for Highway Construction Page 656 of 71 5 SECTION 708 – METALS
708.01 General.
When metal is placed in the work, ensure it is without dirt, detrimental scale, pai nt, oil, or other foreign substance. Thin powdery rust and tight rust is not detrimental except in the case of prestressing reinforcement .
708.02 Reinforcing Steel .
Provide welded wire fabric for reinforcement that meets the requirements of AASHTO M 55. Provide other reinforcing steel meeting AASHTO M 31 Grade 40S or 60S. The Contractor may substitute deformed steel - welded wire reinforcement that meets AASHTO M 221 for AASHTO M 31 reinforcing steel or AASHTO M 55 welded wire fabric with approval. Provide epoxy -coated metal reinforcement in accordance with ASTM A775. Do not use colors in shades of brown that inhibit visual detection of rust spots and damage. Coat reinforcing steel, that is required to be epoxy -coated, in a plant certified by the Concrete Reinforcing Steel Institute (CRSI) as a fusion- bonded epoxy applicator.
708.03 Dowel B ars.
Provide smooth dowel bars meeting AASHTO M 254, except the steel material meeting AASHTO M 31 as an alternative may be provided by the Contractor. Epoxy coat the steel dowel bars in accordance with AASHTO M254 and as modified:
1.Apply 7- 13 mils epoxy coating thickness.
2.Epoxy coat the ends of the dowel bars as required by the manufacturer. Apply epoxy coating in a fusion bonded epoxy coating plant certified by the CRSI or another organization approved by the Materials Engineer. The Engineer may allow the use of alternate dowel bar materials.
708.04 Tie Bars .
Meet AASHT O M 31 Grade 40 or 60. Ensure tie bars are deformed and epoxy -coated. Provide epoxy -coated tie bars in accordance with ASTM A775.
708.05 Prestressing Steel.
Use high- tensile wire strand for prestressing steel meeting with ASTM A416 or uncoated high- strength steel bars meeting with ASTM A722. The Department requires prestressing steel in the same direction, transverse or longitudinal, in individual members be of the same type. Ensure the assembled units have a tensile strength of at least the manufacturer’s minimum guaranteed ultimate tensile strength if bars are to be extended by the use of couplers. Failure of the sample to meet this requirement is cause for rejection of that heat of bars and/or lot of couplers depending on the nature of failure. Obtain approval for the location of couplers in the member. for Highway Construction Page 657 of 715 Whenever threaded studs, bolts , nuts, and washers are specified with ASTM A307, ASTM F3125, ASTM A449, or ASTM A563 and when galvanizing is require d, use hot -dip zinc -coated or mechanically zinc -coated requirements.
708.06 Structural Steel and Related Materials.
1.Structural Steel . Provide structural carbon steel in accordance with AASHTO M 270 Grade 36. Provide structural low alloy steel in accordance with AASHTO M 270 Grade 50. Provide structural low alloy weathering steel in accordance with AASHTO M 270 Grade 50W. Provide structural high- strength ste el in accordance with AASHTO M 270 Grade 100. Provide structural high- strength weathering steel in accordance with AASHTO M 270 Grade 100W. Fabricate structural steel rolled shapes and plates of structural carbon steel. Do not use rimmed or capped steel for structural car bon steel, structural low alloy steel, or structural low alloy weathering steel. Submit proof of weldability before fabrication when using steel manufactured in accordance with AASHTO M 270 Grade 50W. Cut plates so the rolling direction is approximately parallel with the direction of tensile or compression stress. Show the rolling direction on the shop drawings . Provide base materials for fracture critical members (FCMs) in accordance wi th AASHTO M 160
Article 9 — , except replace paragraphs 9.2.1, 9.2.2, 9.2.2.1, 9.2.2.2, and 9.2.3 with the following:
9.2.1 Do not use welding to correct plate surface defects. The Contractor may condition plates by co mplete removal of impe rfections or depressions on the top and bottom surfaces by grinding. Condition by grinding as follows:
a.Flare 1:5 without abrupt change in contour.
b.Ensure the depth of the depression after grinding does not exc eed 10 percent of nominal plate thickness or ⅛ inch, whichever is greater.
c.Ensure areas removed by grinding do not exceed 2 percent of the surface area of the face of the plate where the imperfections are found.
