Art. 1006.01 Metals SECTION 1006. METALS
1006.01 Corrugated Steel Pipe and Corrugated Steel Pipe Arch. The pipe
and arch shall be according to the following.
a.Corrugated Steel Pipe and Corrugated Steel Pipe Arch; Bituminous Coated Corrugated Steel Pipe and Bituminous Coated Corrugated Steel Pipe Arch; Perforated Corrugated Steel Pipe; Zinc and Aramid Fiber Composite Coated Corrugated Steel Pipe; and Aluminized Steel Type 2 Corrugated Pipe and Corrugated Pipe Arch. The pipe and arch shall be according to AASHTO M 36 and the following.
1.Bituminous coatings shall be according to AASHTO M 190, Type A. Bituminous coating for the connecting bands will not be required. Any damaged bituminous coating shall be repaired.
2.The perforations in perforated corrugated steel pipe shall have a nominal diameter of 3/16 in. (5 mm) when fine aggregate is used for backfill.
3.The sawed or cut ends of all corrugated steel pipe shall be coated according to the methods described in the Repair of Damaged Coatings in AASHTO M 36.
4.Round pipes 48 in. (1200 mm) in diameter and smaller may be fabricated with the smooth sleeve-type coupler listed in AASHTO M 36. The gasket material on the coupler shall be polyisoprene or equal with a durometer hardness of 45 ± 5 (ASTM D 2240, Shore A).
b.Precoated Galvanized Corrugated Steel Pipe and Precoated Galvanized Corrugated Steel Pipe Arch. The precoated steel sheets used to fabricate these items shall be according to AASHTO M 246, Grade 250/250. The precoated pipe and pipe arch shall be according to AASHTO M 245. The sawed or cut ends of corrugated pipe shall be coated according to the methods described in the Repair of Damaged Coatings in AASHTO M 245. Precoating for the connecting bands will not be required. When the smooth sleeve-type coupler is used, the gasket material on the coupler shall be polyisoprene or equal with a durometer hardness of 45 ± 5 (ASTM D 2240, Shore A).
1006.02 Corrugated Structural Plate Pipe, Pipe Arches, and Arches.
Corrugated steel structural plate pipe, pipe arches, and arches that are fabricated and erected in sections shall be according to AASHTO M 167. Corrugated aluminum alloy structural plate pipe, pipe arches, and arches that are fabricated and erected in sections shall be according to AASHTO M 219.
1006.03 Corrugated Aluminum Alloy Pipe and Corrugated Aluminum Alloy
Pipe Arch. Corrugated Aluminum Alloy Pipe and Corrugated Aluminum Alloy Pipe Arch; Bituminous Coated Corrugated Aluminum Alloy Pipe and Bituminous Coated Corrugated Aluminum Alloy Pipe Arch; and Perforated Corrugated Aluminum Alloy Pipe. The pipe and arch shall be according to AASHTO M 196 and the following. Metals Art. 1006.05
a.The lot number may be shown instead of the processing date.
b.Bituminous coatings shall be according to AASHTO M 190, Type A. Bituminous coating for the connecting bands will not be required. Any damaged bituminous coating shall be repaired.
c.The perforations in perforated corrugated aluminum alloy pipe shall have a nominal diameter of 3/16 in. (5 mm) when fine aggregate is used for backfill.
d.Round pipes 48 in. (1200 mm) in diameter and smaller may be fabricated with the smooth sleeve-type coupler listed in AASHTO M 36. The gasket material on the coupler shall be polyisoprene or equal with a durometer hardness of 45 ± 5 (ASTM D 2240, Shore A).
1006.04 Structural Steel. Structural steel shall be according to
AASHTO M 270 Grade 36 (M 270M Grade 250), or M 270 Grade 50 (M 270M Grade 345). Grade 36 (Grade 250) shall be considered the default when not specified otherwise. When weathering steel is specified, the structural steel shall be according to AASHTO M 270 Grade 50W (M 270M Grade 345W). Bar stock according to ASTM A 576, with similar mechanical properties and chemical composition, may be used.
a.Rollers. Rollers shall be made from any of the following materials.
1.Structural steel having a minimum tensile strength of 58,000 psi (400,000 kPa), a minimum yield point of 36,000 psi (250,000 kPa), a minimum elongation of 20 percent, and according to all other respects to AASHTO M 270 Grade 36 (M 270M, Grade 250).
2.Rollers, 9 in. (225 mm) or less in diameter, may be made from cold finished bars according to AASHTO M 169, Grades 1016 to 1030 inclusive.
3.Forgings shall be according to AASHTO M 102, Class C.
b.Pins. Pins shall be according to SAE 8620 Material.
1006.05 Metal Piling and Steel Casing. Metal shell pile, steel pile, sheet pile,
and permanent steel casing shall be according to the following.
a.Metal Shell Piling. All shells shall be according to ASTM A 252, Grade 3, except the material shall have a minimum yield strength of 50,000 psi (345,000 kPa).
b.Steel Piling. Steel piling shall be according to AASHTO M 270, Grade 50 (M 270M, Grade 345) min.
c.Sheet Piling. Steel sheet piling shall be according to ASTM A 572 Grade 50 min. Art. 1006.05 Metals
d.Steel Casing. Permanent steel casing shall be according to ASTM A 252, Grade 2, produced by electric seam, butt, or spiral welding. The minimum wall thickness shall be as required to resist the anticipated installation and dewatering stresses, as determined by the Contractor, but shall be a minimum of 1/4 in. (6 mm).
e.Pile Shoes. Pile shoes shall be according to the following.
1.Metal Shell Piles. Pile shoes for metal shell piles shall be a single piece conical point cast in steel according to either ASTM A 148 Grade 80-50 min. or AASHTO M 103 (M 103M) Grade 65-35. The shoe shall provide full bearing over the entire circumference of the metal shell and shall have tapered leads to ensure proper alignment and fitting.
2.H-Piles. Pile shoes for steel H-piles shall be cast in one-piece steel according to either ASTM A 148 Grade 90-60 (Grade 620-415) or AASHTO M 103 (M 103M) Grade 65-35 (Grade 450-240) and shall provide full bearing for the piles. They shall have sufficient flange and continuous web vertical back-ups to ensure proper alignment and fitting to the pile. The soil or rock bearing surfaces of the shoes shall be sloped downward towards the web a minimum of 15 degrees, but not to exceed 45 degrees to the horizontal under the flanges. The sloped surfaces of the shoes shall terminate in a manner to form a flat surface not exceeding one-third of the flange width. The minimum weight (mass) of the pile shoes shall be 35 percent of the proposed pile weight (mass), per 1.0 ft (0.3 m) for AASHTO M 103 (M 103M) steel and 30 percent for ASTM A 148 steel.
