1055 Dowel bars shall be coated with an epoxy coating mate rial selected from the QPL of Epoxy Coating Materials. The coating thickness after cure shall be a minimum of 7 mils. Dowel bars shall not have burring or other deformation restricting slippage in concrete. Dowel bar ends shall be saw cut. Chips from the cutting operation shall be removed from coated bars. Dowel bars shall be furnished by selecting bars made by a coater and manufacturer on the QPL of Reinforcing Bar and WWR Epoxy Coaters and in accordance with ITM 301. When shipped to th e project site, the dowel bars shall be accompanied by the types of certifications specified in ITM 301 and in accordance 150 with 916. 11. Support Devices Support devices for all reinforcing bars shall be epoxy coated steel and in accordance with ASTM A775, except as follows:
a.the steel shall be in accordance with 910.01(b)1,
b.the coating color shall contrast with the color of iron oxide, c. the coating thickness shall be 6 to 20 mils after cure. The thickness measurements shall be made in accordance with 160 ASTM D7091.
c.Inspection, Sampling, and Testing All reinforcing bars may be inspected, sampled, and tested after delivery to the project. 910.02 Structural Steel
a.Structural Steel Unless otherwise specified, structur al steel shall be in accordance with 170 ASTM A709, grade 36. (b) Weathering Steel Steel in accordance with ASTM A709 that has an atmospheric corrosion resistance index that meets or exceeds the index value shown in ASTM A709.
c.High Strength Structural Steel When specified, this steel shall be in accordance with ASTM A709, grade HPS 100W; ASTM A709, grade 50; or ASTM A709, grade 50W. The corrosion resistance of ASTM A709, grade 50W steel shall be at least four times that of structural carbon steel. The steel fabricator, when placing the order, shall state that the steel is for bridge use, and that the steel shall be used in the bare, unpainted condition. All fasteners used in conjunction with ASTM A709, grade 50W steel shall be friction type high strength heavy hex bolts in accordance with ASTM F3125, grade A325, Type 3. 910.02 1056 A certification in accordance with 916 a nd 910.02(g)2d shall be provided for high- strength steel bolts. The results of the following shall be shown on the certification: Property Test Method Chemical Composition ASTM F3125, Table 3 Hardness ASTM F3125, Table 7 Tensile Properties ASTM F3125, Table 5 Proof Load ASTM F3125, Table 5 Zinc Coating (Hot Dip Process) ASTM A153 Zinc Coating (Mechanically Deposited) ASTM B695 Rotational Capacity Testing (Type 3 Bolt) ASTM F3125 All plates and bars produced from ASTM A572 steel over 3/4 in. in thickness shall be “killed fine grain practice”.
d.High Performance Steel High performance steel, HPS, shall be in accordance with ASTM A709. In addition to the conditions listed in Section 6.7 of ASTM A709, high performance steel may be furnished as hybrid/mixed design structural components using high performance steel plates in co mbination with high strength, low alloy steel plates and shapes, for welded or bolted applications in bridge construction. 200 The impact testing requirements for HPS in accordance with 10.1 and 10.2 of ASTM A709 shall meet temperature zone 2.
e.Charpy V-Notch Toughness Tests Structural steel, except members exempt ed below, shall meet the longitudinal Charpy V-Notch test requirement as specified in the following table for the type or types of steel specified or furnished. Sampling and testing procedures shall be in accordance with ASTM A673. The H frequency of heat testing shall be used. Charpy V-Notch test data shall be included on the m ill test reports for structural steel specified 210 in 711.08 and 916. ASTM Designation Thickness, in. Foot-Pounds Joule @ 40°F A709, grade 36 15 A709, grade 50* Up to 4 in. mechan ically fastened Up to 2 in. welded 15 A709, grade 50W* Up to 4 in. mechan ically fastened Up to 2 in. welded Over 2 in. to 4 in. welded 15 15 20 * If the yield point of the material exceeds 65,000 psi, the temperature for the CVN value for acceptabilit y shall be reduced b y 15°F for each increment of 10,000 psi above 65,000 psi. 910.02 1057 This test requirement shall apply to all structural steel members and components except diaphragms, cross frames, stiffeners, lateral bracing, railroad ballast retainers and components, shoe assemblies, expansion joints, and compression members of trusses. (f) Mill Test Reports Mill test reports for structural steel sh all be in accordance with 711.08 and 916 220 and shall include Charpy-Impact test data as set out in 910.02(e).
g.High Strength Bolts, Nuts, and Washers
1.General Use High strength heavy hex bolts shall be in accordance with ASTM F3125, grade A325. When used with weathering grades of steel, the bolts shall be Type 3. High strength heavy hex nuts shall be of the grade and finish specified in ASTM F3125 and ASTM A563. Washers shall be of the type specified in ASTM F3125 and ASTM F436. Type 1 bolts, and the nuts and washers used with these bolts, shall be either hot dip 230 galvanized in accordance with ASTM F2329 or mechanically galvanized in accordance with ASTM B695, Class 55.
2.Assembly of Structural Steel in Bridges High strength bolts, nuts, and washers used in the assembly of structural steel in bridges, excluding shoes and bearing assemblies, shall be provided in accordance with 910.02(g)1 and the following additional requirements. a . B o l t s The maximum tensile strength shall be 150,000 psi for bolts 1 in. or less in 240 diameter. The maximum tensile strength shall be 120,000 psi for bolts greater than 1 in. in diameter. The maximum hardness shall be 33 Rc. b . N u t s The nuts shall be in accordance with ASTM A563, grade DH; or ASTM A194, grade 2H. c . T e s t s (1) Rotational Capacity 250 High strength fasteners shall be subjected to the rotational capacity test in accordance with ASTM F3125. The fastener shall complete two times the required number of turns from snug-tight conditions in accordance with AASHTO LRFD Bridge Construction Specifications, in a Skidmore-Wilhelm calibrator or equivalent tension measuring device without stripping or failure. During this test, the maximum recorded tension shall be at least 1.15 times the required fastener tension indicated in AASHTO LRFD Bridge Construction Specifications. The measured torque required to produce the required fastener tension shall not exceed the value obtained by the following equation: 260 910.02 1058 Torque = 0.25 PD where: Torque = Measured Torque, (foot-pounds) P = Measured Bolt Tension, (pounds) D = Nominal Diameter (feet).
2.Proof Loads Proof load tests for bolts shall be conducted in accordance with ASTM F606, Section 3.2.3. Proof load test for nuts shall be conducted in accordance with ASTM F606, Section 4.2. 270
3.Wedge Tension Test The wedge tests of full size bolts shall be conducted in accordance with ASTM F606, Section 3.5. d. Certification The supplier shall provide a certification of compliance with all requirements for high strength bolts, nuts, and washers used in the assembly of structural steel in bridges. The certification, in addition to complying with the applicable requirements of 916, shall include the lot number on the shipping package and indicate when or where all testing was performed. 280
h.Bolts other than High Strength Bolts
1.General Bolts shall be unfinished, turned, or ribbed bolts in accordance with ASTM A307, grade A. Bolts shall have single, self-locking nuts or double nuts unless otherwise shown on the plans or in the special provisions. Beveled washers shall be used where bearing faces have a slope of more than 1:20 with respect to a pl ane normal to the bolt axis. Bolts, nuts, and washers utilized in the U channel steel post splice as shown on the plans shall be in accord ance with ASTM A449, SAE J429-G7.9, or ASTM F3125, grade A325 and shall be either hot dip galvanized in accordance with ASTM F2329 or mechanically galvan ized in accordance with ASTM B695, Class 55.
2.Unfinished Bolts Unfinished bolts shall be furnished unless other types are specified.
3.Turned Bolts The surface of the body of turned bolts shall meet the ANSI roughness rating 300 value of 125. Heads and nuts shall be hexago nal and standard dimensions for bolts of the nominal size specified or the next larger nominal size. Diameter of threads shall be equal to the body of the bolt or the nominal diameter of the bolt specified. Holes 910.02 1059 for turned bolts shall be carefully reamed. Bolts furnished shall provide for a light driving fit. Threads shall be entirely outside of the holes. A washer shall be provided under the nut.
4.Ribbed Bolts The body of ribbed bolts shall be of an approved form with continuous longitudinal ribs. The diameter of the body measured on a circle through the points of 310 the ribs shall be 5/64 in. greater than the nominal diameter specified for the bolts. Ribbed bolts shall be furnished with round heads conforming to requirements of ANSI B 18.5 unless otherwise specified. Nuts shall be hexagonal, either recessed or with a washer of suitable thickness. Ribbed bolts shall make a driving fit with the holes. The hardness of the ribs shall be such that the ribs do not mash down enough to allow the bolts to turn in the holes during tightening. If for any reason the bolt twists before drawing tight, the hole shall be carefully reamed and an over-sized bolt used as a replacement.