d.After grinding the net plate, ensure cross -sectional area is 90 percent or more of the nominal cross -sectional area of the plate. 9.2.2 The Contractor may condition the edges of plates to remove injurious imperfections in accordance with t he current ANSI/AASHTO/AWS D1.5 Bridge Welding Code paragraph 3.2.3. Longitudinal Charpy V -Notch (CVN) tests are mandatory for acceptance on plates and shapes used for flanges and webs of main girders, including their splice plates, transverse, and longitudinal stiffeners, floor -beams, and plate or shape identified as fracture critical. Submit sampling procedures in accordance with AASHTO T 243. Use the heat (H) frequency of testing for structural steel s in accordance with AASHTO M 270 Grades 36, for Highway Construction Page 658 of 71 5 50, and 50W. Use the piece (P) frequency for steels in accordance with AASHTO M 270 Grade 100/100W and any plate or shape identified as fracture critical. Test in accordance with AASHTO T 244. The testing cost is incidental to the cost of the structural steel and included in the contract unit prices for structural steel. Provide CVN impact values in accordance with the zone requirements specified.
2.Bolts .
a.General. Provide unfinished bolts (ordinar y machine bolts) in accordance with ASTM A307. Use Grade A. Use turned bolts or other special bolts made from structural carbon steel or as specified. Provide high- strength bolts in accordance with ASTMF3125. Do not galvanize Grade A325 Type 3 and ASTM A490 bolts. Provide anchor bolts in accordance with ASTM F1554 Grade 36, 55, or 105. If the grade is not specified, use Grade 36. Ensure the maximum tensile strength is 150 ksi for bolts 1 inch or less i n diameter and 120 ksi for larger bolts. Provide Type 3 bolts when Grade A325 bolts are used unpainted and nongalvanized. Ensure nuts and washers used with Type 3 bolts have comparable atmospheric corrosion resistance and weathering character istics. When Grade A325 bolts are to be galvanized, ensure the steel is in accordance with the AISI 10XX series with a maximum yield strength of 105 ksi. Do not galvanize Grade A325 anchor bolts that are 1 inch in diameter or smaller and have a yield stress greater than 105 ksi. Grade A325 anchor bolts may be used if painted with 2 coats of specified formula zinc rich paint consisting of 2 mils (0.002 inch) minimum dry thickness per coat. For galvanized fasteners, overtap the nuts to the minimum amount required for the fastener assembly. Provide the amount of overtap in the nut that will allow free assembly on the bolt in the coated condition and meet the mechanical requirements of AASHTO M 291. The rotational -capacity test for ov ertapping requirements in AASHTO M 291 paragraph 7.4 are maximum values instead of minimum values. Mark bolts, nuts, and washers with a symbol identifying the manufacturer as required in ASTM F3125 Section 5, ASTM A194 Section 12, and ASTM F4 36 Section 14. The Contractor’s supplier must provide the symbol and address of each manufacturer for the bolts, nuts, and washers supplied.
b.Testing.
1.Bolts . Test proof load in accordance with ASTM F606 Method 1. Test minimum frequency in accordance with ASTMF3125 Section 9. Wedge test full -size bolts in accordance with ASTM F606 paragraph 3.5. If bolts are galvanized, perform tests after galvanizing. The minimum test frequency will be in accordance with F31 25 Section 9. If galvanized bolt s are supplied, measure the thickness of the zinc coating. Take measurements on the wrench flats or top of the bolt head. for Highway Construction Page 659 of 71 5 (2) Nuts. Proof load tests in accordance with ASTM F606 paragraph 4.2. The minimum test frequency will be in accordance with in ASTM A 563 paragraph 8.5 or AASHTO M 292 paragraph 8.1.2. If the nuts are to be galvanized, perform tests after galvanizing, overtapping, and lubricating. If galvanized nuts are supplied, measure the zinc coating thickness. Take measurements on the wrench flats.
3.Washers. If galvanized washers are supplied, perform hardness tests after galvanizing. Remove coating before taking hardness measurements. Measure the zinc coating thickness.