1006.06 Transverse Tie Rods and Dowel Rods. Transverse tie rods and
dowel rods shall be according to the following.
a.Transverse Tie Rods. Steel for transverse tie rod assemblies (i.e. rods, nuts, washers, and coupling nuts) shall be according to ASTM F 1554 Grade 55 (Grade 380). After fabrication, the transverse tie assemblies shall be hot-dip galvanized according to AASHTO M 232. The small articles may be zinc-coated by the mechanically deposited process according to ASTM B 695, Class 50. The thickness of the mechanical galvanizing shall not exceed 6 mils (150 µm).
b.Dowel Rods. Steel for dowel rods shall be according to ASTM F 1554 Grade 55 (Grade 380) or ASTM A 706 Grade 60 (A 706M Grade 420). Dowel rods shall be either epoxy coated according to AASHTO ASTM A 775 (A 775M) or galvanized according to AASHTO M 111.
1006.07 Turned and Ribbed Bolts. Low carbon steel turned and ribbed bolts
shall be according to ASTM F 1554 Grade 36.
1006.08 High-Strength Steel Bolts, Nuts, and Washers. High-strength steel
bolts, nuts, and washers shall be according to ASTM F 3125 Grade A 325 (F 3125M Grade A 325M), except as modified by the Specification for Structural Joints Using High-Strength Bolts, approved by the Research Council on Structural Connections of Metals Art. 1006.09 the Engineering Foundation. The bolts, nuts, and washers shall be protected from corrosion as follows.
a.Mechanical Galvanizing. When mechanical galvanizing is specified, the bolts, nuts, and washers shall be zinc coated according to ASTM B 695, Class 50. The thickness of the zinc coating shall not exceed 6 mils (150 µm). Nuts shall be tapped oversize according to ASTM A 563 (A 563M) and shall be according to the supplementary requirements of S1.1 thru S1.2.1 of the same specifications for lubricant and testing. The lubricant shall be tinted to produce a distinct contrast with the nut.
b.Hot-Dip Galvanizing. When hot-dip galvanizing is specified, the bolts, nuts, and washers shall be zinc coated according to AASHTO M 232.
c.Weathering Steel. When unpainted weathering steel is specified, the bolts shall be according to ASTM F 3125 Grade A 325 (F 3125M Grade A 325M) Type 3.
1006.09 Anchor Bolts and Rods. All anchor bolts shall be of the type and
dimensions as shown on the plans. The minimum bend radius shall be four times the nominal diameter. All headed anchor bolts, non-headed anchor rods, and nuts shall be according to ASTM F 1554 Grade 36 (Grade 250), Grade 55 (Grade 380), or Grade 105 (Grade 725). Stud bolts or fully threaded rods shall be according to either ASTM A 354 Grade BC, ASTM A 193 Grade B7, or ASTM F 1554 Grade 105. Washers and nuts shall match with the hardness of the anchor bolt, stud, or rod. For ASTM F 1554 Grade 36 (Grade 250) or Grade 55 (Grade 380) anchor rods or bolts, washers shall be according to ASTM F 844 or ASTM F 436, and nuts shall be according to ASTM A 563 Grade A (A 563M Grade 9). For ASTM F 1554 Grade 105 (Grade 725) bolts, ASTM A 354, or ASTM A 193 stud bolts, washers shall be according to ASTM F 436 (F 436M) Type 1 or Type 3, and nuts shall be according to ASTM A 563 Grade DH or DH3 (A 563M Grade 12 or 10S3). Anchor bolts and rods, conforming to ASTM F 1554 shall satisfy the applicable specification for the grade specified for the supplemental Charpy V-Notch (CVN) toughness requirements of Supplemental Requirement S4 of ASTM F 1554. Stud bolts conforming to ASTM A 354 shall also satisfy the supplemental CVN toughness requirements of Supplemental Requirement S4 of ASTM F 1554. Expansion hook bolts, which are to be used as dowels, shall contain an approved anchoring device providing the following minimum certified proof load according to tensile testing requirements of ASTM E 488 for the specified hook bolt diameter. HOOK BOLT PROOF LOAD 5/8 in. (M16) 5000 lb (22 kN) 3/4 in. (M 20) 7500 lb (33 kN) 7/8 in. (M 22) 8000 lb (35 kN) Welding of anchor bolts and rods is not permitted. Art. 1006.10 Metals Anchor bolts, rods, studs, nuts, and washers requiring galvanizing shall be hot- dipped, with zinc coatings conforming to the requirements of ASTM F 2329.
1006.10 Reinforcement Bars, Welded Reinforcement, and Prestressing
Steel Strand. All fabrication shall be done at the mill or shop prior to shipment. At the time of shipment, the surface of all reinforcement bars, welded wire reinforcement, and prestressing strands shall be free from loose mill scale, dirt, oil, grease, or other foreign substances. A light coating of rust, which may form during storage under acceptable conditions at the mill or warehouse, will not be deemed cause for rejection. Stocks of reinforcement bars, welded wire reinforcement, or strand either at the mill or warehouse, which have not been protected in an adequate manner during storage, will not be accepted. At the time the bars, welded wire reinforcement, or strands are placed in the work, they shall be free from rust which pits the surface or scales off, dirt, oil, grease, or other foreign substances. A light coating of rust, which may form during storage on the work under acceptable conditions, will not be deemed cause to require cleaning. Thin powdery rust and tight rust is not considered detrimental and need not be removed.
a.Reinforcement Bars. Reinforcement bars will be accepted according to the Bureau of Materials Policy Memorandum, “Reinforcement Bar and/or Dowel Bar Plant Certification Procedure”. The Department will maintain a qualified producer list.
