910METAL MATERIALS

910.01Reinforcing Bars, Dowel Bars and WWR

Unless otherwise specified, bars for concrete reinforcement shall be deformed billet steel, grade 60. Tie bar assemblies used in lieu of bent tie bars shall be in accordance with the minimum total ultimate strength and minimum total yield strength requirements specified for bent tie bars; bend test and elongation will not be required. Coiled reinforcing bars shall only be used for fabrication of spiral and ring 10 reinforcement or for rectangular ties and stirrups. When approved by the Engineer, coiled reinforcing bars may also be used for supports in accordance with 703.06.

Reinforcing bars and WWR shall be furnished by selecting materials made by a manufacturer or fabricator on the QP L of Uncoated Reinforcing Bar and WWR Manufacturers in accordance with ITM 301, except for WWR used for pneumatically 910.01

placed mortar. WWR used for pneumatically placed mortar will be accepted by a Type A certification in accordance with 916. When shipped to the project site, the reinforcing bars and WWR shall be accompanied by the type of certifications specified in ITM 301 and in accordance with 916. 20

Billet steel bars shall be in accordance with ASTM A615.

The threaded tie bar assembly shall be deformed billet steel, grade 60 or higher, in accordance with 910.01(b)1 and a coupling device. The minimum strength of the tie bar assembly shall be 125% of the designated yield strength of the bar from which 30 it is manufactured. Where epoxy coated threaded tie bar assemblies are specified, an epoxy coating with a minimum film thickness of 6 mils shall be applied to the coupling device and epoxy coated reinforcing bars shall be provided in accordance with

(b)9 with the exception that the epoxy coated bar is not required to be furnished

from the QPL of Reinforcing Bar and WWR Epoxy Coaters.

Reinforcing bar splicing systems shall be selected from the QPL of Reinforcing Bar Splicing Systems. A manufacturer may request to have a splicing system added to the QPL by submitting three randomly sel ected epoxy coated bars of each bar 40 designation to be included as a splicing system on the list. The samples furnished shall be assembled. The splicing system will be tested for tensile strength in accordance with ASTM A370 and shall reach the specified ultimate tensile strength on all three samples for each bar size submitted. The manufacturer shall identify the grade or grades of reinforcing bar for which the system is being submitted. Splicing systems demonstrating consistent, repeatable, and passing test results will be considered for inclusion on the QPL. Qualified bar designations will be noted on the list.

Deformed and smooth steel WWR sha ll be in accordance with ASTM A1064, except as follows:

not galvanized, unless otherwise specified.

Type 1 coating in accordance with ASTM A884. Repairing or patching of the coating shall be in accordance with 910.01

ASTM A884 with the patching material in accordance with ASTM A775 Annex A2. The average coating thickness shall be 9 to 14 mils after cure.

Epoxy coated WWR shall be furnished by selecting WWR coated from an applicator’s plant on the QPL of Reinforcing Bar and WWR Epoxy Coaters and in accordance with ITM 301. 70

accordance with ASTM A1060, including repair or renovation of the coating. It shall be coated after fabrication.

specified. If over-sized wire is proposed for substitution, the Contractor shall obtain written approval from the Engineer prior to delivery. The WWR shall be identified as the size provided, not the size originally ordered. 80

Uncoated seven-wire strand shall be in accordance with ASTM A416. The strand shall have the minimum tensile strength and initial tension shown on the plans.

A Type A certification in accordance with 916 shall be provided for uncoated seven-wire strand. In addition to the lot number, the results of the following shall be shown on the certification: 90

Property Test Standard Size Cross-Sectional area Yield strength ASTM A416 Breaking strength ASTM A416 Strand composition Modulus of elasticity ASTM A416 Load elongation curve ASTM A416

Steel spiral reinfor cement shall be either:

910.01

Epoxy coated reinforcing bars shall be furnished by selecting bars coated from an applicator’s plant on the QPL of Reinforcing Bar and WWR Epoxy Coaters and in accordance with ITM 301. The epoxy coating material shall be selected from the QPL of Epoxy Coating Materials.

Epoxy coated reinforcing bars shall be in accordance with ASTM A775, except as follows:

examination of the bend test specimen suggests the need, the adhesion of the coating shall be checked by subjecting additional specimens to the 120° bend test. Hairline cracks without bond loss will be acceptable provided there are not more than two and the length of either crack does not exceed 1/4 in. The average coating thickness shall be 9 to 14 mils after cure. The thickness meas urements shall be made in 120 accordance with ASTM D7091. The coating thickness shall be an average based on 12 individual readings. No specific correction for the base preparation process shall be applied to the thickness measurements,

QPL of Reinforcing Bar and WWR Epoxy Coaters shall be accompanied by the types of certifications specified in ITM 301 and in accordance with 916,

703.04. The patching material shall be in accordance with

ASTM D3963.