4.Assemblies . Perform rotational -capacity tests on black or galvanized bolt, nut, and washer assemblies by the manufacturer or distributor before shipping. The Department requires washers as part of the test even though they may not be required as part of the installation procedure. Apply the fol lowing:
a.Except as modified, perform the rotational -capacity test in accordance with ASTM F3125.
b.Test each combination of bolt production lot, nut lot, and washer lot as an assembly. Where washers are not required by the installation procedures, do not include in the lot identification.
c.Assign a rotational -capacity lot number to each combination of lots tested.
d.The minimum frequency of testing is 2 assemblies per rotational -capacity lot.
e.Construct the bolt, nut, and washer assembly in a Skidmore- Wilhelm calibrator or an acceptable equivalent device. For bolts too short to be assembled in the Skidmore- Wilhelm Calibrator see ASTM F3125, Annex 2, paragraph A2.7.
f.Use the minimum rotation value in Table 708.06- 1 from a snug- tight condition (10 percent of the specified proof load). Table 708.06 -1 – Rotational Value Bolt Length Nut Rotation < 4D 240° or 2/3 turn > 4D and < 8D 360° or 1 turn > 8D 480° or 11/3 turn D is nominal bolt diameter — Note : These values differ from ASTM A325 Section 6.3 values.
g.Ensure the tension reached at the above rotation is 1.15 times or more of the required installation tension. The installation tension and the tension for the turn test are in Table
708.06 2.
for Highway Construction Page 660 of 71 5 Table 708.06 -2 – Installation Tension Diameter (in) 1/2 5/8 3/4 7/8 1 11/8 11/4 13/8 11/2 Required Installation Tension (kips) 12 19 28 39 51 56 71 85 103 Turn Test Tension (kips) 14 22 32 45 59 64 82 98 118
h.A fter the required installation tension listed has been exceeded, take 1 reading of tension and torque and record. Ensure the torque value meets the following: Torque ≤ 0.25 PD Where: Torque = measured torque, foot -pound P = measured bolt tension, pound D = bolt diameter, foot
i.The Contractor may test bolts in a steel joint when they are too short to test in a Skidmore -Wilhelm calibrator. Do not apply the tension requirement specified in
708.06.2 (4).g. Compute the maximum torque requirement as sp ecified in 708.06.2.(4).h
using a value of P equal to the turn test tension in Table 708.06- 2.
5.Reporting.
a.Record and submit the test results , including zinc coating thickness, and in the appropriate AASHTO specifications on the appropriate document .
b.Report location where tests are performed and date of tests on the appropriate document.
6.Witnessing. The manufacturer or distributor performing the tests must certify the results recorded are accurate. Submit 3 complete bolt, nut, and washer asse mblies from each lot and size to the Engineer for QA testing .
c.Documentation.
1.Mill Test Report (MTR). Submit a MTR for mill steel used in the manufacture of the bolts , nuts, or washers and where the material was melted and manufactured.
2.Manufacturer Certified Test Report (MCTR). The manufacturer of the bolts , nuts and washers must submit a MCTR for the item provided. Report the relevant information on each MCTR as specified in this section . Include the following with the MCTR rotational -capacity test:
a.The lot number of each item tested.
b.The rotational -capacity lot number. for Highway Construction Page 661 of 71 5 (c) The results of the tests required in 708.06.2.B.(4).
d.Appropriate information required as speci fied in this section.
e.A statement that MCTR for the items are in compliance to this section and the appropriate AASHTO specifications.
f.The location where the bolt assembly components were manufactured.
3.D istributor Certified Test Report (DCTR). Include the MCTR in the DCTR for the various bolt assembly components. Report the rotational -capacity test performed by a distributor or a manufacturer on the DCTR. Show the results of the tests required in 708.06.2.B.(4). Show the appropriate information required in 708.06.2.B.(5). Show the rotational -capacity lot number. Verify the MCTR complies with this specification and the appropriate AASHTO specifications.
d.Shipping.
1.Ship bolts , nuts, and washers (where required) from each rotational -capacity lot in the same container. If there is only 1 production lot number for each size of nut and washer, the nuts and washers may be shipped in separate containers. Permanently mark each container with the rotational -capacity lot number that can be identified before installation.
2.The appropriate MTR, MCTR, or DCTR must be applied to the Contractor or the owner as specified.
e.Lubrication. Check galvanized nuts to verify that a lubricant is visible on the threads. Ensure black bolts are “oily” to the touch when delivered and installed. Clean and lubricate weathered or rusted bolts or nuts before installation. Retest recleaned or relubricated bolt, nut, and washer assemblies as specified in 708.06.2.B.(4) before installation.