1.Reinforcement Bars (Non-Coated). Reinforcement bars shall be according to ASTM A 706 Grade 60 (A 706M Grade 420) for deformed bars and the following.
a.For straight bars furnished in cut lengths and with a well-defined yield point, the yield point shall be determined as the elastic peak load, identified by a halt or arrest of the load indicator before plastic flow is sustained by the bar and dividing it by the nominal cross- sectional area of the bar.
b.Tensile strength shall be a minimum of 1.20 times the yield strength.
c.For bars straightened from coils or bars bent from fabrication, there shall be no upper limit on yield strength; and for bar designation Nos. 3 - 6 (10 - 19), the elongation after rupture shall be at least nine percent.
d.Heat Numbers. Bundles or bars at the construction site shall be marked or tagged with heat identification numbers of the bar producer.
e.Guided Bend Test. Bars may be subject to a guided bend test across two pins which are free to rotate, where the bending force shall be centrally applied with a fixed or rotating pin of a certain Metals Art. 1006.10 diameter as specified in Table 3 of ASTM A 706 (A 706M). The dimensions and clearances of this guided bend test shall be according to ASTM E 190.
f.Spiral Reinforcement. Spiral reinforcement shall be deformed or plain bars conforming to the above requirements or cold-drawn steel wire conforming to AASHTO M 32.
g.Splicing. Splicing of bars shall use a bar splicer assembly or mechanical splicer as shown on the plans. The splicer shall be on the Department’s qualified product list and shall develop, in tension, at least 125 percent of the specified yield strength of the bars to be spliced. When two different diameter bars are being spliced, the minimum tension shall be at least 125 percent of the smaller bar yield strength. Mechanical splicers shall have an additional requirement for total slip. The total slip of the bars within the splice sleeve of the connector after loading in tension to 30 ksi (207 MPa) and relaxing to 3 ksi (20.7 MPa) shall not exceed 0.01 in. (254 microns). When both reinforcement bars to be spliced are epoxy coated, the splicer shall also be epoxy coated according to ASTM A 775 (A 775M). For applications requiring a mechanical splicer, the Contractor shall supply the manufacturer’s installation instructions to the Engineer prior to installing the mechanical splicers.
2.Epoxy Coated Reinforcement Bars. Straight epoxy coated reinforcement bars shall be according to Article 1006.10(a)(1) and shall be epoxy coated according to ASTM A 775 (A 775M). Prefabricated (custom line) epoxy coated reinforcement bars shall be according to
Article 1006 — 10(a)(1) and shall be epoxy coated according to
ASTM A 934 (A 934M). Straight and prefabricated epoxy coated reinforcement bars shall also be according to the following.
a.Certification. The epoxy coating applicator shall be certified according to the Bureau of Materials Policy Memorandum, “Epoxy Coating Plant Certification Procedure”. The Department will maintain a qualified producer list.
b.Cutting Reinforcement. Reinforcement bars may be sheared or sawn to length after coating, providing the end damage to the coating does not extend more than 0.5 in. (13 mm) back and the cut is patched before any visible rusting appears. Flame cutting will not be permitted.
b.Welded Reinforcement. Welded reinforcement shall be according to the following. Art. 1006.10 Metals All welded wire reinforcement and bar mat will be accepted according to the Bureau of Materials Policy Memorandum, “Welded Wire Reinforcement / Bar Mat Plant Certification Procedure”. The Department will maintain a qualified producer list.
1.Welded Wire Reinforcement. Welded wire reinforcement shall be according to the following.
a.Welded Wire Reinforcement (Non-Coated). Welded wire reinforcement shall be according to AASHTO M 336 (M 336M). Welded wire reinforcement for concrete pavement may be furnished in either flat sheets or hinged sheets. The method of hinging the sheets shall meet the approval of the Engineer.
b.Epoxy Coated Welded Wire Reinforcement. Epoxy coated welded wire reinforcement shall be according to Article 1006.10(b)(1)a. and shall be epoxy coated according to ASTM A 884 (A 884M) and the following. The epoxy coating applicator shall be certified according to the Bureau of Materials Policy Memorandum, “Epoxy Coating Plant Certification Procedure”. The Department will maintain a qualified producer list.
2.Bar Mat. Bar mat shall be according to the following.
a.Bar Mat (Non-Coated). Bar mat shall be according to AASHTO M 54 (M 54M). Longitudinal bars shall be Grade 60 (420). The mat shall be furnished either in flat sheets or hinged flat sheets. The method of hinging the sheets shall meet the approval of the Engineer.
b.Epoxy Coated Bar Mat. Epoxy coated bar mat shall be according to Article 1006.10(b)(2)a. and shall be epoxy coated according to ASTM A 884 (A 844M) and the following. The epoxy coating applicator shall be certified according to the Bureau of Materials Policy Memorandum, “Epoxy Coating Plant Certification Procedure” and the coating thickness shall be greater than or equal to 7 mils (175 m
c.Prestressing Steel Strand. Prestressing steel strand shall be according to AASHTO M 203 (M 203M).
1006.11 Pavement Longitudinal Metal Joints, Dowel Bars, and Dowel Bar
Assemblies. Pavement longitudinal metal joints, dowel bars, and dowel bar assemblies shall be as follows.
a.Pavement Longitudinal Metal Joint, Pins, and Bar Supports. Longitudinal metal joint for pavement, pins for installing the joint, and supports for bars in pavement shall be as specified. Metals Art. 1006.13
b.Dowel Bars. Dowel bars shall be plain, round bars according to the requirements of AASHTO M 227 Grades 70 through 80 (M 227M Grades 485 through 555). The finished bars shall be saw cut and free from burrs or out-of-round ends which will prevent their slipping easily in the concrete. All dowel bars will be accepted according to the Bureau of Materials Policy Memorandum, “Reinforcement Bar and/or Dowel Bar Plant Certification Procedure”. The Department will maintain a qualified producer list. The bars shall be epoxy coated according to ASTM A 1078 (A 1078M), except patching of the ends will not be required. The epoxy coating applicator shall be certified according to the Bureau of Materials Policy Memorandum, “Epoxy Coating Plant Certification Procedure”. The Department will maintain a qualified producer list.
c.Dowel Bar Assembly. The dowel bar assembly shall be an approved welded assembly possessing the rigidity to hold the dowel bars during the placing and compacting of the concrete to the degree of alignment specified. The assembly shall have two parallel spacer bars and two subgrade bearing members. An upright bar support of each end of each dowel bar shall be welded to both the spacer bar and the bearing member at appropriate points to hold the bars at the design height. The dowel bars shall be spaced as shown on the plans. The alternate ends of dowel bars shall be welded to the spacer bars or the upright bar, without repair to the epoxy. One weld is permitted per dowel bar. The opposite end of each dowel shall be held securely in place by means of wire loops or metal tubes welded to the spacer bar. Suitable ties shall be provided to hold the contraction joint assembly in normal position during shipping, handling and installation. Wire sizes shall be at least W7 for the outside spacer bars, bearing member, and upright supports. The tie wires used for securing the spacer bars shall be at least W3 wires.