910.03 Permanent Metal Forms 320
Metal bridge deck falsework and supports shall be fabricated from steel sheet, zinc-coated structural steel in one of the following grades: 33, 37, 40, 50 Class 1, 80 Class 1, or 50 Class 3, having a coating designation of G165, oiled but not chemically treated, all in accordance with ASTM A653. A Type A certification in accordance with 916 shall be provided for permanent metal forms. The results of the following shall be shown on the certification for each gauge. Property ASTM Yield Strength, ksi A653* Tensile Strength, ksi A653* Elongation in 2 in., % A653* Weight of Zinc Coating A653* * The minimum mechanical requirements as stated in ASTM A653 for the respective grade shall be provided on the Type A certification in addition to the test results. The materials will also be sampled at the work site as specified in the Frequency Manual. The sample will include a represen tative portion of a panel of each gauge, thickness, to be used and a representative portion of each type and size of hardware necessary to erect the panels , excluding the fasteners.
910.04 Steel Forgings and Steel Shafting
a.Carbon Steel Forgings Steel forgings shall be in accordance wi th ASTM A668 for carbon steel forgings for general industrial use. Class F forgings shall be furnished unless otherwise 340 specified. 910.04
b.Cold Finished Carbon Steel Shafting Shafting shall be in accordance with ASTM A108 for cold finished carbon steel bars and shafting. Grade designation 1016-103 0, inclusive, shall be furnished unless otherwise specified.
c.Alloy Steel Forgings Alloy steel forgings shall be in accordance with ASTM A668 for alloy steel forgings for general industrial use. Class G forgings shall be furnished unless 350 otherwise specified.
d.Certification Steel forgings and steel shafting shall be covered by a mill certification reporting the test results of: 1. chemical analysis
2.heat treatment, not required for shafting
3.tensile strength, yield strength, and elongation. Elongation is not required for shafting. 910.05 Castings The casting design shall be proof loaded to 178 kN in accordance with AASHTO M 306. Castings shall be in accordance with the plan dimensions and to the following requirements for the designated materials. A certified inspection report shall be submitted by the manufacturer with each sh ipment of castings, except as otherwise provided herein. Inspection and testing shall be done by the manufacturer. The certified inspection report shall list the casting number, the type of material, including the class of gray iron, and the grade of ductile iron. It shall state that inspection and 370 testing has been performed, that all parts shipped meet the pertinent specification requirements, and that all component parts fit. The supporting test results, including proof load data, shall be retained and be available on request for a period of seven years. All castings shall have the manuf acturer’s identification and the date of manufacture cast on an exposed surface. Acceptance of castings will be based on the certified inspection report, visual inspection, and check measurements. (a) Steel Castings 380 Chromium alloy steel castings shall be in accordance with ASTM A743. Grade CA15 shall be furnished unless otherwise specified. (b) Iron Castings Iron casting shall be gray iron casti ngs in accordance with ASTM A48, class No. 35B, unless otherwise specified. Tension tests will be required for all castings including drainage castings. 910.05 1061 Castings shall be true to pattern in form and dimensions. A tolerance of ±1/8 in. in general dimensions as shown on the plans will be allowed with the exception that 390 the tolerance in the dimensions of grates or covers and the openings into which they fit shall be limited to ±1/16 in. Each casting shall weigh at least 95% of the manufacturer’s specified weight of the type specified and shall be cast to the dimensions shown on the plans. They shall be free from sponginess, cracks, blowholes, warping, sand inclusions, cold shots, cold shuts, chilled iron shrinks, or any defects which would affect the strength and value for the intended purpose. The castings shall completely fill the molds and shall not be removed until properly cooled. The casting date and a casting code number shall be cast on each casting. All corners of the castings shall be fille ted and outside corners and edges shall be 400 rounded to a radius of not less than 1/8 in. All contact surfaces between different castings shall present a firm and even bearing without rattling or rocking. The lid frame bearing surfaces on all round castings shall be machine milled to provide true bearings around the entire circumference. All ot her contact surfaces shall be ground. All castings shall be cleaned of molding or core sand, rust, scale, and foreign material just prior to shipment. Iron castings shall be delivered unpainted.
c.Ductile Iron Castings These castings shall be in accordance with ASTM A536. Grade 65-45-12 shall be 410 furnished unless otherwise specified. In addition, they shall be in accordance with all requirements of 910.05(b), except the first paragraph.
d.Malleable Castings These castings shall be in accordance with ASTM A47. Grade No. 32510 or 35018 shall be furnished unless otherwise specified. In addition, they shall be in accordance with all requirements of 910. 05(b), except the first paragraph.
e.Carbon Steel Castings These castings shall be in accordance with ASTM A27. The grade shall be 60-30, 420 65-35, or 70-36. Castings shall be true to pattern in form and dimensions and free from pouring faults, sponginess, cracks, blowholes, and any defects in positi ons affecting their strength and value for the service intended. Blowholes appearing on finished castings shall be located so that a straight line laid in any direction does not cut a total length of cavity greater than 1 in. in any 1 ft length. No single hole exceed 1 in. in any di mension or have an area greater than 1/2 sq in. Blowholes shall not be deep enough to affect the strength of the casting 430 adversely. Minor defects which do not impair strength may, with approval, be welded by an approved process. Defects shall be removed in solid metal by chipping, drilling, or other satisfactory methods and, after weldi ng, the castings shall be annealed if 910.05 1062 required. Castings which have been welded without permission will be rejected. No sharp unfilleted angles or corners will be allowed.
910.06 Bronze and Copper Alloy 440
a.Bronze Castings Bronze castings shall be in accordance with ASTM B22, alloys C91100 or C91300. A Type A certification in accordan ce with 916 shall be provided for bronze casting. In addition to the number of castings or total weight, the results of the following shall be shown on the certification: Property Test Standard Chemical composition ASTM B22 Tensile strength ASTM B22 Yield strength ASTM B22 Elongation ASTM B22 Brinell hardness ASTM B22 Compression deformation limit ASTM B22
b.Copper Alloy Plates Copper alloy plates shall be in accordance with ASTM B100. A Type A certification in accordance with 916 shall be provided for copper alloy plates. In 450 addition to the copper alloy UNS No. designation, the results of the following shall be shown on the certification: Property Test Standard Chemical composition ASTM B100 Dimensions ASTM B100 Tensile strength ASTM B100 Yield strength ASTM B100 Elongation ASTM B100 Permanent set under 100 ksi ASTM B100 Brinell hardness ASTM B100 Rockwell hardness ASTM B100
910.07 Steel Components of MSE Retaining Walls (a) Backing Mats, Clevis Connect or, Connector Bar, and Wire-Facing
1.Backing Mats Backing mats shall be smooth steel weld ed wire reinforcemen t in accordance with 460 910.01(b)5. Galvanization, if required, shall be in accordance with ASTM A1060. The Engineer will test samples in accordance with ASTM A1064. 910.06 1063 2. Clevis Connector Clevis connectors, if used, shall be attached to the alignment templates using the bars provided with the forms. The vertical and horizontal alignment of the connectors shall be ±1/8 in. The holes inside the loops shall be free of all concrete and debris, loose or otherwise. The clevis connector shall be fabricated of cold-drawn steel wire in accordance 470 with ASTM A1064. Loops shall be galvaniz ed in accordance with ASTM A641, class 5 or class C. A Type A certification in accordance w ith 916 shall be provided for clevis connector. The results of the following shall be shown on the certification: Property Test Standard Tension ASTM A1064 Bend ASTM A1064 Coating adhesion ASTM A123/A153 Coating thickness ASTM A123/A153 Average weight of coating ASTM A123/A153
3.Connector Bar The connector bar, if used, shall be fa b r i c a t e d o f c o l d - d r a w n s t e e l w i r e i n accordance with ASTM A1064, and galvanized , if shown on the plans, in accordance 480 with ASTM A641, class 5 or class C. A Type A certification in accordance with 916 shall be provided for connector bars. The results of the following shall be shown on the certification: Property Test Standard Coating adhesion ASTM A123 Coating thickness ASTM A123 Average weight of coating ASTM A123 Coating flexibility ASTM A123
4.Wire-Facing Wire-facing shall be smooth steel WWR in accordance with 910.01(b)5. Galvanization, if required, shall be in accordance with ASTM A1060. All wire-facing shall be handled, stored, and shipped to eliminate the danger of excessive bending 490 stresses. The Engineer will test samp les in accordance with ASTM A1064.