3.Direct Tension Indicators (DTI). Fabricate DTIs in accordance with ASTM F959 and the following:
a.Mechanic ally galvanize DTIs for unpainted structures in accordance with ASTM B695 Class 50. After galvanizing, coat the DTI with a PPG Power Prime 500°F epoxy. Electrodeposit the DTI with the epoxy, rinsed, and baked at 350°F to 500°F for 20 minutes. Ensure the final thickness of epoxy is 1 millimeter and black in color.
b.Galvanize and epoxy coat the DTI by the manufacturer or under their direct supervision.
c.The Contractor may use Type 3 DTIs that meet ASTM F959 for weathering steel structures . In addition, manufacture these DTIs from steel in accordance with the chemical requirements of ASTM F436 Type 3.
4.Stud Connec tors. Provide stud connectors made by cold heading, cold rolling, or cold machining. Ensure finished stud connectors are of uniform quality and without injurious laps, fins, seams , for Highway Construction Page 662 of 71 5 cracks, twists, bends, or other defects. Ensure studs do not have cracks or bursts deeper than ½ the thickness from the periphery of the head of the shaft. Determine tensile strength of stud connectors by test of bar stock after drawing or of full diameter finished studs. Comply with the following strength requirements as specified in Table 708.06- 3. Table 708.06- 3 – Strength Requirements Tensile Strength Elongation Reduction of Area Minimum = 60,000 psi Minimum = 20% in 2 in ches Minimum = 50% Provide stud connectors with arc shields (ferrules) of resistant ceramic or other suitable material for welding. Comply with qualifications, welding, and test procedures specified in ANSI/AASHTO/AWS D1.5 Bridge Welding Code.
5.Steel Castings. Provide steel castings in accordance with AASHTO M 103 Grade 70- 36. Heat -treat castings by normalizing and tempering after the castings have been allowed to cool from the pouring temperature to below the transformation range. Determin e charpy impact properties on each heat from a set of 3 Charpy V -notch specimens made from a test coupon in accordance with ASTM A370 methods and definitions and tested at 70°F and have at least 25 foot -pounds of energy. An independent testing laboratory must inspect the entire base plates, webs, and pin sockets by radiographic and magnetic particle examinations. Perform magnetic particle examination in accordance with ASTM E709. Judge radiographic examination in accordance with ASTM E94 and judge types and degrees of disc ontinuities in accordance with ASTM E186. Submit copies of radiographic negatives. Ensure the acceptable surface discontinuities and finish is in accordance with ASTM A802. Remove unacceptable visual discontinuities and verify the resultant cavities by visual examination. Defects that, as determined by the Engineer, cannot be removed without adversely affecting the casting will be grounds to reject the entire casting. The Contractor may repair defects that can be removed without injury to the casting by welding in accordance with ASTM A488. Submit a complete weld procedure for approval before starting repair work. Include the weld procedure for base metal preparations, preheat, electrode, postheat, and procedure qualifications. The Engineer may perform radiographic and magnetic particle examination on repair welding.
6.Steel Forgings. Use steel forgings for pins, rollers, trunnions, or other forged parts. Accurately turn forgings to the detailed dimensions, smooth, straight, and flawless. Produce the final surface by a finishing cut. Machine final surfaces to a finish of ASA 3 micrometers (125 micro inches) or better.
708.07 Wide -flange Guardrail Posts.
Manufacture wide- flange w -beam and thrie- beam guard rail posts in accordance with AASHTO M 270 Grade
36.If corrosion- resistant steel is required, manufacture in accordance with AASHTO M 270 Grade 50W steel. Match the cross- section dimensions of a W6.8.5 or W6x9 post in accordance with AASHTO M 160. for Highway Construction Page 663 of 71 5 After the section is cut and holes are drilled or punched, zinc -coat the component in accordance with AASHTO M 111. If corrosion -resistant steel is used, zinc -coat the portion of the post to be embedded in soil in acco rdance with AASHTO M 111 and do not zinc -coat, paint, or otherwise treat the portion above the soil.
708.08 H-Beam Piles .
Provide H -beam piles of structural steel in accordance wi th ASTM A572 Grade 50 or as specified. Submit 2 certified copies of ladle analysis and physical test records.
708.09 Barbed Wire .
Provide barbed wire in accordance with AASHTO M 280.