1006.12 Steel Forgings. Steel forgings shall be according to AASHTO M 102
and shall be the class specified.
1006.13 Metal Hardware Cast into Concrete. Unless otherwise noted, all
steel hardware cast into concrete, such as inserts, brackets, cable clamps, metal casings for formed holes, and other miscellaneous items, shall be galvanized according to AASHTO M 232 or AASHTO M 111. Aluminum inserts will not be allowed. Zinc alloy inserts shall be according to ASTM B 86, Alloys 3, 5, or 7. When stainless steel junction boxes or other stainless steel appurtenances are specified, Type 304 stainless steel hardware shall be used when cast into concrete. The inserts shall be UNC threaded type anchorages having the following minimum certified proof load. Insert Diameter Proof Load 5/8 in. (16 mm) 6600 lb (29.4 kN) 3/4 in. (19 mm) 6600 lb (29.4 kN) 1 in. (25 mm) 9240 lb (41.1 kN) Art. 1006.14 Metals
1006.14 Gray Iron Castings. Gray iron castings shall be according to
AASHTO M 306. The lid or grate of all castings within the area of the pavement or gutter shall fit and have contact with the frame as to ensure the lid or grate from jumping or rattling when struck by vehicles. All frames within the area of the pavement or gutter having circular lids shall have the bearing surfaces of the lid and frame machined or ground so that there will be no variation from a circular, straight edge, of the dimensions corresponding to the lid bearing surface. The diameter of the lid shall be such as to fit the frame without wedging. Castings for frames, grates, and lids shall be proof loaded according to AASHTO M 306. Certification of the test results shall be provided to the Engineer.
1006.15 Ductile Iron Castings. Ductile iron castings shall be according to
AASHTO M 306. The lid or grate of all castings within the area of the pavement or gutter shall fit and have contact with the frame as to ensure the lid or grate from jumping or rattling when struck by vehicles. All frames within the area of the pavement or gutter having circular lids shall have the bearing surfaces of the lid and frame machined or ground so that there will be no variation from a circular, straight edge, of the dimensions corresponding to the lid bearing surface. The diameter of the lid shall be such as to fit the frame without wedging. Castings for frames, grates, and lids shall be proof loaded according to AASHTO M 306. Certification of the test results shall be provided to the Engineer.
1006.16 Malleable Castings. Malleable castings shall be according to
ASTM A 47 (A 47M), Grade No. 32510.
1006.17 Steel Rods, Turnbuckles, Bolts, Washers, and Other Metal
Fastenings for Timber Structures. Steel rods shall be SAE 1020 or other steel meeting the approval of the Engineer. Turnbuckles shall be drop-forged and conform in dimensions and weight (mass) to AISC. The distance between the heads shall be 6 in. (150 mm). Bolts shall be U.S. Standard. Lag screws and nails shall be standard form. Washers may be cast, malleable, or cut steel. Rods, turnbuckles, bolts, washers, and other metal fasteners shall be stainless steel according to Article 1006.29(d) or hot-dip galvanized according to AASHTO M 232, Class C.
1006.18 Steel Pipe. Steel pipe shall be of the size and weight (mass) specified
and shall be according to ASTM A 53 (A 53M). The pipe shall be black. Metals Art. 1006.25
1006.19 Cast Iron Water Pipe. Cast iron water pipe shall be according to
Federal Specifications WW-P-421 for Pipe; Water, Cast-Iron (Bell and Spigot). The pipe shall be of the size and class specified.
1006.20 Cast Iron Soil Pipe. Cast iron soil pipe and fittings shall be according
to Federal Specifications WW-P-401 for Pipe and Pipe-Fittings; Soil, Cast-Iron. The pipe shall be of the grade known commercially as "Extra Heavy".
1006.21 Steel Soil Reinforcement for Retaining Walls. Steel soil
reinforcement for walls shall be according to the following.
a.Steel Soil Reinforcement. The steel soil reinforcement shall be either steel strips or welded wire reinforcement. Steel strips shall be according to ASTM A 572 Grade 65 (A 572M Grade 450), ASTM A 1011 or ASTM A 463 Grade 50 (A 1011M or A 463M Grade 345). Welded wire reinforcement shall be according to ASTM A 1064 and Article 1006.10(b)(1)a.
b.Corrosion Protection. For permanent applications, the steel reinforcement shall be aluminized Type 2 or galvanized. No bend test will be required. Aluminized Type 2-100 shall be according to ASTM A 463 (A 463M). Galvanizing shall be according to AASHTO M 111 (M 111M).
c.Panel Embed/Connection Devices. Metallic panel embeds and connection hardware shall be galvanized according to AASHTO M 232 and the following.
1.Mesh and loop embeds shall be according to ASTM A 1064 (A 1064M) or ASTM A 706 Grade 60 (A 706M Grade 420).
2.Tie strip embeds shall be according to AASHTO M 270 Grade 50 (M 270M Grade 345) or ASTM A 1011 HSLAS Grade 50 (A 1011M HSLAS Grade 345) Class 2.
1006.22 Reserved.
1006.23 Steel Posts, Blockouts, Restraints, and Wire Rope for Guardrail.
Steel posts and blockouts shall be according to AASHTO M 270 Grade 36 (M 270M Grade 250). Steel restraints shall be according to AASHTO M 227 Grades 70 through 80 (M 227M Grades 485 through 555). Steel posts and restraints shall be galvanized according to AASHTO M 111. Wire rope for cable assemblies shall be according to AASHTO M 30, Type II, Class A coating.