Dowel bars shall be plain billet steel in accordance with ASTM A615, grade 40 or higher, except that the bend test a nd elongation requirements will not apply. The dowel bar area and weight for the nominal bar diameter shall be as follows:

Nominal Bar Diameter, in. Cross-Sectional Area, sq in. Weight, lb/ft 1 0.79 2.670 1 1/4 1.23 4.172 1 1/2 1.77 6.008

910.01

Dowel bars shall be coated with an epoxy coating material 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.

Support devices for all reinforcing bars shall be epoxy coated steel and in accordance with ASTM A775, except as follows:

thickness measurements shall be made in accordance with 160 ASTM D7091.

All reinforcing bars may be inspected, sampled, and tested after delivery to the project.

910.02Structural Steel

Unless otherwise specified, structural steel shall be in accordance with 170 ASTM A709, grade 36.

Steel in accordance with ASTM A709 that has an atmospheric corrosion resistance index that meets or exceeds the index value shown in ASTM A709.

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

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”.

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 combination 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.

Structural steel, except members exempted 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 mill 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. mechanically fastened Up to 2 in. welded

A709, grade 50W* Up to 4 in. mechanically fastened Up to 2 in. welded Over 2 in. to 4 in. welded

* If the yield point of the material exceeds 65,000 psi, the temperature for the CVN value for acceptability shall be reduced by 15°F for each increment of 10,000 psi above 65,000 psi.

910.02

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.

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).

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 dip230

galvanized in accordance with ASTM F2329 or mechanically galvanized in

accordance with ASTM B695, Class 55.

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

(g)1 and the following additional requirements

The maximum tensile strength shall be 150,000 psi for bolts 1 in. or less in240

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.

The nuts shall be in accordance with ASTM A563, grade DH; or ASTM A194,

grade 2H.

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).

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

The wedge tests of full size bolts shall be conducted in accordance with ASTM

F606, Section 3.5.

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

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 plane normal to the bolt

axis.

290

Bolts, nuts, and washers utilized in the U channel steel post splice as shown on

the plans shall be in accordance 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 galvanized in accordance with ASTM B695, Class 55.

Unfinished bolts shall be furnished unless other types are specified.

The surface of the body of turned bolts shall meet the ANSI roughness rating300

value of 125. Heads and nuts shall be hexagonal 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.

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 of310

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.

910.03Permanent Metal Forms320

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.

330

The materials will also be sampled at the work site as specified in the Frequency

Manual. The sample will include a representative 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.

910.04Steel Forgings and Steel Shafting

Steel forgings shall be in accordance with ASTM A668 for carbon steel forgings

for general industrial use. Class F forgings shall be furnished unless otherwise340

specified.

910.04

1060

Shafting shall be in accordance with ASTM A108 for cold finished carbon steel

bars and shafting. Grade designation 1016-1030, inclusive, shall be furnished unless

otherwise specified.

Alloy steel forgings shall be in accordance with ASTM A668 for alloy steel

forgings for general industrial use. Class G forgings shall be furnished unless350

otherwise specified.

Steel forgings and steel shafting shall be covered by a mill certification reporting

the test results of:

360

Elongation is not required for shafting.

910.05Castings

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 shipment 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 and370

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 manufacturer’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.

Chromium alloy steel castings shall be in accordance with ASTM A743. Grade

CA15 shall be furnished unless otherwise specified.

Iron casting shall be gray iron castings 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 that390

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 filleted and outside corners and edges shall be400

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 other 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.

These castings shall be in accordance with ASTM A536. Grade 65-45-12 shall be410

furnished unless otherwise specified. In addition, they shall be in accordance with all

requirements of 910.05(b), except the first paragraph.

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.

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 positions 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 dimension or have an area greater than 1/2

sq in. Blowholes shall not be deep enough to affect the strength of the casting430

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 welding, 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.

910.06Bronze and Copper Alloy

440

Bronze castings shall be in accordance with ASTM B22, alloys C91100 or

C91300. A Type A certification in accordance 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

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. In450

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

910.07Steel Components of MSE Retaining Walls

Backing mats shall be smooth steel welded wire reinforcement in accordance with460

(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

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 accordance470

with ASTM A1064. Loops shall be galvanized in accordance with ASTM A641, class

5 or class C.

A Type A certification in accordance with 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

The connector bar, if used, shall be fabricated of cold-drawn steel wire in

accordance with ASTM A1064, and galvanized, if shown on the plans, in accordance480

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

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 bending490

stresses. The Engineer will test samples in accordance with ASTM A1064.