708.10 Woven Wire.
Provide woven wire in accordance with ASTM A116, except wire size and strength options are limited to the following sections of ASTM A116 Table 1:
1.No. 121/2 Grade 60, No. 121/2 Grade 125, or No. 141/2 Grade 125. Ensure fence height, wire spacing, and stay spacing are as specified.
708.11 Hardware for Barbed or Woven Wire Fence.
Provide 9- gauge staples with a minimum length of 1.5 inches, except 1- inch staples may be used in locust posts. Provide 9.5- gauge stay wire, 9 -gauge brace wire, and 12.5 -gauge tie wire and wire clamps. Provide stay wire, brace wire, tie wire, and wire clamps in accordance with ASTM A116. Galvanize the wire if no coating class is specified.
708.12 Metal Posts for Barbed or Woven Wire Fence .
Provide painted or galvanized metal fence posts in accordance with AASHTO M 281 or ASTM A 702. The Engineer will not accept punched lug- type posts.
708.13 Chain -Link Fence .
Provide 2- inch diamond mesh woven chain link fabric from 11- gauge coated (0.12 inch) wire. Ensure the weight of coating for galvanized fabric is 1.2 ounces per square foot. Provide posts, braces, tension wire, fittings, and other hardware as specified in Table 708.13 -1. Table 708.13- 1 – Chain Link Posts and Braces Fence Height Pipe Section C-Section (Class does not apply) Minimum Size, OD inch- od Minimum Size, inch Minimum Weight, lb/FT Line Posts ≤ 6 FT 1.9 1.875 x 1.625 1.85 > 6 FT but ≤ 8 FT 2.375 1.875 x 1.625 2.28 ≤ 6 FT 2.375 — — for Highway Construction Page 664 of 71 5 Fence Height Pipe Section C-Section (Class does not apply) Minimum Size, OD inch- od Minimum Size, inch Minimum Weight, lb/FT Corner and End Posts > 6 FT but ≤ 8 FT 2.875 — — Braces All Heights 1.660 1.625 x 1.25 1.35 Pipe lengths longer than those shown must comply with the weights relative to minimum outside diameter in accordance with ASTM F1043 Group 1A or Group 1C. The Engineer will allow interpolation of the weights in accordance with in ASTM F1043. Pipe sections will meet ASTM F1043 Group 1A or Group 1C. Use Group 1A or Group 1C posts and braces. Ensure C -sections have minimum yield strength of 45,000 psi. Ensure coating of C -sections are the same as Group 1A or Group 1C. Provide tension wire 3/16 inch in diameter and 1.2 ounces per square foot of zinc coating. For fencing, fittings, and hardware meet AASHTO M 181.
708.14 Guardrail Components.
Provide galvanized w -beam or thrie- beam that meet AASHTO M 180 Class A or B Type 2, except galvanizing the rail occurs after fabrication, with fabrication to include forming, cutting, shearing, punching, drilling, bending, weld ing, and riveting. Ensure the minimum average mass of zinc coating is 2 ounces per square foot of surface (not sheet). . Galvanize anchor cables in accordance with AASHTO M 30. Provide bolts , nuts, and washers used with guardrail in accordance with AASHTO M 180, A 307, A 325, or A 449 as specified. Rail splice bolts must be shoulder “button” head bolts in accordance with AASHTO M 180. Provide galvanized bolts, nuts, washers, and other hardware used with guardrail in ac cordance with ASTM A153.
708.15 Reserved .
708.16 Rigid Posts for Delineators, Snow Poles, and Milepost s.
1.Provide posts for delineators and snow poles weighing 1.12 pounds per foot and that meet A STM A499. Galvanize in accordance with ASTM A123 or provide with green baked enamel finish.
2.Provide steel posts for mileposts that meet ASTM A1011 Grade 45 minimum, ASTM A653 G 90, and ASTM A513. for Highway Construction Page 665 of 71 5 708.17 Stee l and Aluminum Sign Posts and Overhead Sign Structures .
A.General. Galvanize structural steel in accordance with ASTM A123. Zinc coat miscellaneous steel hardware in accordance with ASTM B633 Class No. Fe/Zn 2 5 Type III coating. Galvanize steel square tubes (Type E sign posts) in accordance with ASTM A653 G 90. Provide anchor bolts with 3 nuts and 2 washers. Galvanize the nuts, washers, and at least 10 inches of the threaded end of the anchor bolts in accordance with ASTM A153. Ensure the anchor bolt threads accept galvanized nuts without tools or causing removal of the protective coating after galvanizing.