b.Ground Reinforcement The ground reinforcement shall be either a deformed steel strip or a welded-wire grid. The grid or strip used shall be consistent with that used in the pullout test and shall be consistent throughout the project. 910.07 The grid shall consist of not less than two longitudinal wires, perpendicular to the wall, welded to equally spaced cross ribs capable of developing passive pressure with the fill. The deformed strip shall be of constant width. The strip thickness shall vary 500 only from the undeformed section to the deformed section as required to produce the pullout resistance. The face-panel edges shall be configured to conceal the joints. All horizontal and vertical joints shall be covered with a joint cover to prevent backfill leakage while passing water. Ground-reinforcement units shall be hot rolled from bars to the required shape and dimensions. Physical and mechanical properties of the units shall be in accordance with ASTM A572, grade 65. Tie strips shall be shop fabricated with hot-rolled steel in 510 accordance with the minimum requirements of ASTM A1011, grade 50. Galvanization for ground-reinforcing units and tie strips shall be in accordance with ASTM A123, coating grade 85, for strip-type reinforcemen ts or ASTM A641, class 5 or class C, for bar mat or grid-type reinforcements. All ground-reinforcement units and tie strips will be inspected to ensure that they are true to size and free from defects whic h can impair their strength and durability. A Type A certification in accordance with 916 shall be provided for ground reinforcement. The results of the following shall be shown on the certification: 520 Property Test Standard Yield strength ASTM A572/A1011 Coating thickness ASTM A123/A641 Coating adhesion ASTM A123/A641
c.Fasteners Fasteners shall consist of 1/2 in. diameter, bolts, nuts, and washers and shall otherwise be in accordance with 910.02(g)1 with the exception that the hardware shall be coated in accordance with ASTM F2329. The supplier shall provide a certificate of compliance with all requirements for high strength bolts, nuts, and washers used in the assembly of MSE retaining walls. The certification, in addition to complyi ng with the applicable requirements of 916, 530 shall include the lot number and heat number on the shipping package and indicate when or where all testing was performed. (d) Alignment Pins The rods used to align the face panels dur ing construction shall be 3/4 in. diameter and 12 in. in length. The rods shall be mild steel, PVC, or fiberglass. A Type C certification in accordance with 916 sha ll be provided for the alignment pins. 910.07 1065 910.08 Steel Bin-Type Retaining Wall Units Wall units shall consist of adjoining closed-face cells filled with structure backfill 540 to form a gravity-type retaining structure. The cells shall be constructed of members in accordance with AASHTO M 218 that are bolted together. The necessary bolts and appurtenances sh all be provided for complete assembly of the units into a continuous closed-face wall of connected bins. Working drawings shall be submitted in accordance with 105.02. The units shall present a uniform work manlike appearance once assembled. The base metal shall be not less than 16 gauge. 550 The steel sheets shall be galvanized on both sides in accordance with ASTM A123, coating grade 85. All sheets will be inspect ed to ensure that th ey are true to size and free from defects, which may impair their strength and durability. A Type A certification in accordance w ith 916 shall be provided for bin-wall sheets. The results of the following shall be shown on the certification: Property Test Standard Yield strength AASHTO M 218 Coating thickness ASTM A123/A641 Coating adhesion ASTM A123/A641
910.09 Guardrail and Guardrail Components 560
Guardrail of the same type shall be interchangeable regardless of the source. Guardrail materials shall be in accordan ce with the applicab le AASHTO or ASTM requirements listed herein. W-beam rails, thrie-beam rails, and backup plates shall be furnished from manufacturers on the QPL of Guardrail Manufacturers. Qualification requirements for the manufacturers shall be in accordance with ITM 806, Procedure O. W-beam and thrie-beam rails and backup plates shall be manufactured from corrugated sheet steel in accordance w ith AASHTO M 180. End sections, buffer end sections, transitions, terminal connectors, and shoes shall be manufactured from sheet 570 steel in accordance with AASHT O M 180. All items listed above shall be galvanized in accordance with AASHTO M 180 and as modified herein. The base metal nominal thickness shall be either: class A, nominal thickness of 0.105 in., 12 gauge, or class B, nominal thickness of 0.135 in., 10 gauge, unless otherwise noted on the plans. They shall be zinc-coated, Type II. Tests fo r adherence of the coating may be made including the test specified in AS TM A123, when deemed necessary. A Type C certification in accordance with 916 shall be provided for the end sections, buffer end sections, transitions, terminal connectors, and shoes. The heat number, part number, quantity, and purchas e order number of the various guardrail 580 910.09 1066 component items listed in the sentence above that are being furnished to the contract shall accompany the Type C certificatio n. A copy of the mill certificate and mechanical test results from the various items, if tests were run, shall also be included. Where beam rail is set on a curve of 150 ft radius or less, the rail plate shall be shop curved with its traffic face concave or convex as required. The radii of curvature shall be in increments of 10 ft from a radius of 150 to 50 ft inclusive and in increments of 5 ft from a radius of 50 ft to and including 20 ft. The steel channels specified on the plans shall be standard 5 in. channels weighing 590 6.7 lb/ft. The material shall be in accord ance with ASTM A36. The channel shall be galvanized in accordance with ASTM A123 after fabrication. Th e weight of zinc coating per area of actual surface shall aver age not less than 2 oz/sq ft for any individual piece of channel. Construction details for the rails and channels shall be as shown on the plans. Whenever field fabrication, as approved, requires cutting or drilling, the cut or drilled member shall be coated in accordance with 910.11(a)4.
910.10 Guardrail Posts
Guardrail posts shall be either steel or timber as specified and shall be in accordance with the following requirements. A Type C certification in accordance with 916 shall be provided for the guardrail posts. For steel posts, a copy of the mill cer tification, the heat number, quantity, and purchase order number for the posts shal l accompany the Type C certification. Mechanical test results, if tests were run on either post material type, shall also be included. 610
a.Steel Guardrail Posts The dimensions of the steel guardrail posts shall be as shown on the plans. The material shall be in accordance with ASTM A36. The posts shall be galvanized in accordance with ASTM A123 after fabricatio n. However, the weight of zinc coating per square foot of actual surface shall not average less than 2.0 oz for an individual post. The weight of the W6 x 15 post, after fabrication and coating, shall not be less than 14.60 or more than 16.00 lb/ft. 620 Construction details shall be as shown on the plans. Whenever approved field fabrication requires cutting or drilling, the cut or drilled member shall be coated with a high zinc dust-zinc oxide paint conforming to the requirements of Federal Specification TT-P-641, or Military Speci fications DOD-P-21035. When spray paints are used, two coats shall be applied. 910.10 1067 (b) Timber Guardrail Posts Timber guardrail posts shall be in acco rdance with 911.02(f). Dimensions and construction details shall be as shown on the plans.
910.11 Guardrail Accessories, Fittings, and Fasteners
These items consist of brackets, splice plates and bars, post anchors, diaphragms, clamps and clamp bars, end caps, connections, anchor rod assemblies, deadmen, bolts, screws, nuts, washers, and blockouts of the type, dimensions, and design shown on the plans. They shall be in accordance with the requirements set out below. Items of the same type shall be interchangeable regardless of the source. A Type C certification in accordance with 916 shall be provided for all accessories, fittings, and fasteners. (a) For Steel Beam Guardrail
1.Post brackets, bars, plates and shapes for bridge railing brackets, and plate washers shal l be in accordance with ASTM A36. Post brackets, bars, and plates and shapes for bridge railing brackets shall be galv anized in accordance with 910.10(a). Plate washers shall be galvanized after fabrication in accordance with ASTM A153. The weight of the W6 x 15 post brackets shall be in accordance with 910.10.
2.Splice plates and rail portion of bridge railing brackets shall be Type II, class B in accordance with 910.09. 650
3.Bolts and nuts of the sizes specified on the plans shall be in accordance with ASTM A307. Cu t washers and lock washers shall be standard round steel washers of the sizes specified on the plans. The diameter of cut wa shers shall be 1 3/4 in. for 5/8 in. bolts and 2 in. for 3/4 in. bolts with a thickness of 0.134 in. ±0.026 in. measured at the hole. The bolts, nuts, and washers shall be coated after fabrication by either hot dip galvanizing in accordance with ASTM F2329 or mechanically galvanizing in accordance with ASTM B695, Class 55. 660
4.Whenever approved field fabrication requires cutting or drilling, the cut or drilled members shall be coated with a high zinc dust-zinc oxide paint conforming to Federal Specification TT-P-641, Type II, or Military Specifications DOD-P-21035. When spray paints are used, two coats shall be applied.
