Page 544960 TIMBER PILING 960.1 REQUIREMENTS Timber piling will conform to ASTM D25 except as follows: The circumferences of piles measured under the bark will have minimum and maximum values as shown in Table below. Circumferences and Diameters of Timber Piles 3 Feet from Butt Tip Minimum Maximum Minimum Length in Feet Circumference (Inches)Diameter (approximate) (Inches)Circumference (Inches)Diameter (approximate) (Inches)Circumference (Inches)Diameter (approximate) (Inches) Douglas Fir, Hemlock, Pine, Spruce or Tamarack Under 40
40-50 incl.
51-70 incl.
71-90 incl.35
Oak and Other Hardwoods, Cypress Under 30
30-40 incl.
Over 4035 Cedar Under 30
30-40 incl.
Over 4035 Piles will be furnished cut to any of the following lengths as specified by the Engineer: 10 feet, 12½ feet, 16 feet, 20 feet, and in multiples of 5 feet for piles longer than 20 feet. Order lengths of 10 feet and 12½ feet may be obtained by cutting 20 foot and 25 foot piles. Piling so obtained will be driven full length and cut off after bearing for the first pile is obtained. The remaining cutoff will be used as the second pile. The requirements of the preceding paragraph will apply to the original full length pile only. Piling will be treated in accordance with Section 950. Page 545970 STEEL STRUCTURES MATERIAL 970.1 GENERAL These specifications apply to bolted and welded construction. 970.2 STRUCTURAL STEEL Structural steel will be furnished according to the following specifications. Unless otherwise specified, all structural steel furnished will conform to AASHTO M 270 (ASTM A709). When ASTM A709 structural steel with a “T” or an “F” and a temperature zone is specified, the structural steel will be Charpy impact tested to the specified zone. Sampling and testing procedures will be in accordance with ASTM A673 utilizing (H) frequency testing for Grade 36, 50 and 50W steels and utilizing (P) frequency testing for Grade 100 and 100W steels. For Grade 50 and 50W steels, if the yield point of the material exceeds 65 ksi, the temperature for the CVN value for acceptability will be reduced by 15°F for each increment of 10 ksi above 65 ksi. A.High-Strength Bolts : High-strength bolts will conform to Section 972. B.Welded Stud Shear Connectors : Shear connector studs will conform to the requirements of Section 7.3, Type B of the latest edition of the ANSI/AASHTO/AWS D1.5 Bridge Welding Code and the following. Finished studs will be of uniform quality and condition, free from injurious laps, fins, seams, cracks, twists, bends, or other injurious defects. Finish will be as produced by cold drawing, cold rolling or machining. The manufacturer will certify that the studs as delivered are in accordance with the material requirements of this section. Certified copies of in-plant quality control test reports will be furnished upon request. The Engineer may select, at the Contractor's expense, studs of each type and size used under the contract, as necessary for checking the requirements of this section. C.Tubular Steel Piles: Tubular steel piles will conform to ASTM A252, Grade 2, with chemical requirements meeting ASTM A53, Grade B. 970.3 STEEL FORGINGS AND STEEL SHAFTING A.Steel Forgings : Steel forgings will conform to, AASHTO M 102 (ASTM A668), Classes C, D, F, or G. B.Cold Finished Carbon Steel Shafting : Cold finished carbon steel shafting will conform to, AASHTO M 169 (ASTM A108). Grade 1016-1030, inclusive, will be furnished.