B.Sign Posts . Provide sign posts as follows:
1.Steel for Type A sign posts meet ing ASTM A709 Grade 50.
2.Steel for Type B sign posts meet ing ASTM A500 Grade B.
3.Steel posts for Type E sign posts meet ing ASTM A1011 Grade 45 minimum, ASTM A653M G 90, and ASTM A513. E1 posts are 12 gauge. E2 posts are 10 gauge.
4.Structural steel for brace s and brackets meet ing ASTM A36.
5.High -strength bolts, nuts, and washers for s ign posts meet ing ASTM F3125 .
6.Anchor bolts , nuts, and washers meet ing ASTM F1554. Finish shop fabrication of steel supports, braces, and brackets with galvanizing. The Engineer will not allow field modification that damages the g alvanization.
C.Overhead Sign Structures . Provide overhead sign structures . Fabricate sign structure components from material meeting the specificati ons in Table 708.17- 1. Provide end pol es, mastarms, or truss assemblies formed into a continuous shaft. Provide pole shafts uniformly straight, with a permissive variation not to exceed 3/4 inch, measured at the midpoint of the pole in place and unloaded. Provide aluminum bolts with an anodic coating 0.0002 inch minimum thickness, with a dichromate or boiling water seal, coated with a suitable lubricant. for Highway Construction Page 666 of 71 5 Provide overhead sign structures fabricated entirely from steel, or aluminum, providing only o ne type. Manufacture structures alike. The Engineer will only approve splices for the overhead steel sign structure. Finish shop fabrication of overhead steel sign structures , posts, and brackets before galvanizing. Repair any damaged galvanized surfaces.
708.18 Hardware for Signs .
Provide zinc -coated steel, aluminum bolts , nuts, and washers, and other hardware items used for fabrication and mounting of signs as follows: Electrodeposited Coatings of Zinc on Iron and Steel ...................................................... ASTM B633 Grade 5 Fe/Zn 3, Type III Coating Low or Medium Carbon Steel Exter nally or Internally Threaded Standard Fasteners ........................... SAE J429 or SAE J995 both Grade 2 Alloy -Steel Bolting Materials for Low -Temperature Service ............................................. ASTM A320 Aluminum -Alloy Sheet and Plate ..................................................................................... ASTM B209 Flat washers ................................................................................. ASTM B221, Alloy Alclad 2024- T4 Aluminum -Alloy Bars, Rods, and Wires ........................................................................... ASTM B211 Lock nuts ...................................................................................................................... Alloy 2017- T4 Bolts and screws ........................................................................................ Alloy 2024- T4 or 6061- T6 Nuts 1/4 inch tap and under .......................................................................................... Alloy 2024- T4 Nuts 5/8 inch tap and over .......................................................................... Alloy 6061- T6 or 6262- T9 Spring lock washer s ..................................................................................................... Alloy 7075- T6 Aluminum -Alloy Rivet and Cold -Heading Wire and Rods ................................................ ASTM B316 Blind rivets ....................................................................................... Alloy 2017- F, 2117 -F, or 5056 -F