1006.24 Reserved.
1006.25 Steel Plate Beam Guardrail. Steel plate beam guardrail, including
bolts, nuts, and washers, shall be according to AASHTO M 180. The guardrail shall be Class A, with a Type II galvanized coating. Steel plates for mounting guardrail on existing culverts shall be according to AASHTO M 270 Grade 36 (M 270M Grade 250) and zinc coated according to AASHTO M 111. Art. 1006.25 Metals The Department will accept guardrail based on the “Brand Registration and Guarantee” requirements of AASHTO M 180 and the manufacturer shall be listed as compliant through NTPEP. The Department will maintain a qualified producer list. In order to prevent rapid oxidation of the zinc coating, all galvanized rail elements, end sections, splice plates, posts, and accessories shall be protected from rain, snow, and other weathering conditions while they are stored prior to installation. This protection shall consist of storing the galvanized parts for the guardrail off the ground surface, so that they will not come in contact with surface run-off water, and properly covering the parts on the top and on all sides. Special care in storing the rail elements, end sections, and splice plates shall be used so that no moisture gets between the pieces when they are stacked in contact with each other. When using treated wood for blockouts, the fasteners shall be stainless steel according to Article 1006.29(d) or hot-dip galvanized according to AASHTO M 232, Class C, except the minimum weight (mass) of zinc coating shall be 2.0 oz/sq ft (610 g/sq m). When erected, the surfaces of the rail elements, end sections, and splice plates shall have a bright finish and shall not be tarnished. If evidence of “white rust” (zinc oxide) is present, and visible pitting of the zinc coating has not occurred, the rail may be cleaned and accepted. If visible pitting of the coating has occurred, the material is unacceptable.
1006.26 Cables and Accessories for Cable Road Guard. Cable and
accessories for cable road guard shall be as follows.
a.Cables and Fittings. Wire cable and fittings for cable road guard shall be according to AASHTO M 30, Type I, II, or IIa, Class A coating.
b.Accessories. Accessories shall be according to the following.
1.Rods, Nuts, and Washers. The rods, nuts, and washers shall be according to AASHTO M 314, Grade 36.
2.Turnbuckles. The turnbuckles shall be according to ASTM F 1145, Type 1, Grade 1, Class B.
3.Steel Plate. Steel plate shall be according to AASHTO M 270, Grade 36. After fabrication, all accessories shall be galvanized according to AASHTO M 232. The small articles may be zinc-coated by the mechanically deposited process according to ASTM B 695, Class 50.
1006.27 Chain Link Fence. The various components of chain link fence shall
be as follows.
a.Fabric. The fabric shall be according to one of the following. Metals Art. 1006.28
1.The fabric shall be woven in 2 in. (50 mm) mesh with 0.148 in. (3.75 mm) diameter wire meeting one of the following requirements of AASHTO M 181.
a.Type I, Class D (zinc-coated steel)
b.Type II (aluminum-coated steel)
c.Type III (aluminum alloy)
d.Type IV, Class B (polyvinyl chloride (PVC)-coated steel). When vinyl-coated fabric is used, the posts, fence framework, gates, tension wire, fabric ties, and fittings shall be vinyl-coated according to the same requirements as the coating of the fabric. All non- aluminum material shall be galvanized prior to vinyl coating.
2.Fabric shall be according to ASTM F 1345, woven in 2 in. (50 mm) mesh with 0.148 in. (3.75 mm) diameter wire protected by Class 2 mischmetal coating. The weight of Zn - 5A1 - MM alloy coating shall be at least 1.0 oz/sq ft (305 g/sq m) of uncoated wire surface.
b.Metal Posts. Metal posts, rail, braces, and gate frames shall be the shape and dimension as shown on the plans and shall meet the bending strength and dimension tolerance of AASHTO M 181. Pipe and rolled shapes shall be according to ASTM F 1043. Square hollow structural steel tubing shall be according to ASTM A 500 Grade B or ASTM A 501, with ASTM F 1043, Type A internal and external coating.
c.Tension Wire. Tension wire shall be according to AASHTO M 181, Type I, Class 2, or Type II.
d.Fabric Ties. The fabric ties to be used with other than vinyl-coated fabric shall be stainless steel hog rings [minimum diameter of 0.120 in. (3 mm)], 9 gauge aluminum wire or 9 gauge galvanized steel wire with 1.2 oz/sq ft (370 g/sq m) zinc coating. The fabric ties to be used with vinyl fabric shall be of the same material as the fabric.
e.Fittings. All miscellaneous fittings shall be made of malleable cast iron or pressed steel and shall be galvanized according to AASHTO M 232.
f.Bolts and Nuts. All bolts and nuts shall be according to ASTM A 307 and shall be zinc-coated according to AASHTO M 232 or ASTM B 695, Class 50 with galvanizing not to exceed 6 mils (150 µm).
1006.28 Woven Wire Fence. The various components of woven wire fence
shall be as follows.
a.Woven Wire Fencing. Woven wire fencing shall be according to AASHTO M 279. The Design Number of the fence fabric shall be either 939-6-11, Grade 60 or 939-6-12 1/2, Grade 125. The metallic coating shall be either Type A or Type Z, Class 3. Art. 1006.28 Metals
b.Barbed Wire. Barbed wire shall be according to AASHTO M 280, Design Number 12-4-5-14R. The metallic coating shall be either Type A or Type Z, Class 3. The wire shall consist of two strands of 12 1/2 gauge wire with four point barbs of 14 gauge wire spaced 5 in. (125 mm) apart. Galvanized barbed wire shall be according to the Specifications for zinc coated (galvanized) steel barbed wire, AASHTO M 280, Class 3 with a minimum coating of 0.80 oz/sq ft (245 g/sq m) of wire surface. Aluminum coated steel barbed wire shall be according to the Specifications for galvanized steel barbed wire, except the wire shall be aluminum coated. The wire shall have at least a 0.25 oz (76 g) coating of aluminum alloy per square foot (square meter) of uncoated surface.
c.Brace Wires. Brace wires shall be zinc coated (galvanized) or aluminum coated No. 9 gauge steel wire according to the Specifications for zinc coated (galvanized) steel or aluminum coated fencing.
d.Metal Posts. Metal posts shall be the shapes and dimensions shown on the plans. Line posts shall include a firmly attached, tapered anchor plate having an area of at least 18 sq in. (12,000 sq mm). The anchor plate shall be fabricated from minimum 12 gauge thickness steel. Steel pipe for metal posts shall be steel pipe, Type A, Type B, or Type C according to
Article 1006 — 27. Structural shapes for posts shall be fabricated from steel
according to the requirements of AASHTO M 281, Grades A or B. All structural shapes shall be galvanized according to AASHTO M 111 using zinc of any grade according to the requirements of ASTM B 6. The zinc coating shall be at least 2.0 oz/sq ft (610 g/sq m) of surface. Square hollow structural tubing shall be according to ASTM A 500, Grade B or ASTM A 501. The tubing shall be galvanized inside and outside according to AASHTO M 111, using zinc of any grade according to the requirements of ASTM B 6. The coating shall be at least 2.0 oz/sq ft (610 g/sq m) of surface.