5.Pipe spacers of the size specified on the plans shall be galvanized after fabrication in accordance with ASTM A153, class C. The weight of coating per square foot of actual surface 670 shall average no less than 1.25 oz for the specimen tested and shall be no less than 1 oz for any individual specimen. 910.11
6.For breakaway cable terminal and cable terminal anchor systems, the rail elements, standard bolts, nuts, and washers shall be in accordance with 91 0.09 and requirements 1 and 3 of 910.11(a).
7.For cable terminal anchor sy stem, the anchor bracket, end plate, soil plate, bearing plate, strut and yoke shall be in accordance 680 with AASHTO M 270, grade 250. They shall be zinc coated after fabrication in accordance with AASHTO M 111. The steel tube shall be in accordance with ASTM A500, grade B and zinc coated in accordance with AASHTO M 111. The post sleeve shall be in accordance with AS TM A53, grade B and zinc coated in accordance with AASHTO M 111. The stud shall be in accordance with ASTM A307 a nd zinc coated in accordance with AASHTO M 111. The threads shall be in accordance with ANSI B1.13M and shall be M24 by 3, class 6g pitch. The swaged fitting shall be in accordance with ASTM A576, grade 690 1035, zinc coated in accordance with AASHTO M 111, and shall be annealed for cold sw aging. A lock pin hole to accommodate a 1/4 in. plated spri ng-steel pin shall be drilled through the head of the swaged fitting.
8.Timber blockouts shall be in accordance with 911.02(f). Alternate material blockouts shall be in accordance with 926.03. High strength heavy hex bolts shall be in accordance with ASTM F3125, grade 700 A325 or ASTM A449. High strength heavy hex nuts shall be in accordance with ASTM A563 Bolts, nuts, and washers shall be either hot dip galv anized in accordance with ASTM F2329 or mechanically galvanized in accordance with ASTM B695, Class
55.Foundation plates and bearing plates sh all be in accordance with ASTM A36 and shall be galvanized after fabrication in accordance with ASTM A123, except the weight of zinc coating per square foot of actual surface shall average no less than 2.0 oz and shall be no less than 1.8 oz for a ny individual specimen. Welding shall be in accordance with AWS D1.1. Terminal posts shall be fabricated from tubing meeting ASTM A500, grade B, or 710 ASTM A501 and from plates meeting ASTM A36. Welding shall be in accordance with AWS D1.1. They shall be galvanized after fabrica tion in accordance with ASTM A123, except the weight of zinc coating per square yard of actual surface shall average no less than 2.0 oz. The average for any component part, including paddle plate, tubing, or base plate, shall be no less than 1.8 oz. The steel pipe in the Type 5 anchor and the steel spacer tube in the transition Type WGB shall be Schedule 40. 910.11 Tapered washers may be of steel or ma lleable iron and galvanized in accordance 720 with ASTM A153. The wire rope used in the cable asse mblies shall be in accordance with AASHTO M 30 and shall be 3/4 in. preformed, 6 by 19, wire strand core or independent wire rope core, IWRC, galvanized, right regular lay, manufactured of improved plow steel, with a minimum specified breaking strength of 42,800 lbf. The swaged fitting, stud, and nut shall develop the breaking strength of the wire rope. The fitting shall be galvanized in accordance with ASTM A123 before swaging. After galvanizing, the head and nut may be tapped 0.023 in. over the ANSI B1.1, class 2B tolerance. 730
b.For Steel Tube Guardrail
1.Channels and bars for connections, splice bars, and diaphragms shall be in accordance with ASTM A36.
2.Cap screws shall be stainless steel in accordance with ASTM A276, type 304 or 430.
3.Rail end caps shall be malle able iron castings in accordance with ASTM A47, grade 35018, or steel castings in accordance 740 with ASTM A27, grade 70-36.
4.Cut washers and lock washers shall be standard round steel washers. The diameter of cut washers shall be 1 1/2 in. and 1/8 in. thick measured at the hole. Washers shall be coated after fabrication in accordance with requirement 3 of 910.11(a).
5.All materials other than cap screws and washers shall be galvanized after fabrication in accordance with ASTM A123.
6.When field fabrication, as approved, requires cutting or drilling, the cut or drilled members shall be coated with a high zinc dust-zinc oxide paint conforming to the requirements of Federal Specification TT-P-641 Type II or Military Specifications DOD-P-21035. When spray paint is used, two coats shall be applied.
910.12 Blank
910.13 Steel Fence Posts 760
Tubular steel fence posts and line posts shall meet the following specifications and the requirements as shown on the plans. 910.13 1070 (a) Line Posts Line posts shall be in accordance with AASHTO M 281 and galvanized in accordance with AASHTO M 111, coating grade 65. Line posts for farm field fence shall be furnished with anchor plates. End, corner, pull, and gate posts for farm field type fence shall be furnished with braces and all fittings and details required to make a complete installation as shown on the plans. 770
b.Tubular Steel Fence Posts Two groups of tubular steel fence posts are included in these specifications. Tubular section posts shall have heavy malleable iron caps or pressed galvanized steel caps. Such caps shall be made to provide a drive fit over the outside of the section to exclude moisture. The weight per foot for tubular posts and braces shall be no less than 90% of the weight specified. Unless specified otherwise, the tubular steel fence post shall be group 1.
1.Group 1 780 Tubular steel fence posts for group 1 shall be hot-dipped zinc-coated and shall be in accordance with ASTM F 1083, except tests shall be conducted on sample posts selected as representative of the posts furn ished. The weight per foot will be acceptable provided it is at least 90% of the specified weight.
2.Group 2 Tubular steel fence posts for group 2 shall have a minimum 50 ksi yield strength and be in accordance with AASHTO M 181, except that the inner pipe surface may be galvanized in lieu of a zinc rich coating or hot dipped aluminum coated, Type 2, meeting the chemical requirements of AASHTO M 274. The aluminum coated, Type 790 2, steel fence posts shall be manufactured by roll forming aluminum coated, Type 2, steel strip and electric resistance welding it into tubular form. The outside of the weld area shall be metallized with commercially pure aluminum to a thickness sufficient to provide resistance to corrosion equal to that of the remainder of the outside of the post. The aluminum coating weight (mass) shall be a minimum of 0.75 oz/sq ft average, and 0.70 oz/sq ft for an individual test speci men as measured in accordance with ASTM A428. Specimens for determin ing weight of coating shall be obtained in accordance with ASTM F1083.
c.Fence Fastenings 800 When fastenings are necessary for attachin g the farm field fence to the posts, they shall be either galvanized or aluminum coated No. 9 wire, or galvanized or aluminum coated clamps of the manufacturer’s standard design. The coating weights shall be a minimum of 0.60 oz/sq ft and 0.30 oz/sq ft for galvanized and aluminum coated, respectively. A sufficient quantity of individual tie wires or clamps shall be furnished to provide for five attachments of the fe ncing to each line post and one tie wire for each strand of barbed or tension wire. 910.13 1071 Line posts for chain link type fence shall be furnished with the necessary tie wires or fabric bands for fastening the fabric to the posts. These fastenings shall be made of 810 aluminum strip or wire of approved gauge and design or of galvanized steel wire and may be in accordance with the manufacturer’s standard design. If galvanized steel wire ties are furnished, the wire shall be no smaller than No. 9 gauge. A sufficient quantity of individual ties or bands shall be furnished to provide for attaching the fabric to each line post each 1 ft or as called for on the plans.