708.19 Illumination Poles and Bases.
Manufacture lighting poles, bases, and appurtenances alike. Submit shop drawing for approval before fabrication begins. Use materials for fabricating poles in accordance with the applicable test methods as follows: High- Strength Bolts and N uts ........................................................................................ ASTM F3125 Anchor Bolts .................................................................................................................. ASTM F1554 Mild to Medium -Strength Carbon- Steel Castings for General Application ................................................................................. ASTM A27 Cast Steel Parts ...................................................................................................... Grade 65- 35 Structural Steel Sheet .................................................. ASTM A659, ASTM A572, and ASTM A1011 for Highway Construction Page 667 of 71 5 Sheet Steel for Fabricating Shafts, Anchor Bars, and Nuts Welded and Seamless Steel Pipe ............................................................................... ASTM A53 Steel Pipe for Lighting Bracket Arms Galvanizing Steel Poles Zinc (Hot-Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars, and Strips ............................................................................................. ASTM A123 Gray Iron Castings for Valves, Flanges, and Pipe Fittings ............................................... ASTM A126 Cast Iron Parts Zinc (Hot -Dip) on Iron and Steel Hardware Galvani zing Anchor Bolts and Bracket Arms ............................................................................................................ ASTM A153 Aluminum -Alloy Sand Castings or Permanent Mold Castings .........................ASTM B26 M or B 108 ........................................................................................................................................................... Aluminum Base Flanges and Transformer Bases .................................................... Alloy A 357.0- T6 ........................................................................................................................................................... Aluminum Die Castings ..................................................................................................... ASTM B85 ........................................................................................................................................................... Alloy 380 Aluminum -Alloy Bars, Rod, and Wire ........................................................................ ASTM B211 Aluminum Pole Shafts and Aluminum Lighting Bracket Arms ....................................... Alloy 6063- T6 Specified catalog numbers are provided only to show general dimensions and configurations. Poles and appurtenances must be capable of supporting design loads within allowable stress ranges as set forth in the AASHTO latest version of Specifications for S tructural Supports for Highway Signs, Luminaires, and Traffic Signals and weld in accordance with these AASHTO specifications. Form the pole into a continuously tapered shaft having uniform taper of approximately 0.14 inch per foot. Provid e pole shafts straight with an allowable variation of 1 inch or less measured at the midpoint, in place, and unloaded. Cover the top of the pole shaft with a removable waterproof pole cap. The maximum pole deflection allowed after loading, excluding wind load, is equal to 1 percent of the pole shaft length. Secure a removable anchor bolt cover or covers to the base plate. Provide a handhole in the pole shaft with a reinforcing frame and cover. Locate the handhole 90 to 270 degrees from the bracket arm. Provide a bonding device in the lower half of the handhole reinforcing frame for grounding purposes. Ensure materials, components, and hardware for each pole assembly is compatible with the type of pole used. Fabricate steel pole shafts from sheet steel. Permanently show the pole wall thickness on each pole near the base. for Highway Construction Page 668 of 715 Galvanize poles after welding is complete. Provide aluminum poles with a natural finish and without defects. Form anchor bases for aluminum poles from aluminum alloy secured to the bottom of the shaft so the full strength of the shaft is developed. Galvanize at least 10 inches of the threaded end of the anchor bolts , nuts, and washers. Ensur e the anchor bolt threads accept galvanized nuts without requiring tools or causing the removal of the protective coating after galvanizing. Provide threaded hubs for steel poles made of forged steel in accordance with ASTM A105. Ensure the end of the hub inserted into the pole shaft has a minimum 1/4 inch round beveled end or edge to prevent insulation stripping during wire pulling operations. Do not us e half pipe coupling, tank spud, or similar material. Provide 4- bolt configuration safety slip bases . Design the base to meet necessary design loading requirements and as a minimum meet the current breakaway requirements of the AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals. Design breakaway support couplings to meet necessary design loading requirements and as a minimum meet the current breakaway requirements of the AASHTO LRFD Specifications for H ighway Signs, Luminaires, and Traffic Signals. Limit use of the couplings to pole assemblies weighing less than 900 pounds and poles providing 40 feet or less nomin al luminaire mounting heights. Surround t he support coupling with a 1/16 inch aluminum skirt fastened with No. 10 by 5/8 inch stainless steel sheet metal screws.
708.20 Structural Plate Pipe , Pipe Arches, and Arches.
A.Aluminum . Aluminum for corrugated metal pipe and pipe- arches must comply with the requirements o f AASHTO M 196 or ASTM B745. Aluminum for structural plate pipe, pipe -arch, and box structures must meet the requirements of AASHTO M 219 or ASTM B746. The Engineer will accept alum inum bolts meeting ASTM F468 or standard strength steel bolts meeting ASTM A307.
B.Steel. Steel for corrugated metal pipe and pipe- arches must comply with the requirements of AASHTO M 36 or ASTM A760. Steel for structural plate pipe, pipe- arch, and box structures must meet the requirements of AASHTO M 167 or ASTM A761. Steel for deep corrugated structural plate must comply with the requirements of AASH TO M 36 or ASTM A760. The Engineer will accept high strength steel bolts meeting ASTM A449. The Engineer will accept hot -dipped or mechanically galvanized bolts and nuts provided they meet AASHTO M 111 or ASTM A153. Provide poly mer-coated pipe that meets AASHTO M 246, ASTM A762, or ASTM A762M, except the coating may be shop or field applied after corrugation, and coating thickness must be at least 0.01 inc h on each side of the sheet. After tightening, coat exposed portions of bolts and nuts on soil side and water side of pipe, with the same material used on the pipe. for Highway Construction Page 669 of 71 5 The Contractor may substitute polymer -coated pipe for bituminous -coated pipe. When yielding seam (keyhole slotted) pipe is specified to be bituminous -coated or polymer -coated, do not coat mating surfaces in the overlap portion of the joint, unless authorized in writing by the pipe manufacturer.
