

9-06.18 Metal Bridge Railing

Metal bridge railing shall conform to the type and material Specifications set forth in the Plans and Special Provisions. Steel used for metal railings, when galvanized after fabrication in accordance with AASHTO M 111, shall have a controlled silicon content of either 0.00 to 0.06 percent or 0.15 to 0.25 percent. Mill test certificates verifying the silicon content of the steel shall be submitted to both the galvanizer and the Engineer prior to beginning galvanizing operations. M 41-10 Page 9-61 Structural Steel and Related Materials 9-06Section 8, part (b) of the Aluminum Association Standard Specifications for Aluminum Railing Posts Alloy A 344-T4 is hereby revised to provide that no X-ray inspection will be required after a foundry technique has been established for each mold which will ensure production of castings which are free from harmful defects. Inspection for approval of castings will be made by the Engineer after the finished castings have been anodized as noted in the Plans. Welding of aluminum shall be in accordance with Section 9-28.14(3) .

9-06.19 Strip Seal and Modular Expansion Joint System Components

9-06.19(1) Strip Seal Expansion Joint System Components

Metal components shall conform to ASTM A36, ASTM A992, ASTM A572 or ASTM A588. Elastomeric joint seals shall conform to the following: Property Test Method Range of Values Hardness Durometer A ASTM D2240 50 - 70 Tensile Strength ASTM D412 2000 psi minimum Elongation at break ASTM D412 250% minimum Compression set ASTM D395 40% max at 70 hr at 212F Oven Aging 70 hours ASTM D573 Tensile loss 20% maximum Elongation loss 20% maximum Change in hardness 10-points maximum Oil Swell weight change ASTM D471 45% max at 70 hr at 212F Ozone Resistance ASTM D1149 No cracks at 70 hr at 104F Low Temperature Stiffening ASTM D2240 0 to +15 points at 7 days at 14F

9-06.19(2) Modular Expansion Joint System Components

Structural steel shall conform to ASTM A36, ASTM A572 Grade 50, or ASTM A588. Aluminum components shall not be used. Stainless steel shall conform to ASTM A240 Type 304. Bolts and other hardware shall conform to the requirements of ASTM F3125 Grade A325 Type 1 or 2 and shall be galvanized in accordance with ASTM F2329 and PTFE shall conform to Section 9-31.8(2) . Expansion joint seals shall conform to the following: Property Test Method Range of Values Hardness Durometer A ASTM D2240 50 - 70 Tensile Strength ASTM D412 2000 psi minimum Elongation at break ASTM D412 250% minimum Compression set ASTM D395 40% max at 70 hr at 212F Oven Aging 70 hours ASTM D573 Tensile loss 20% maximum Elongation loss 20% maximum Change in hardness 10-points maximum Oil Swell weight change ASTM D471 45% max at 70 hr at 212F Ozone Resistance ASTM D1149 No cracks at 70 hr at 104F Low Temperature Stiffening ASTM D2240 0 to +15 points at 7 days at 14F Page 9-62 M 41-10

9-06 Structural Steel and Related MaterialsThe maximum size of each expansion joint strip seal shall be 3 inches. Box-type

seals or seals utilizing double webs will not be acceptable. Seals shall be continuous without splices.

9-06.20 Vacant

9-06.21 Vacant

9-06.22 Bolts, Washers, and Other Hardware

Ordinary machine bolts and flat head bolts shall be made from commercial bolt stock meeting the Specifications of ASTM A307, and shall be grade A. Drift bolts and dowels may be either wrought iron or medium steel. Washers may be cast iron or malleable iron or may be cut from medium steel or wrought iron plate. All bolts and other hardware which are to be galvanized and which require bending or shaping shall be hot forged to the required shape before galvanizing. Cold bending of such material will not be permitted because of the tendency toward embrittlement during the galvanizing process. Galvanizing shall be in accordance with AASHTO M 232. Split rings for log cribbing of 4 inches inside diameter shall be manufactured from hot rolled, low carbon steel conforming to ASTM A711 AISI, Grade 1015. Each ring shall form a true circle with the principle axis of the cross section of the ring metal parallel to the geometric axis of the ring. The thickness of the metal section shall be 0.195 inch plus or minus 0.010 inch and the section shall be beveled from the central portion toward the edges to a thickness of 0.145 inch plus or minus 0.010 inch. It shall be cut through in one place in its circumference to form a tongue and slot. Split ring connectors shall be galvanized in accordance with AASHTO M 232. Spike-grid timber connectors shall be manufactured according to ASTM A47 for malleable iron castings. They shall consist of four rows of opposing spikes forming a 4⅛-inch square grid with 16 teeth which are held in place by fillets which are diamond shaped in cross section. Nails shall be round wire of standard form. Spikes shall be wire spikes or boat spikes, as specified in the Plans. Bolts, dowels, washers, and other hardware, including nails, shall be black or galvanized as specified in the Plans, but if not so specified shall be galvanized when used in treated timber structures.