910.14 Sign Posts (a) Steel, Flanged, Channel Posts 820
1.General Requirements Posts shall be made from open hearth, basic oxygen, or electric furnace steel rolled from standard tee rails or new billets. The steel used in the posts shall conform to the physical properties of ASTM A499, grade 60, and to the chemical compositions of ASTM A1 for 91 lb/yd or larger steel rails. Posts fabricated from other steels will be acceptable providing that the following criteria are met. A notarized copy of a dynamic crash test report shall be furnished substantiating that the posts manufactured from this material, when double mounted 830 in a 7 ft span, conform to the breakaway requirements of AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, except that the maximum change in velocity shall not exceed 16 ft/s. For two posts in a 7 ft path, impact performance may be estimated by multiplying the vehicle energy loss observed in a single post crash test by 2. This estimated double post energy loss may then be used to calcu late an estimated impact velocity change and momentum change for a double post sign design. The minimum yield strength shall be 60,000 psi and the minimum tensile strength shall be 90,000 psi. The tensile strength shall be determined by either the standard Rockwell Hardness test, Brinnel Hardness test, or by actual tensile test. The Rockwell Hardness shall be a minimum of B 91. The yield strength shall be determined by the manufacturer by actual test. Tensile and yield strengths and chemical composition shall be determined by the average from the three latest test results the manufacturer has available at the time of shipment. These test results need not be made on the materials from which the posts were made. However, the tests shall ha ve been made within 90 days of shipment. A Type B certification in accordance with 916 shall be provided for the posts, except those used for temporary construction signs, temporary traffic signs, and 850 temporary panel signs. The limits of the following shall be shown on the certification: 910.14 1072 Property Requirement Dimensions ASTM A499 Chemical composition ASTM A1 Yield strength Minimum 60,000 psi Tensile strength Minimum 90,000 psi Elastic modulus value 910.14(a)3 Posts shall be of uniform flanged channel or U section such that the area of contact between the post and the sign is symmetrical about the vertical axis of both sign and post. The back of each post shall be formed in a manner to ensure a solid bearing surface over the entire length of the post when mounted back to back. The bearing surface on the back of the post shall be flat. The length shall be as specified with a 860 tolerance of ±1 in. Sign posts shall be punched with 58 holes which shall be 3/8 in. in diameter located on the center-line and spaced on 1 in. centers beginning 1 in. from the top. The remainder of the post shall be punched with 3/8 in. holes on 1 in. or 2 in. centers. The finished posts shall be machine straightened and have a smooth uniform finish free from cracks, flaws, injurious seams, laps, blisters, and edges which are ragged, sharp, and imperfect, or other defects affecting their strength, durability, or appearance. The maximum variation in straightness shall be no more than 1/4 in. in any 5 ft of length or exceed in inches 1/4 times the number of feet of length divided 870 by 5. Bolt holes of the diameter specified shall be accurately spaced vertically and centered horizontally so that holes will register for back to back application. All holes and sheared ends shall be commercially free from burrs. The steel sign posts shall be galvanized in accordance with ASTM A123. Galvanizing shall be the final process after all fabrication and punching has been completed. Posts saw cut afte r galvanizing shall have th e cut surface treated with a zinc-based solder in rod form which complies with ASTM A780. The cut surface shall not be treated until the fuse plate is installed and all bolts are tightened. The top of the 880 fuse plate shall be 1 in. below the bottom of the sign. Posts saw cut before galvanizing shall have temporary fasteners provided with sufficient strength to prevent warping or deforming of the post during the galvanization process. The surface under the temporary fasteners shall be treated with an approved zinc solder meeting the above mentioned specifications. The surface shall be treated before the fuse plate is installed. The break-away stubs shall be galvanized a minimum of 8 in. below the top of the concrete foundation. Steel posts shall be wired or strapped securely in bundles of not more than 890 2,000 lb. They shall be nested in rows with the edges intermeshed to form a rectangular bundle and shall be fastened in such a manner that they do not slip or rub against each other and cause damage to the finish. Care shall be taken during shipment to prevent 910.14 1073 the bundles from rubbing against each other and causing damage. Excessive damage to the finish during shipment will be cause for rejection of the damaged posts.
2.Deflection Test Requirements Posts will be tested as a simple beam with the flange in compression on non-restricting supports 24 in. apart. Test specimens shall be 28 in. ±1/4 in. long. A load of 1,500, 3,500, or 4,600 lb, depending on the type of post, shall be applied at the 900 center of the span with a mandrel of not less than 1 in. in diameter. Application of the load shall be at a speed not to exceed 0.03 in. per minute. Deflection of the post upon application of the total load shall not exceed 0.16 in. The load shall then be removed. Deflection of the post 1 minute after removal of the load shall not exceed 0.01 in. 3. Type of Posts Posts shall conform to the following table and to deflection tests required in 910.14(a)2: Type Minimum Elastic Section Modulus Loading A .200 1,500 lb B .400 3,500 lb C .560 4,600 lb Abb* .670 ** Bbb* 1.190 ** * Back to Back ** Back to Back post shall be tested singly for deflection prior to assembly. Note: The elastic section modulus values shall be included in the T ype B certification.
b.Wide Flange Posts Structural steel members for the support of signs shall be in accordance with ASTM A36 and ASTM A709, grade 36. These members shall be galvanized in accordance with ASTM A123. Base plates an d stiffeners shall be in accordance with the requirements of ASTM A709, grade 36. Fuse and hinge plates shall be in accordance with the requirements of ASTM A 36 and shall be galvanized in accordance with ASTM A123. All bolts and nuts shall be high strength heavy hex and be in accordance with ASTM F3125, grade A325, and ASTM A563. Washers shall be in accordance with ASTM F436. Direct Tens ion Indicator hardware shall be in accordance with ASTM F959. 920 All holes shall be drilled. All cutting shall preferably be saw cuts however flame cuts as specified in 711.13 may be allowed. Metal projecting beyond the plane of the plate face will not be allowed. (c) Structural Steel Posts Steel members for the support of signs shall be standard shapes as specified and shall be in accordance with 910.02(a). Th ese members shall be galvanized in 910.14 1074 accordance with ASTM A123. A Type C certif ication in accordance with 916 shall be provided for the structural steel posts. 930
d.Structural Aluminum Posts These posts shall be standard shapes as specified and shall be aluminum in accordance with ASTM B221 alloy 6061-T6. A Type C certification in accordance with 916 shall be provided for the structural aluminum posts.
e.Square Steel Posts A Type B certification in accordance with 916 shall be provided for the square steel posts. The limits of the following shall be shown on the certification. 940
1.Steel Square steel posts shall be roll formed and in accordance with one of the following:
a.ASTM A1011, hot rolled carbon sheet steel in either 0.105 in. or 0.075 in. with a minimum yield strength of 60,000 psi. The ultimate tensile strength shall not exceed 79,800 psi or have an elongation measured over 2 in. greater than 20%.
b.ASTM A1008, cold rolled high strength steel, 0.075 in. with 950 a minimum yield strength of 60,000 psi. This shall apply to the 2 in. by 2 in. size posts only.
c.ASTM A653, cold rolled high strength steel, 0.075 in. with minimum yield strength of 60 ,000 psi. The ultimate tensile strength shall not exceed 79,800 psi or have an elongation measured over 2 in. greater than 20%. This requirement shall apply to the 2 in. by 2 in. size posts only. Yield strengths and chemical composition shall be determined from the three 960 latest test results performed by the steel manufacturer. These test results may not be determined on materials from which the delivered posts were made. However, the tests shall have been performed within 90 days of shipment. The certification shall include the range of test results and the section modulus value in accordance with 910.14(a)3.
2.Fabrication The posts shall be corner welded and s carfed as necessary to allow sections to telescope within each other. The finished po sts shall be machine straightened and have a smooth uniform finish free from cracks, flaws, injurious seams, laps, blisters, and edges which are ragged, sharp, and imperfect, or other defects affecting their strength, 970 durability, or appearance. The maximum variation in straightness shall be no more than 1/4 in. in any 5 ft of length. Cut holes or knockout holes of 7/16 in. diameter shall be spaced on 1 in. centers, on the centerlines of all four sides in true alignment, and 910.14 1075 opposite to each other for back to back app lications. All holes and sheared ends shall be free from burrs.
3.Protective Coating The protective coating shall be applied using one of the following: a. Before fabrication, both sides of the rolled sheet steel shall 980 be galvanized in accordance with ASTM A653, coating designation G90.
b.After fabrication, a triple coating system on the outside of the posts consisting of galvanizing with zinc which is in accordance with ASTM B6 we ighing 0.60 ±0.15 oz/sq ft followed by a chromatic conversion coating weighing 15 ±5 μg/sq in. and a clear organic exterior coating with a dry film thickness of 0.2 ±0.1 mil. The interior surface of the posts shall receive a double in-line application of a zinc rich 990 organic coating with a total dry film thickness of 1.2 ±0.6 mil. The dried zinc rich organic coating film shall contain a minimum of 77% total zinc. Samples from the posts which use these protective coatings shall be exposed to salt fog testing in accordance with ASTM B117 for a total of 500 h. The samples shall be examined at both 100 and 500 h of salt fog testing and rated for corrosion. At 100 h the corrosion rating shall be a minimum of 9 and at 500 h the corrosion rating shall be a minimum of 6 when determined in accordance with ASTM D1654. 1000
f.Portable Construction Sign Trailer The portable construction sign trailer, not including the signs and lights, shall weigh no more than 300 lb and shall not be fabricated with heavier than 3 by 3 in. angles, 2 1/2 in. pipe, or 3 by 2 in. rectangular tubing. The rim size of the wheels shall not exceed 12 in. Axle assemblies with di fferential housings shall not be used.