708.21 Meta l Aprons .
Meet AASHTO M 36 or M 19 6.
708.22 Manhole Covers and Rings , Grates, Catch Basin s, and Inlets .
Meet AASHTO M 306 Class 35 for gray i ron.
708.23 to 708.25. Reserved .
708.26 Extruded Aluminum .
Meet ASTM B221 Alloy 6063- T6 for reflective sheeting backgrounds. Ensure extrusions are flat and true within a tolerance of 1/4 inch per 8 feet of panel length. Prevent deviation from flat surface across the width of the panel before coating from exceeding 0.005 inch per inch of width. Provide continuous extruded sections for the length of the signs.
708.27 Sheet Aluminum .
Meet ASTM B209 Alloy 6061- T6 or 5052- H38 with an alodine 1200 finish.
708.28 Caps for Right of Way and Street Markers .
Cast caps from brass or bronze. Ensure the top of the finished casting is without blowholes, pits, cracks, corrugations, or other surface roughness to render completely legible the standard identification and other letters or numerals that may be subsequently stamped. Stamp each cap or cast as specified.
708.29 Reserved.
708.30 Steel Shell Piles .
Provide cylindrical, cylindrical with a taper, or step- tapered steel shell piles. Provide cylindrical shell piles with an outside diameter as specified. Provide tapered piles with outside tip diameter at least 8 inches and the outside butt diameter at least as what is specified. Provide steel shell piles driven without a mandrel of sufficient strength and rigidity to allow driving to the specified resistance without distortion. Ensure the steel minimum yield strength is 30,000 psi. Submit an electronic copy of a certified test report showing compliance with yield strength requirements. Ensure the minimum wall thickness is 1/4 inch. Ensure st eel shell piles in exposed pile bents in water have a minimum wall thickn ess of 5/16 inch. Equip shells driven without a mandrel with driving points, flat plates, or other suitable end closures adequately fixed, and of sufficient thickness and strength to allow driving without distortion and remain watertight or as specified. for Highway Construction Page 670 of 71 5 Provide steel shell piles that when driven with a mandrel of sufficient thickness the pile will hold its original shape after the mandrel is withdrawn and shows no harmful distortion after it and the adjacent piles have been driven.
708.31 Permanent Metal Concrete Forms.
Meet ASTM A653 M SS designation with coating designation Z500 and meet requirements relevant to steel permanent metal forms and the placing of c oncrete as specified.
708.32 Mechanical Splices.
Provide mechanical splices that meet ASTM A1034. for Highway Construction Page 671 of 71 5 SECTION 709 – CONCRETE CURING MATERIALS AND ADMIXTURES
709.01 Membrane -Forming Curing Compound.
Meet: System 1. ASTM C309 Type 1- D Class B with Fugitive Dye. System 2. ASTM C309 Type 2 Class B, White Pigmented.
709.02 Concrete Admixtures – General.
If more than 1 admixture is used, use the same brand from the same manufacturer and ensure it is compatible and can be dispersed in accordance with the manufacturer’s written instructions. Do not use admixtures containing chlorides, fluorides , sulphites, and nitrates. Do not use accelerating admixtures for mass concrete placements.
709.03 Air-Entraining Admixtures .
Meet AASHTO M 154.
709.04 Set R etarding Admixtures .
Meet ASTM C494.
709.05 Water -Reducing Admixtures .
Meet ASTM C494.
709.06 Lithium Nitrate Admixtures .
Provide lithium nitrate admixture consisting of a 30 percent aqueous lithium nitrate solution. Use the same brand and from the same manufacturer in the mix design and used in the concrete alkali silica reaction mitigation testing for the lithium nitrate admixture used in the concrete. Follow the manufacturer’s written instructions.
Source: Idaho Standard Specifications for Highway Construction, 2023 Edition. Pages 692–706 of 768.