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

1064

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 vary500

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 in510

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 reinforcements 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 which 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

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 complying 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.

The rods used to align the face panels during 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 shall be provided for the alignment pins.

910.07

1065

910.08Steel Bin-Type Retaining Wall Units

Wall units shall consist of adjoining closed-face cells filled with structure backfill540

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 shall 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 workmanlike 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 inspected to ensure that they are true to size

and free from defects, which may impair their strength and durability.

A Type A certification in accordance with 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

910.09Guardrail and Guardrail Components560

Guardrail of the same type shall be interchangeable regardless of the source.

Guardrail materials shall be in accordance with the applicable 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 with AASHTO M 180. End sections, buffer end

sections, transitions, terminal connectors, and shoes shall be manufactured from sheet570

steel in accordance with AASHTO 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 for adherence of the coating may be made

including the test specified in ASTM 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 purchase order number of the various guardrail580

910.09

1066

component items listed in the sentence above that are being furnished to the contract

shall accompany the Type C certification. 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 weighing590

6.7 lb/ft. The material shall be in accordance with ASTM A36. The channel shall be

galvanized in accordance with ASTM A123 after fabrication. The weight of zinc

coating per area of actual surface shall average 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.

600

910.10Guardrail 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 certification, the heat number, quantity, and

purchase order number for the posts shall accompany the Type C certification.

Mechanical test results, if tests were run on either post material type, shall also be

included.

610

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 fabrication. 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 Specifications DOD-P-21035. When spray paints

are used, two coats shall be applied.

910.10

1067

Timber guardrail posts shall be in accordance with 911.02(f). Dimensions and

construction details shall be as shown on the plans.

630

910.11Guardrail 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.

640

brackets, and plate washers shall be in accordance with ASTM

A36. Post brackets, bars, and plates and shapes for bridge

railing brackets shall be galvanized in accordance with

(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.

Type II, class B in accordance with 910.09.650

accordance with ASTM A307. Cut washers and lock washers

shall be standard round steel washers of the sizes specified on

the plans. The diameter of cut washers 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

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.

galvanized after fabrication in accordance with ASTM A153,

class C. The weight of coating per square foot of actual surface670

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

1068

systems, the rail elements, standard bolts, nuts, and washers

shall be in accordance with 910.09 and requirements 1 and 3 of

soil plate, bearing plate, strut and yoke shall be in accordance680

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 ASTM A53, grade B and zinc

coated in accordance with AASHTO M 111. The stud shall be

in accordance with ASTM A307 and 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, grade690

1035, zinc coated in accordance with AASHTO M 111, and

shall be annealed for cold swaging. A lock pin hole to

accommodate a 1/4 in. plated spring-steel pin shall be drilled

through the head of the swaged fitting.

Alternate material blockouts shall be in accordance with

926.03

High strength heavy hex bolts shall be in accordance with ASTM F3125, grade700

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 galvanized in accordance

with ASTM F2329 or mechanically galvanized in accordance with ASTM B695, Class

55. Foundation plates and bearing plates shall 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 any individual specimen. Welding shall be in

accordance with AWS D1.1.

Terminal posts shall be fabricated from tubing meeting ASTM A500, grade B, or710

ASTM A501 and from plates meeting ASTM A36. Welding shall be in accordance

with AWS D1.1. They shall be galvanized after fabrication 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

1069

Tapered washers may be of steel or malleable iron and galvanized in accordance720

with ASTM A153.

The wire rope used in the cable assemblies 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

shall be in accordance with ASTM A36.

A276, type 304 or 430.

with ASTM A47, grade 35018, or steel castings in accordance740

with ASTM A27, grade 70-36.

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).

galvanized after fabrication in accordance with ASTM A123.

750

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.

910.12Blank

910.13Steel Fence Posts760

Tubular steel fence posts and line posts shall meet the following specifications

and the requirements as shown on the plans.

910.13

1070

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

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.

Tubular steel fence posts for group 1 shall be hot-dipped zinc-coated and shall be

in accordance with ASTM F1083, except tests shall be conducted on sample posts

selected as representative of the posts furnished. The weight per foot will be acceptable

provided it is at least 90% of the specified weight.

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, Type790

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 specimen as measured in accordance with ASTM

A428. Specimens for determining weight of coating shall be obtained in accordance

with ASTM F1083.

When fastenings are necessary for attaching 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 fencing 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 of810

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.

910.14Sign Posts

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 mounted830

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 calculate 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.

840

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 have 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, and850

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 a860

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 divided870

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 after galvanizing shall have the 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 the880

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 than890

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.