910.15 Delineator Posts Posts shall be in accordance with 910.14(a)1. 1010
Physical requirements for the finished delineator posts shall be: Width of flange face .................................................... 2 to 2 3/8 in. Width of back .............................................................. 3/4 to 7/8 in. Depth from face of flange to back ............................... 7/8 to 1 1/8 in. Length .......................................................................... 7.0 ft ±1 in. Weight ......................................................................... 1.0 to 1.5 lb/ft 910.15 1076 Delineator posts shall be punched with a minimum of twenty-four 1/4 in. holes on the centerline spaced on 1 in. centers beginning 1 in. from the top. 1020
910.16 Copper Flashing Copper flashing shall be soft copper and shall be in accordance with ASTM B370, except the minimum copper content shall be 99.5%. The weight per square foot will be determined by weighing individual samples. If the first sample is not in accordance
with the tolerances for 16 oz sheet, two additional samples shall be tested and both shall comply with the specified tolerances. The sample shall withstand being cold bent through an angle of 180° flat upon itself, without failure of the outside of the bent portion. A Type C certification in accordance with 916 shall be provided for copper flashing. 1030
910.17 Bronze or Copper Alloy Plates
Bronze or copper alloy to be used for self lubricating bearing plates shall conform to one of the following requirements based on the design unit loading set out on the plans: Design Unit Loading not over Shall Conform to ASTM
A.3,000 psi B22, Alloy C86300
B.2,500 psi B100, Alloy C51000
C.2,000 psi B22, Alloy C91100
D.1,000 psi B22, Alloy C90500* * Up to 2.5% lead allowed. The sliding surfaces of the plates shall be provided with cyli ndrical recesses with a depth necessary to provide proper containm ent of the lubricant. The recesses shall be arranged in a geometric pattern so that each successive row will overlap in the 1040 direction of motion. The total area of the recesses shall comprise no less than 25% and no more than 35% of the total area of the plate. The surface finish of bearing areas shall be in accordance with ANSI B46.1 #125. The lay of tool marks shall be in the dir ection of expansion or contraction of the structure. If the surface is ground, grinding knurls may be omni-directional. Flat bearing surfaces shall be flat to a tole rance of ±0.0005 in. Curved bearing surfaces shall be machined to a tolerance of ±0.0005 in. in each 1 in. of length perpendicular to the circular section. The radius of curved bearing surfaces shall have the following tolerances: 1050 Positive Tolerance Negative Tolerance Concave Surface 0.010 in. 0.000 in. Convex Surface 0.000 in. 0.010 in. The lubricant shall be of the solid type. It shall consist of graphite and metallic substances having lubricating properties with a lubricating binder. The lubricant shall be free of any material that causes abrasive or corrosive action on the metal surfaces. 910.16 1077 It shall withstand the atmosp heric elements. The lubricant shall be compressed into the recesses of the bearing plate by hydrauli c pressure to form a dense non-plastic lubricating insert. At the time of assembly in place, the steel surfaces which bear on the self- 1060 lubricating bearing plate shall be lubricated with additional lubricant furnished by the manufacturer. White lead, tallow, or other coating shall be removed before the application of the lubricant. The coefficient of friction between the self-lubricating plate and the steel plates in contact with them shall not exceed 0.10 when subjected to twice the designed loading. A Type C certification in accordance with 916 shall be provided for the bronze or copper alloy plates. 1070
910.18 Fence, Fittings, and Gates (a) Farm Field or Woven Wire Fence This fence shall be in accordance with ASTM A116. The wire shall be No. 9
gauge (3.8 mm). The design shall be 1047-6- 9. The coating shall be class 3. The method of securing the vertical stays to the horizontal wires may be either of those shown on the plans. Diagonal braces shall be in accordance with 910.18(b)3. A Type C certification in accordance with 916 shall be provided for the fence, 1080 fittings, and gates.
b.Steel Fabric Chain Link Fence This fence shall be in accordance with AS TM A392 for galvanized steel fabric or ASTM A491 for aluminum coated steel fabric. The height of the fabric shall be 48 in. unless otherwise specified. It shall be of No. 9 gauge (3.8 mm) wire woven in 2 in. mesh. The fabric shall be knuckled at the top and bottom selvages when the height is less than 72 in. Fabric of 72 in. in height or higher shall be knuckled at the top and shall have the twisted and barbed finish at the bottom. For galvanized fabric, coating shall be done after weaving and shall be cla ss II, average of two or more specimens no 1090 less than 2.0 oz/sq ft and no less than 1.8 oz/sq ft for any individual specimen. For aluminum coated fabric, coating shall be class II, 0.40 oz/sq ft minimum. The fabric shall be furnished with ties required for fastening it to the top and bottom tension wires. These fastenings may be of aluminum wire or strip of approved gauge and design, or of galvanized steel wire in accordance with the manufacturer’s standard design. If galvanized steel wire ties are furnished, the wire shall be no smaller than No. 12 gauge (2.7 mm). Sufficient ties shall be furnished to provide for attaching to the top and bottom tension wires each 24 in. Fittings necessary to make complete installation shall be pressed or rolled steel, forged steel, cast steel, or malleable iron. 1100 910.18 1078 Steel fabric chain link fence shall be as shown on the plans and as set out above. A Type C certification in accordance with 916 shall be provided for the steel fabric chain link fence. 1. Tension Wire Tension wire intended for use on the top or bottom of steel chain link fence or on the bottom of farm field fence, when specified, shall be spring coil or crimped steel wire with an initial diameter of 0.177 ±0 .005 in., a minimum breaking load of 1,950 1110 lb, and a coating of either zinc or aluminum. The minimum weight (mass) of coating shall be 0.80 oz/sq ft for galvanized wire and 0.40 oz/sq ft for aluminum coated steel wire. The weight of aluminum coating shall be determined in accordance with ASTM A428. A Type C certification in accordance with 916 shall be provided for the tension wire. 2. Stretcher Bars, Truss Rods, and Turnbuckles Stretcher bars shall be 3/16 by 3/4 in. flat bars. These bars, truss rods, turnbuckles, 1120 and necessary fittings shall be of good commercial quality steel, malleable iron, or wrought iron. They shall be galvanized in accordance with ASTM A153 after fabrication. The turnbuckles shall be made from drop forged malleable iron. They shall have a minimum take up of 4 in. The fittings may be pressed or rolled steel, forged steel, cast steel, or malleable iron.
3.Braces Braces shall be made of steel pipe with bolted steel couplings or connections. Steel pipe shall be in accordance with ASTM F1083. They shall be galvanized as set out therein. Fabrication or manipulation that causes minor damage to the galvanized 1130 coating shall be corrected by approved application of a high zinc dust-zinc oxide paint conforming to the requirements of Federal Specification TT-P-641 Type II or Military Specifications DOD-P-21035. When spray paints are used, two coats shall be applied. Damaged braces will be rejected. 4. Barbed Wire Barbed wire used at the top and bottom of farm field fence, or as otherwise specified, and in accordance with 603 shall be in accordan ce with applicable provisions of ASTM A121. It shall be composed of No. 12 1/2 gauge (2.5 mm) galvanized or aluminum coated steel wire with four round 14 gauge (2.0 mm) barbs at 1140 approximately 5 in. spacing. The galvanized coating shall be in accordance with class 3 in Table 2. The minimum al uminum coating shall be in accordance with class 60 for the line wire and class 20 for the barb wire. The weight of coating shall be determined in accordance with ASTM A428. The use of aluminum barbs, in accordance with ASTM B211, alloy 5052-H38, nominal diameter No. 12 gauge, will be allowed. 910.18 1079 The use of barbed wire with No. 15 1/2 gauge (1.70 mm), high tensile strength line wires, and No. 16 1/2 gauge (1.47 mm) barbs will be allowed. The barbs shall be round with four points and spaced at approximately 5 in. intervals. The barbed wire shall be in accordance with ASTM A121. The galvanized coating shall be in 1150 accordance with class 3 in Table 2. A type C certification in accordance with 916 shall be provided for the barbed wire.