e.Metal Braces. Metal braces shall have the shapes and dimensions shown on the plans. They shall be according to the Specifications for metal posts, either steel pipe or structural shapes, and shall be galvanized as specified for the metal posts.
f.Gate Frames. Gate frames shall consist of galvanized steel pipe having the dimensions shown on the plans and according to the specifications for steel pipe line posts.
g.Miscellaneous Materials. Miscellaneous materials such as, but not limited to, wire, clips, or other metal devices for fastening the barbed wire and fencing to the posts, shall be of good commercial quality and galvanized. Staples shall be at least 1 1/2 in. (38 mm) long of No. 9 galvanized wire.
h.Post Tops. Steel pipe and steel tubing posts shall be furnished with steel or malleable iron or wrought iron post tops of approved type, and shall be galvanized according to AASHTO M 232. Metals Art. 1006.29
1006.29 Metal Posts and Hardware for Highway Markers, Signs, and
Delineators. Metal posts for highway markers, signs, and delineators shall be according to the following, except that delineator posts shall be unfinished steel.
a.Post Materials.
1.Steel. The steel used in the posts shall be hot rolled according to the physical properties of ASTM A 499, Grade 60 and to the chemical properties of ASTM A 1 for 91 lb (41 kg) or larger steel rails.
2.Aluminum. The aluminum used in the posts shall be according to the requirements of ASTM B 221 (B 221M), Alloy 6061-T6, which shall meet the following minimum requirements. Property Value Tensile Strength 38,000 psi (260,000 kPa) Yield Point 35,000 psi (240,000 kPa) Elongation 2 in. (50 mm) 10 percent
b.Fabrication and Finish.
1.Weight (Mass). The average weight (mass) of the posts per foot (meter) of length shall be not less than the following. Type of Post Aluminum lb/ft (kg/m) Steel lb/ft (kg/m) A 0.90 (1.3) 2.00 (3.0) B 1.30 (1.9) 3.00 (4.5) C --- 1.12 (1.7) Individual posts shall not vary more than ten percent below their average weight.
2.Punching. In the case of steel posts, all punching or drilling shall be done prior to galvanizing.
3.Galvanized Steel Posts. Steel posts shall be galvanized by the hot-dip process according to AASHTO M 111.
4.Enameled Steel Posts. Steel posts shall be painted with a weather resistant, rust inhibitive, high quality, dark green enamel which shall produce a hard mar resistant coating, free from paint cracks, blisters, or other defects. The quality of the paint shall be such that when the finished post is struck a light blow with a sharp tool, the paint shall not crack or chip, and if scratched with a knife, shall not powder. The thickness of the dry film enamel shall be a minimum of 1 mil (25 µm). It shall pass the standard 100 hour salt spray test [20 percent solution by spray of fog 70 °F (21 °C)]. Painting shall be the final process after all fabrication and punching has been completed. Art. 1006.29 Metals The enamel for steel posts shall have the following properties. Property Value Solids by Mass (Minimum) 54.6% Mass lb/gal (kg/L) (Minimum) 8.6 (1) Viscosity at 77 °F (25 °C), No. 4 Ford 45-50 sec 60% Gloss High Method of Application Flow Coat Cure Schedule 300 °F (150 °C) 20 minutes
5.Polyester Coated Steel Posts. Steel posts shall be coated with an electrostatically applied powder coating of a dark green, pigmented, urethane-cured, polyester having the following properties. Property Value Polyester Resin (Molecular weight equivalent 2,000-5,000) 40-75% Blocked Isocyanate Curing Agent (Molecular weight equivalent 1,000-3,000) 10-25% Flow Control Agent (Acrylo-terpolymers) 0.1-2.0% Exterior Durable Grade Pigment and Extender 25-50% Organic Volatile Content (Maximum) 3% The posts shall be cleaned free of oil, loose mill scale, and rust by pickling or by blast cleaning to near white with a blast profile not greater than 2 mils (50 µm). They shall then be pretreated with 40 to 70 mg/sq ft (430 to 750 mg/sq m) of iron phosphate and chemically sealed. The coating shall be applied immediately after cleaning as an electrostatically charged dry powder sprayed onto the grounded post using an electrostatic spray gun. The thickness of the applied coating shall be a minimum of 2.5 mils (63 µm) measured on a flat surface of the post according to ASTM D 1186. All systems for handling the coated posts shall have padded contact areas. All bundling bands shall be padded or suitable banding shall be used to prevent damage to the coating. The posts or bundles shall not be dropped or dragged. The bundled posts shall be transported with care and stored above the ground on wooden or padded supports.
6.Workmanship and Finish. The posts shall be symmetrical and well formed. They shall be free from injurious defects which will impair their strength or appearance. The zinc coating on the steel posts shall be free from such imperfections as lumps, blisters, uncoated spots, dross, and flux.
c.Tests. Tests shall be according to the following. Metals Art. 1006.29
1.Tension Tests. The tensile properties of the metals shall be determined by the method outlined in ASTM E 8 (E 8M).
2.Tests for Weight of Zinc Coating. The weight of the zinc coating shall be determined by the method outlined in AASHTO M 111. As an option, the weight of the coating may be determined by weighing one or more full size specimens after pickling and drying and again after coating.
3.Tests for Polyester Coating. The coated posts shall be capable of meeting the following requirements.
a.Impact. The coating shall show no cracks or breaks when subjected to an impact of 100 in. lb (11 J) according to ASTM D 2794.
b.Salt Spray. When tested for 500 hours according to ASTM B 117, no rust, blisters, or undercutting of uncoated or scribed areas will be apparent.
c.Humidity. There shall be no blistering of the coating or gloss loss greater than five percent when tested according to ASTM D 2247.
d.Weathering. There shall be no more than 15 percent loss of gloss and no appreciable color change when tested for 1,000 hours in a carbon arc weatherometer according to ASTM G 23-96, Type EH.
