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4.For joints using DTI’s, inspection will consist of verifying that the DTI has the minimum number of refusals required from Table 9 and the minimu m gap allowed in the work (from the DTI Verificati on Test) remains in at least one s pace.
5.At the Resident’s option, if the Quality Assurance Inspecto r witnesses the initial and final tensioning of fasteners i n a joint using the “Turn of Nut ” method and finds it acceptable, no further inspection will be required.
504.54 Reuse of Bolts Reuse only black AASHTO M164M/M164 (ASTM
A325/A325M) bolts. Do not reuse galvanized fasteners.
504.55 Field Welding Welders shall have in their possession a valid certification for the
process and position to be used in production from the American Welding Society or other organization acceptable to the Resident. Submit a written Weld Procedure Specification for each joint to the Fabrication Engineer for review. Provide the Weld P rocedure Specification to the we lder and Resident prior to beginning welding. Do not perform field welding without an app roved Weld Procedure Specification. Power sources shall have meters indicating ampe rage/voltage that have been calibrated within 1 year. Field welding and nondestructive examination of field welds sha ll be done in conformance with the requirements of the D 1.5 Code.
504.56 Misfits The correction of misfits involving minor reami ng will be considered a
legitimate part of steel erection. Errors in shop fabrication or deformation from handling and transportation that prevents the proper assembling and fit- up of parts by the use of drift pins or by reaming (not to excee d 10% of the holes in a contigu ous array) shall be reported immediately to the Resident. P rovide a written proposal for co rrection to the Fabrication Engineer. Do not make any field corrections that involve cutti ng or welding without the permission of the Resident. ANCILLARY BRIDGE PRODUCTS and SUPPORT STRUCTURES
504.57 Ancillary Bridge Products Ancillary bridge products are defined in Subsection
713.01 of the Standard Specifications. Fabricate ancillary bri dge products in accordance
with the D1.5 Code as applicable to ancillary bridge products a nd this Specification. Fabricate tubular products in accordance with the AWS D1.1 Stru ctural Welding Code (the D1.1 Code).
504.58 Support Structures Weld support structures in accordanc e with the D1.1 Code.
Support structures shall include, but not be limited to, non-ve hicular bridges, high mast poles, light and signal poles , dual purpose poles, strain poles and sign supports; cantilever, bridge and butterfly support structures. 5-85
504.59 Materials Materials for ancillary bridge products will be specified in the
Contract documents. When AASHTO M 270M/M 270 (ASTM A 709/A 709 M) steel is specified for ancillary bridge products, equivalent ASTM grades of steel may be substituted. Provide Certified Mill Test Reports for all material.
504.60 Holes for Base Plates Holes in base plates may be drill ed or thermal cut at the
Contractor’s option. The roughness shall not exceed condition of AWS C4.1-77, Sample 4. Do not deviate from specified di mension for thermal cut holes b y more than 1/16 inch in any direction.
504.61 Bolted Connections Holes for bolted connections shall m eet the requirements of
Subsections 504.34 and 504.35. High strength bolts shall be in stalled, tensioned and inspected in accordance with Subsections 504.50 through 504.54.
504.62 Anchor Rods Anchor rods shall be as shown on the Plans or in the Standard
Details. Anchor rods shall meet the material requirements of 7 20.07.
504.63 Support Structures Qualify Weld Procedure Specifi cations, welders and
welding operators in accordance with the D1.1 Code. Circumferential shop splices for poles shall be full penetratio n, butt welds. Welded longitudinal seams shall have 100 percent penetration for 6 inc hes on either side of a shop splice, and for the splice length plus 6 inches at the field sp lice end(s) of a shaft section. The remainder of the seam weld shall have a minimum effective weld throat of 60 percent of the wall thickness. Pole to base welds may be complete joint penet ration welds or socket-type joints with two fillet welds. Prior to erection, the assembled shaft or structure shall not e xhibit a sweep in excess of 0.2 percent of the nominal pole he ight or length, as measured w ith the pole or structure in a horizontal position . Shafts that are to remain unpainted shall have the lower edge o f all field slip connections sealed around the entire circumference with a sealant that will remain flexible and not degrade from exposure to ultraviolet light.
504.64 Non Destructive Testing-Ancillary Bridge Products and Su pport Structures
Unless otherwise specified, nondestructive testing shall be as follows:
1.Examine ten percent of fillet or partial penetration welds on each production lot using Magnetic Particle (MT) inspection. If any welds examined requi re a welded repair, an additional ten percent of the original lot number will be exami ned using MT. If any welds in the second ten percent require a welded repair, test all wel ds in that production lot using MT.
2.For the purposes of this Sp ecification, a production lot sh all be defined as a day’s production of small parts (e.g. post to base welds), each discr ete segment of complex structures (e.g. overhead sign supports, mast arm poles, etc.) or other grouping or unit not to exceed one week’s production at the discretion of the Fabricati on Engineer. 5-86
3.Inspect one hundred percent of all circumferential welds an d the full penetration sections of the longitudinal seam welds by radiographic examina tion (RT). Inspect one hundred percent of tube to plate welds: full penetration by RT, partial penetration and fillet by MT. Inspect twenty five percen t of the partial penetration s ections of the longitudinal seam welds (MT). Ultrasonic testing (UT) may be used on materi al ≥ (5/16 inch) thick and properly qualified UT may be used on thicknesses < 5/16 inch.
504.65 Method of Measurement Unless otherwise specified, struc tural steel will be
measured as one lump sum complete and accepted, consisting of a ll metal and related materials in the fabricated and erected structure as shown on t he Plans, excluding railings and drains. Related materials shall include, but not be limite d to, preformed pads placed under the bearings and, when required, self-lubricating bronze or copper-alloy bearing and expansion plates.
504.66 Basis of Payment Structural steel will be paid for at t he contract lump sum price
for the respective contract items. Payment will be made under: Pay Item Pay Unit
504.70 Structural steel fabricated and delivered, L u m p S u m
504.701 Structural steel fabricated and delivered, roll Lum p Sum 504.702 Structural steel fabricated and delivered, welded Lu mp Sum
504.71 Structural steel erection L u m p S u m
SECTION 505 - STUD WELDED SHEAR CONNECTORS, ANCHORS, & FASTENER S
505.01 Description This work consists of furnishing and instal ling steel stud welded
shear connectors, concrete anchors and threaded fasteners in ac cordance with the AASHTO/AWS D1.5 Bridge Welding Code (D1.5) and these Specificat ions.
505.02 Materials Materials shall meet the requirements of Sect ion 711.06 - Stud Shear
Connectors, Anchors, and Fasteners. The Contractor shall provi de the stud manufacturer’s certification that the studs meet the material requirements pri or to beginning welding.
505.03 Quality of Work The studs shall be free from rust, scal e, oil, and other
contaminants that would adversely affect the welding operation. Weld locations shall be free of scale, rust, oil and other dele terious material. The Contractor may clean the wel d locations by any method that resu lts in satisfactory welds.
Source: Maine Standard Specifications for Road and Bridge Construction, 2020 Edition. Pages 376–378 of 817.