5.Bridge Railing Pedestrian Fence Fence posts and horizontal rails shall be in accordance with 910.13(b)1. The zinc- coating weight shall not be less than 2 oz/sq ft. Base plates shall be steel in accord ance with ASTM A709, grade 36 or 50. 1160 Galvanization shall be in accordance with AASHTO M 111. The zinc-coating weight shall not be less than 2 oz/sq ft. The chain link fabric shall be coated wire of 9 gauge, with a mesh size of 2 in. The zinc-coating weight of fabric shall not be less than 2 oz/sq ft. The zinc-coating weight of brace bands, fabric ties, fence post loop caps, fence post caps, horizontal rail end cups, tension bands, and tension bars shall not be less than 1.2 oz/sq ft. A Type C certification in accordance with 916 shall be provided for the bridge railing pedestrian fence. 1170
c.Aluminum Fabric Chain Link Fence This fence shall be in accordance with th e applicable requirements of 910.18(b) except for composition of materials. Requirements for the various component parts of aluminum fence shall be as shown in Table 1. Table 1 Item ASTM Reference Alloy Additional Information Fabric B211 Al-clad 5056 or 6061-T94 Barbed Wire - Line Barbs B211 5062-0, H38, or 6061-T89 2-strand dia. 0.110 in. 4-pt barb. dia. 0.080 in. 5 in. space B211 5052-H38 Tension Wire B211 Al-clad 5056 or 6061-T94 Dia. 0.192 in.; Note 1 Hog Ring Fasteners B211 6061-T94 Dia. 0.110 in. Wire Ties B211 1100-H18 Dia. 0.148 in. Flat Band Ties B211 3003-H14 1.2 in. wide; 0.06 in. thick Stretcher Bars B211 6063-T6 3/4 in. by 1/4 in.; square edges (continued on next page) 910.18 1080 (continued from previous page) Item ASTM Reference Alloy Additional Information Truss and Brace Rods B211 or B221 6061-T6 Dia. 3/8 in. Turn Buckles B26 (cast parts), B211 (wrought) 356.0-T6 6061-T6 Bands B221 6063-T6 1/8 in. by 1 in. beveled edge Bolts B211 or B221 2024-T4 ASA B 18.2 hexagon threads class 2, 2A, or 2B Nuts B211 or B221 6061-T6 Expansion Sleeves B210 3003-H18 1.695 in. ID by 0.078 in.; wall drawn type. 6 in. long; self-centering Post Tops, Rails and Brace Ends B26 or B108 356.0T6 Fabricated in permanent molds or sand castings Top and Brace Rails B241 and B429 6063-T6 1 1/4 in. pipe; Note 2 Barbed Wire Extension Arms B26 or B108 356.0T6 Fabricated as for post tops; sheet castings Line Posts B241 and B429 6063-T6 2 in. pipe; Note 2 Corner Posts B241 and B429 6063-T6 2 1/2 in. pipe; Note 2 Note 1: Aluminum coated steel wire in accordance with 910.18(b) may be used. Note 2: ANSI schedule 40 pipe, plain ends.
d.Gates Gate posts sizes shall be as follows: ANSI Nominal Pipe Size Swing Gate Opening, (inclusive) Single Gate Double Gate 2 1/2 in. Up to 6 ft Up to 12 ft 3 1/2 in. 7 to 13 ft 13 to 26 ft 6 in. 14 to 18 ft 27 to 36 ft 8 in. 19 to 32 ft 37 to 64 ft
1.Steel Gates Steel gate posts shall be standard weight , galvanized, steel pipe in accordance with ASTM F1083 and furnished with all necessary fittings. Post sizes shall be as set out above. The gate frames shall be of standard weight, galvanized, steel pipe in accordance with ASTM A53, of 1 1/2 in. (38.1 mm) nominal size, and shall have welded joint or riveted construction using galvanized pressed steel or malleable 1190 fittings. Areas welded after galvanizing shall be coated with a material conforming to the requirements of Federal Specification TT -P-641, Type II or Military Specifications DOD-P-21035. When spray paints are used, two coats shall be applied. Fabric coverings for gates shall be in accordance with 910.18(a) or 910.18(b). These gates 910.18 1081 shall be furnished with necessary fastenings , hinges, center stops, and locking devices galvanized after fabrication in accordance with ASTM A153.
2.Aluminum Gates Aluminum gate post sizes shall be in accordance with 910.18(d). They shall be ANSI schedule 40 pipe and in accordance with ASTM B241 or B429, alloy 6063-T6. 1200 Gate frames shall consist of 1 1/2 in. schedule 40 pipe assembled by welding or with fittings. Pipe shall be in accordance w ith ASTM B241 or B429, alloy 6063-T6. Welding material and procedures shall be in accordance with the applicable AWS provisions. Formed sheet fittings shall be in accordance with ASTM B209, alloy 6061- T6. Gate hinges may be offset type wrought aluminum, ASTM B209, alloy 6061-T6, or galvanized malleable iron. Fabric shall be in accordance with 910.18(c). 910.19 Overhead Sign Structures The complete structure with signs in pl ace shall be able to withstand loads in accordance with AASHTO Standard Specifi cations for Structural Supports for 1210 Highway Signs, Luminaires and Traffic Signals. The structure shall be designed to resist fatigue of the material in acco rdance with the AASHTO specifications. All prefabricated structural units shall be packed so that there is no injury or defacement during transportation to the point of destination. All bolts, nuts, and washers for bridge bracket assemblies shall be stainless steel in accordance with ASTM F593. Strain poles for cable span signs shall be in accordance with 922.10(a). Each strain 1220 pole shall include three band-type attachment s for span wire clam ps. Such attachments shall be galvanized in accord ance with ASTM A153. Cable shall be in accordance with 922.10(e)2. Each cable shall include three wire rope clips at each end. Anchor bolts shall be in accordance with 922.10(c)5. All sign mounting hardware, except for the extruded aluminum bar, shall be galv anized in accordance with ASTM A153. Gratings for the walkway shall be of aluminum in accordance with ASTM B221, alloy 6061-T6 or 6063-T6. Cross bars and bent connecting bars shall be of aluminum in accordance with ASTM B221, alloy 6 061, 6063 or 3003 conforming to ASTM B210. 1230 A Type C certification in accordance with 916 shall be provided for the overhead sign structure. (a) Aluminum Trusses for Overhead Sign Structures, Box Truss and Dynamic Message Sign Structure Truss Extruded tubes and other shapes shall be of aluminum in accordance with ASTM B221, B241, or B429, alloy 6061-T6. All other castings shall be of aluminum in accordance with ASTM B26, alloy 356.0-T6. Gusset, flange, and stiffener plates shall 910.19 1082 be of aluminum in accordance with ASTM B209, alloy 6061-T6. Plates shall be free 1240 of sharp edges and irregularities. Bolts, nuts, screws, and flat washers shall be passivated Type 304 stainless steel. Bolts and screws shall be in accordance with ASTM A193, grade B8. Hexagon nuts and washers shall be in accordance with AS TM A194, grade 8. High strength bolts, nuts, and washers for chord splice connections, with matching lock nuts having steel inserts, shall be in accordance with 910.02( g) and shall be galvanized in accordance with AASHTO M 232, class C or D. Neoprene pads shall be ultraviolet rated and shall conform to the requirements in 1250
915.04 Welding material and procedures shall be in accordance with 803 and applicable
AWS provisions. Certified proof of the qualifications for a minimum of two welders shall be presented after the contract is awarded a nd before fabrication is started. This certification shall be from a commercial or public testing laboratory and qualifications shall be based on welding of aluminum alloy, 6061-T6 with consumable electrode type welding using aluminum al loy ER5356 filler material. Welders shall qualify by 1260 passing the requirements set out in 803.04. Welding shall be checked by visual inspection. Poor welding workmanship shall be rejected. Each complete structure shall be free fr om any misfits or stru ctural deficiencies prior to shipment. (b) Steel Overhead Sign Structures, Cantilever, Monotube, Tri-Chord, Bridge Attached, and End-Supports for Box Truss and Dynamic Message Sign 1270 Structure End-support members for box truss and dynamic message sign structure shall be fabricated from constant cross-section tubular steel or extruded steel shapes as indicated on the drawings. Sections used for end-support columns, diagonal and horizontal members shall be constant cross-section tubular members in accordance with ASTM A53, type E or S, grade B, minimum yield strength of 35,000 psi. Constant cross-section tubular steel with greater yield strength may be used with written approval. Structural dimensions shall remain as shown on the plans. Sections used for cross support beams shall be constant cross- section extruded W-shapes in accordance with ASTM A709, grade 36. Base plates sh all be in accordance with ASTM A36. Base 1280 plates for columns shall develop the full strength of the columns. Structures shall be galvanized after fabrication in accordance with ASTM A123. Support columns for the cantilever structure shall be fabricated from constant cross-section tubular steel as indicated on the drawings. Column sections shall be in 910.19 1083 accordance with ASTM A53, type E or S, grade B as shown on the plans. Members shall have minimum yield strength of 35,000 psi. Constant cross-section tubular steel with greater yield strength may be used with written approval. Structural dimensions shall remain as shown on the plans. Base pl ates shall be in accordance with ASTM A36. Base plates shall develop the full strength of the columns. 