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 the900

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.

Posts shall conform to the following table and to deflection tests required in

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 Type B certification.

910

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 and 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 A36 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 Tension 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.

Steel members for the support of signs shall be standard shapes as specified and

shall be in accordance with 910.02(a). These members shall be galvanized in

910.14

1074

accordance with ASTM A123. A Type C certification in accordance with 916 shall be

provided for the structural steel posts.930

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.

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

Square steel posts shall be roll formed and in accordance with one of the

following:

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%.

a minimum yield strength of 60,000 psi. This shall apply to

the 2 in. by 2 in. size posts only.

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 three960

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.

The posts shall be corner welded and scarfed as necessary to allow sections to

telescope within each other. 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,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 applications. All holes and sheared ends shall

be free from burrs.

The protective coating shall be applied using one of the following:

be galvanized in accordance with ASTM A653, coating

designation G90.

the posts consisting of galvanizing with zinc which is in

accordance with ASTM B6 weighing 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 rich990

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

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 differential housings shall not be used.

910.15Delineator 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

910.16Copper 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

910.17Bronze 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

* Up to 2.5% lead allowed.

The sliding surfaces of the plates shall be provided with cylindrical recesses with

a depth necessary to provide proper containment of the lubricant. The recesses shall

be arranged in a geometric pattern so that each successive row will overlap in the1040

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 direction 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 tolerance 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 atmospheric elements. The lubricant shall be compressed into

the recesses of the bearing plate by hydraulic 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

910.18Fence, Fittings, and Gates

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.

This fence shall be in accordance with ASTM 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 class II, average of two or more specimens no1090

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.

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 1,9501110

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.

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.

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 galvanized1130

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.

Barbed wire used at the top and bottom of farm field fence, or as otherwise

specified, and in accordance with 603 shall be in accordance 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 at1140

approximately 5 in. spacing. The galvanized coating shall be in accordance with class

3 in Table 2. The minimum aluminum 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 in1150

accordance with class 3 in Table 2.

A type C certification in accordance with 916 shall be provided for the barbed

wire.

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 accordance 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

This fence shall be in accordance with the 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. spaceB211 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 2BNuts 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.

1180

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

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 malleable1190

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.

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 with 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).

910.19Overhead Sign Structures

The complete structure with signs in place shall be able to withstand loads in

accordance with AASHTO Standard Specifications for Structural Supports for1210

Highway Signs, Luminaires and Traffic Signals. The structure shall be designed to

resist fatigue of the material in accordance 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 strain1220

pole shall include three band-type attachments for span wire clamps. Such attachments

shall be galvanized in accordance 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 galvanized 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 6061, 6063 or 3003 conforming to ASTM

B210.1230

A Type C certification in accordance with 916 shall be provided for the overhead

sign structure.

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 free1240

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 ASTM 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 in1250

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 and 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 alloy ER5356 filler material. Welders shall qualify by1260

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 from any misfits or structural deficiencies

prior to shipment.

Bridge Attached, and End-Supports for Box Truss and Dynamic Message Sign1270

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 shall be in accordance with ASTM A36. Base1280

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 plates 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 with 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 fabrication 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 yield strength of 35,0001320

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

bolt. Top ends of anchor bolts and associated hardware as shown on the plans, shall

910.19

1084

be either hot dip galvanized in accordance 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 shall1340

be rejected.

Each complete structure shall be free from any misfits or structural 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 maximum1350

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 cross 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 circumferential 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 shall1360

be galvanized after fabrication in accordance 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 accordance 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 assemblies shall be galvanized 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.

910.20Steel Bridge Railing Components

Materials for steel bridge railing components shall be in accordance with the1380

following:

grade B.

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.

1390

ASTM A307.

ASTM A27, grade 70-36.

ASTM A449, ASTM A563, and ASTM F436, respectively.

on the plans.

type 304, 305, or 430.

Threads may be cut or rolled.

anchor channel bars, and railing end caps shall be galvanized after1410

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.

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

1420

A Type C certification in accordance with 916 shall be provided for the steel

bridge railing components with the exception of bolts.

910.21Steel Sheet Piling

Steel sheet piling shall be in accordance with ASTM A328, ASTM A1011, or

ASTM A653.

910.22Grating for Grated Box End Sections

Steel pipe and steel tubing for grating shall be in accordance with ASTM A53,

type E or S, grade B or ASTM A501, electric-resistance welded or seamless. Such

pipe and tubing shall be galvanized in accordance 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 diameter1440

pipe specified.

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 and1450

AWS D1.1.

910.21

1087

Test ASTM

Tensile Strength, Yield Strength, 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