4.Certification. When steel posts are supplied, the Contractor shall furnish a certification from the manufacturer that the posts meet the specified chemical and physical properties. The Department reserves the right to test samples for these and other requirements of these Specifications.
d.Hardware. Hardware for attaching sign panels to posts and other applications shall be zinc coated steel or stainless steel. Steel bolts, nuts, and washers shall be according to ASTM A 307. They shall be zinc-coated according to AASHTO M 232, ASTM B 695, Class 50, or ASTM B 633 (B 633M) SC 3. Stainless steel bolts shall be according to ASTM F 593 Alloy Group 1, conditions F593C or F593B; or ASTM A 193 (A 193M), Class 1 Grade B8 or Class 1A Grade B8A, or Class 2 Grade B8. Stainless steel nuts shall be according to ASTM F 594 Alloy Group 1, Conditions CW1 (F594C), SH3 (F594C), or SH4 (F594D); ASTM A 194 (A 194M) Grade 8, 8M, or 8F with a UNC Series Class 2B fit. Stainless steel washers shall be plain flat, conforming to ANSI/ASME B18.22.1, Type A or B as appropriate, or MS 15795, and made of 18-8 stainless steel. Nuts shall have a hardness greater than that of the bolt to prevent thread stripping. Thread overload shall be prevented by use of torque control, which is dependent on bolt diameter and specific hardness. Art. 1006.30 Metals
1006.30 Aluminum for Railings. Aluminum for railings shall be as follows.
a.Cast Aluminum Railing Posts. Cast aluminum railing posts shall be according to ASTM B 108, Alloy A444.0-T4 for permanent mold castings; ASTM B 26, Alloy 520.0-T4 for sand castings; or ASTM B 618, Alloy 520.0-T4 for investment castings. All castings shall have a radiographic discontinuity level according to Grade C, 1/4 in. (6 mm) section thickness.
b.Aluminum Alloy Extruded Rail. Aluminum alloy extruded rail shall be according to ASTM B 221 (B 221M), Alloy 6061-T6 with a minimum yield of 35,000 psi (240,000 kPa), a minimum tensile strength of 38,000 psi (262,000 kPa), and an elongation of ten percent in 2 in. (50 mm).
1006.31 Stainless Steel Hardware. Stainless steel hardware shall be as
follows.
a.Stainless Steel Machine Bolts or Cap Screws. Stainless steel nuts, washers, lock washers, machine bolts, or cap screws shall be according to the requirements of Article 1006.29(d).
b.Stainless Steel Bars. Stainless steel bars shall be according to the requirements of ASTM A 276, Type No. 302 or 304, Condition B. Threads, when required, shall be Class 2B.
1006.32 Stud Shear Connectors. Stud shear connectors shall be according to
the requirements of AASHTO M 169 cold drawn bars, Grades 1015, 1018, or 1020, either semi- or fully-killed. Welding and workmanship shall be according to the requirements of the BWC.
1006.33 Seamless Copper Water Tube. Seamless copper water tube shall be
according to the requirements of ASTM B 88 (B 88M), Type K, except that the tolerance for wall thickness and weight/foot (mass/meter) shall be increased by 50 percent.
1006.34 Galvanized Steel for Railings. Galvanized steel for railing shall be
according to the following.
a.Steel Posts for Railings. Steel posts shall be according to the requirements of AASHTO M 270, Grade 50, and shall be galvanized according to AASHTO M 111.
b.Tubular Steel Rail for Railings. Tubular steel rail shall be according to the requirements of ASTM A 500, Grade B, and shall be galvanized according to AASHTO M 111. Tubular steel from all heats supplied shall be tested for impact toughness according to ASTM E 23, "Charpy V-Notch (CVN) Impact Testing of Metallic Materials". The CVN impact requirements shall be 15 ft lb (20 J) at 0 °F (-18 °C). For each heat supplied, the manufacturer shall furnish one 24 in. (600 mm) specimen, marked with its heat number, for impact testing. Metals Art. 1006.34 In lieu of the above, the manufacturer may choose to supply tubing that has been tested for toughness according to ASTM E 436, "Standard Method for Drop-Weight Tear Tests of Ferritic Steels", as modified herein. Tubing test samples shall be taken and tested prior to delivery of the railing to the Contractor. The taking of the test samples shall be witnessed, and the testing shall be performed, by an approved independent testing laboratory. Drop-weight tear testing shall be done on test specimens obtained from galvanized tubing with the same heat number as that being used. Testing shall be conducted at a temperature of 0 °F on 2 x 9 in. (–18 °C on 50 x 225 mm) specimens supported to provide a 7 in. (175 mm) clear span. Galvanizing shall not be removed from the specimens. Three 2 x 9 in. (50 x 225 mm) test specimens shall be cut from each of the unwelded sides for a total of nine specimens. The three specimens from the side with the lowest average shear area shall be disregarded when calculating the final average shear area. The final average shear area shall then be calculated using the six remaining specimens. If the average shear area falls below 50 percent, material from the heat represented by these tests shall be rejected, except that if the average shear area is 30 percent or greater, one retest at a sampling frequency three times that of the first test, and with no samples excluded in calculating the average, will be permitted. Material not having a 50 percent average shear area upon retest shall be rejected. Certified test data shall be submitted with each shipment of railing. No transverse welds will be permitted in the rail section. The manufacturer of the tubing shall, before galvanizing, identify the product with the steel heat number (or with some number that is traceable to the heat number) and a unique manufacturer's identification code. The identification method shall be such that identification shall be on only one face of the section, be repeated at intervals no greater than 4 ft (1.2 m), and not extend into the curved surface of the tubing at the corners.
c.Steel Shapes and Plates for Railing. Steel angles shall be according to the requirements of AASHTO M 270, Grade 50 (M 270M, Grade 345), and all other steel shapes and plates shall be according to the requirements of AASHTO M 270 Grade 36 (M 270M, Grade 250). This material shall be galvanized according to AASHTO M 111.
d.Storing on Site. In order to prevent rapid oxidation of the zinc coating, the Contractor shall protect all galvanized rail elements, splice sections, posts, and accessories from rain, snow, and other weathering conditions while they are stored on the site prior to installation. This protection shall consist of storing the galvanized parts of the railing off the ground surface so that they will not come in contact with surface run-off water and properly covering the parts on the top and all sides. The Contractor shall use special care in storing this material so that no moisture gets between the pieces when they are stacked in contact with each other. When erected, the surfaces of the rail elements and posts shall have a uniform finish and shall not be tarnished, have mottled areas or a gritty appearance, nor show dip marks or Art. 1006.34 Metals brush marks. If "white rust" (zinc oxide) has formed on any of the surfaces of the rail elements, the affected material shall be rejected by the Engineer.
1006.35 Gabions and Slope Mattresses. The material shall be according to
the following.
a.Baskets. The baskets shall be constructed of galvanized, aluminized, or PVC-coated galvanized or aluminized steel wire.