1290 Cantilever arms shall be either double arms or quadri-chord trusses as shown on the plans. Cantilever arms shall be fabricated from octagonal tubular member with 0.14 in./ft taper and in accordance with ASTM A595, grade A or B, or ASTM A572, grade 50. Quadri-chord arms shall be of constant cross-section tubular members in accordance with ASTM A53, type E or S, grade B as shown on the plans. Members shall have minimum yield strength of 35,000 psi. Steel with greater yield strength may be used with written approval. Structural dimensions shall remain as shown on the plans. 1300 Structures shall be galvanized after fabrication in accordance with ASTM A123. Plates shall be free of sharp edges and irregularities. High strength bolts, nuts, and washers for chord to column connections, with matching lock nuts having steel inserts, shall be in accordance with 910.02(g) and shall be galvanized in accordance w ith AASHTO M 232, class C or D. Other bolts, U-bolts, nuts, screws, and flat washers shall be passivated Type 304 stainless steel. Bolts and screws shall be in accordance with ASTM A193, grade B8. Hexagon nuts and washers shall be in accordance with ASTM A194, grade 8. 1310 Bridge attached structures shall be fabricated from constant cross-section tubular steel in accordance with ASTM A53, type E or S, grade B with a minimum yield strength of 35,000 psi. Constant cross-section tubular steel with greater yield strength may be used, with written approval. Structural dimensions shall remain as shown on the plans. Structures shall be galvanized after fabrica tion in accordance with ASTM A123. Tri-chord truss structures shall be made of constant cross-section tubular members in accordance with ASTM A53, type E or S, grade B minimum yiel d strength of 35,000 1320 psi. Monotube structures shall be made of tapered tubular members in accordance with either ASTM A595, grade A or B, or ASTM A572, grade 50. Structures shall be galvanized after fabrication in accordance with ASTM A123. The J hook shall consist of one 3/8-in. steel bar in accordance with ASTM A307. It shall be spot welded to the inside of the end-support member. The J hook shall be hot-dip galvanized prior to welding or in the final assembly with the support column. Anchor bolts, nuts, and washers shall be in accordance with ASTM F1554, grade 36. A hexagon nut, leveling nut, and flat wash er shall be furnished with each anchor 1330 bolt. Top ends of anchor bolts and associated hardware as shown on the plans, shall 910.19 1084 be either hot dip galvanized in accord ance with ASTM F2329 or mechanically galvanized in accordance with ASTM B695, Class 55. Base plate skirts shall be 10 gauge galvanized steel. Welding material and procedures shall be in accordance with 711.32 and applicable AWS provisions. Welding shall be checked by visual inspection. Poor welding workmanship shall 1340 be rejected. Each complete structure shall be free fr om any misfits or stru ctural deficiencies prior to shipment. Strain poles shall be anchor bolt type complete with hand-holes and pole top or cap. They shall meet the requirements set out above for cantilever sign structures. Each pole is to include three band-type attachments for span wire clamps. The band shall be from material in accordance with ASTM A572 grade 50, ASTM A606, or approved equal. The bands shall not be of the U-bolt type. The poles shall have maximum 1350 deflections as shown below when loaded 18 in. from the top with a 100 lb load. Pole Size Deflection 15 in. by 30 in. 0.16 in. 14 in. by 26 in. 0.12 in. The steel flanges at the center of the cr oss beam and at the ends of the horizontal arms shall be fastened to the tapered or straight sections by means of two circumferential welds. One of the circumfere ntial welds shall weld the outside of the flange firmly to the tube. The flange connection shall develop fully the strength of the tubular sections being joined together by means of the flange connections. Gusset, flange, and base plates shall be in accordance with ASTM A36 and shall 1360 be galvanized after fabrication in accord ance with ASTM A123. Base plates for upright poles shall develop the full strength of the poles. Castings for the vertical pole top and horizontal arm and cap shall be in accordance with ASTM A126 and shall be galvanized with a minimum coating of 2 oz/sq ft. High strength heavy hex bolts and nuts, except anchor bolts, shall be in acco rdance with ASTM F3125, grade A325, Type 1, and ASTM A563. Two nuts for use in plumbing upright poles shall be furnished with each anchor bolt. Bolts, nuts, washers, and the top ends of anchor bolts shall be either hot dip galvanized in accordance with ASTM F2329 or mechanically galvanized in accordance with ASTM B695, Class 55. Welding shall be in accordance with
711.32 1370
Beam clamp details and sign support asse mblies shall be galvan ized in accordance with ASTM A153. Clamps shall be fabricated of high strength, low alloy steel in accordance with ASTM A242, ASTM A606, or approved equal. Stainless steel U-910.19 1085 bolts may be used in lieu of the clamps for the attachment of the sign hangers to the arms of double arm cantilevers. The U-bolts shall be in accordance with 910.19(a) for stainless steel hardware.
910.20 Steel Bridge Railing Components Materials for steel bridge railing components shall be in accordance with the 1380
following:
a.Railing and posts tubing shall be in accordance with ASTM A500, grade B.
b.Posts, connection plates, splice bars, base plates, and anchor channel bars shall be in accordance with ASTM A709, grade 36. High strength steel posts and connection plates shall be in accordance with ASTM A709, grade 50.
c.Steel bolts, nuts, and cap sc rews shall be in accordance with ASTM A307.
d.Railing end caps shall be st eel castings in accordance with ASTM A27, grade 70-36.
e.Threaded rods, nuts, and wa shers shall be in accordance with ASTM A449, ASTM A563, and ASTM F436, respectively.
f.Steel washers shall be standard round cut or lock washers as shown 1400 on the plans.
g.Cap screws shall be stainless steel in accordance with ASTM A276, type 304, 305, or 430.
h.Anchor bolts shall be galvanized and in accordance with 910.02(g)2. Threads may be cut or rolled.
i.Railing tubing, posts, connection plates, splice bars, base plates, anchor channel bars, and railing end caps shall be galvanized after 1410 fabrication in accordance with AASHTO M 111. Bolts, nuts, cap screws, washers, and lock washers shall be galvanized after fabrication in accordance with AASHTO M 232.
j.A Type A certification in accordance with 916 shall be provided for the anchor bolts. The results of the following shall be shown on the certification for the anchor bolts: 910.20 1086 Property ASTM Test Standard Tensile strength F3125 or A449 Proof load F3125 or A449 Hardness F3125 or A449 Coating thickness and weight A153 class C or B695 class 55 Rotational capacity F3125 A Type C certification in accordance w ith 916 shall be provided for the steel bridge railing components with the exception of bolts.
910.21 Steel Sheet Piling Steel sheet piling shall be in accord ance with ASTM A328, ASTM A1011, or
ASTM A653. 910.22 Grating for Grated Box End Sections
a.Type I Grated Box End Sections 1430 Steel pipe and steel tubing for grating shall be in accordance with ASTM A53, type E or S, grade B or ASTM A501, elect ric-resistance welded or seamless. Such pipe and tubing shall be galvanized in acc ordance with ASTM A123. All other related hardware shall be galvanized in accordance with ASTM A153. Pipe with a 4 in. outside diameter and in accordance with ASTM A513, Type 5, may be used as an alternate to the 4 in. outside diameter pipe specified. The pipe used as an alternate shall have a minimum wall thickness of 5/16 in. and a minimum yield strength of 50,000 psi. Steel tube of 4 in. by 4 in. by 3/8 in. and in accordance with ASTM A500, grade B, will also be allowed as an alternate to the 4 in. outside diameter 1440 pipe specified.
b.Type II Grated Box End Sections Structural steel grates shall be ASTM A36 for end sections having widths less than or equal to 3 ft and shall be ASTM A572, grade 50 for widths greater than 3 ft. A Type B certification in accordance with 916 shall be provided for the pipe, tubing, tube, and grates. The limits of the following shall be shown on the certification. Welding, as shown on the plans, shall be in accordance with 711.32 and 1450 AWS D1.1. 910.21 1087 Test ASTM Tensile Strength, Yield St rength, Outside Diameter, Wall Thickness, Galvanization Coating Thickness A53, type E or S, grade B Tensile Strength, Yield Strength, Wall Thickness, Outside Diameter (Round) or Unit Weight (Square/Rectangular), Galvanization Coating Thickness A501 Tensile Strength, Yield Strength, Bar Dimensions A36 Tensile Strength, Yield Strength, Bar Dimensions A572, grade 50 Wall Thickness, Outside Diameter, Yield Strength A513, Type 5 Tensile Strength, Yield Strength, Tube Dimensions, Wall Thickness A500, grade B
Source: Indiana Standard Specifications, 2024 Edition. Pages 1064–1095 of 1,248.