1.Gabion baskets shall be constructed of one of the following two types.
a.Hexagonal mesh fabric with at least three half twists. The hexagonal mesh fabric opening shall have nominal dimensions of 3.25 x 4.50 in. (82 x 115 mm).
b.Welded wire reinforcement with a minimum average weld shear value of 584 lb (2600 N) with no value less than 450 lb (2000 N). The welded wire reinforcement opening shall have nominal dimensions of 3.00 x 3.00 in. (75 x 75 mm).
2.Slope mattress baskets shall be constructed of one of the following two types.
a.Hexagonal mesh fabric with at least three half twists. The hexagonal mesh fabric opening shall have nominal dimensions of 2.50 x 3.25 in. (60 x 82 mm).
b.Welded wire reinforcement with a minimum average weld shear value of 290 lb (1300 N) with no value less than 225 lb (1000 N). The welded wire reinforcement opening shall have nominal dimensions of 1.50 x 3.00 in. (38 x 75 mm).
b.Wires for Selvedges, Lacing, and Internal Connections. All wires shall be of the same material and coating finish as the hexagonal mesh fabric or welded wire reinforcement used in the basket.
c.Galvanized Steel Wire. The wire shall be according to ASTM A 641 (A 641M), Class 3, Soft.
d.Aluminized Steel Wire. The wire shall be according to ASTM A 809, Soft.
e.PVC-Coated Galvanized or Aluminized Steel Wire. The PVC coating shall be applied to wire according to ASTM A 641 (A 641M), Class 3, Soft, or ASTM A 809, Soft. The PVC shall be extruded and adhered (bonded), shall be according to ASTM D 2287, and shall be 0.020 in. ± 0 005 in. (0.500 mm ± 0.125 mm). The color of the PVC material shall be gray. The PVC coating shall be self-extinguishing and shall not support combustion when subject to the horizontal flame test of ASTM A 470.
f.Wire Diameter. The minimum diameter of wires after coating for gabions and slope mattresses shall be according to the following tables. Timber and Preservative Treatment Art. 1007.02 GABIONS Aluminized and Galvanized PVC Basket Wire Selvedge Wire 1/ Lacing and Internal Connecting Wires 0.118 in. (3.0 mm) 0.150 in. (3.8 mm) 0.087 in. (2.2 mm) 0.136 in. (3.5 mm) 0.163 in. (4.1 mm) 0.117 in. (3.0 mm) SLOPE MATTRESSES Aluminized and Galvanized PVC Basket Wire Selvedge Wire 1/ Lacing and Internal Connecting Wires 0.087 in. (2.2 mm) 0.106 in. (2.7 mm) 0.087 in. (2.2 mm) 0.117 in. (3.0 mm) 0.136 in. (3.5 mm) 0.117 in. (3.0 mm) 1/ Does not apply to welded wire reinforcement.
1006.36 Wire Fasteners. Wire fasteners shall be made of galvanized steel
wire, aluminized steel wire, or stainless steel wire. Galvanized wire fasteners shall be used on galvanized baskets, aluminized wire fasteners shall be used on aluminized baskets, and stainless steel wire fasteners shall be used on PVC coated baskets. Wire fasteners shall resist a force of at least 600 lb (2700 N) while remaining in a closed position when subjected to a directional tension force along any axis of the fastener.
a.Galvanized Steel Wire. Coating requirements shall be according to ASTM A 764, Type 3.
b.Aluminized Steel Wire. Coating requirements shall be according to ASTM A 809.
c.Stainless Steel Wire. The wire shall be according to ASTM A 313, 302 grade. SECTION 1007. TIMBER AND PRESERVATIVE TREATMENT
1007.01 Description. This Specification covers structural timber for bridges
and guardrail, sign posts, timber piling, guard and guide posts, bracing stakes, woven wire fence posts and braces, and preservative treatment. Inspection of both treated and untreated products shall be according to the Bureau of Materials Policy Memorandum, “Inspection Procedures and Approved Inspection Agencies for Timber and Preservative-Treated Timber Products”.
1007.02 Definition of Terms. The terms used shall be interpreted according to
ASTM D 9. Art. 1007.03 Timber and Preservative Treatment
1007.03 Structural Timber. Structural timber shall be southern pine, Douglas
fir (coast region), or other species listed in Chapter 8 of the AASHTO LRFD Bridge Design Specifications.
a.Treated and Untreated Timber. When treated material is specified, the method of treatment shall be according to Article 1007.12. There shall be no heartwood requirements for timber which is to receive a preservative treatment and the amount of sapwood shall not be limited. All timber to be used without preservative treatment shall contain not less than 85 percent of heartwood measured on the girth.
b.Standard Sizes and Grading Requirements. Rough cut and surfaced timber shall meet the applicable requirements for size and grading according to ASTM D 245 and the Southern Pine Inspection Bureau, the West Coast Lumber Inspection Bureau, or other agency accredited by the American Lumber Standard Committee, except as provided herein. All pieces shall be cut to length with square ends. The dimensions and surfacing requirements will be shown in the contract.
c.Strength Requirements. The design strengths for structural timber shall be as shown on the plans, and according to the Southern Pine Inspection Bureau, the West Coast Lumber Inspection Bureau, or other agency accredited by the American Lumber Standard Committee. Additionally, the design strengths shall be according to Chapter 8 of the AASHTO LRFD Bridge Design Specifications.
1007.04 Reserved.
1007.05 Sign Posts. Sign posts shall be either southern pine or Douglas fir
and shall be according to the following.
a.Southern pine shall be No. 2 according to the Southern Pine Inspection Bureau Grading Rules and the following.
1.Paragraph 313 for Structural Light Framing shall be used for 4 X 4 in. (100 X 100 mm) posts.
2.Paragraph 313 for Structural Joists and Planks shall be used for 4 X 6 in. (100 X 150 mm) posts.
b.Douglas fir shall be No. 2 according to the West Coast Lumber Inspection Bureau Standard Grading Rules and the following.
1.Paragraph 124C for Structural Light Framing shall be used for 4 X 4 in. (100 X 100 mm) posts.
2.Paragraph 123C for Structural Joists and Planks shall be used for 4 X 6 in. (100 X 150 mm) posts.
Referenced in this section
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Source: Illinois Standard Specifications for Road and Bridge Construction, 2022 Edition. Pages 795–815 of 1,217. View official source ↗