core stoppers, or other similar devices to increase the bearing value of the piles, when such work or materials is specified on the project plans or in the Special Provisions. When the work and materials described in the preceding paragraph are not specified on the proj ect plans, but the Engineer determines, or it has been demonstrated to the Engineer’s satisfaction, that the required tip elevation cannot be reached without jetting, drilling, blasting , or other similar work, or that the required bearing value cannot be obtained without the use of brackets, lugs, core stoppers, or other similar devices, the Engineer will order such work to be performed and such materials to be furnished as the Engineer considers necessary under the conditions encountered in order that the required tip elevation or bearing value may be obtained. Materials and labor necessary to accomplish the requirements will be paid for in accordance with the provisions of Subsection 104.02 of the specifications. 603- 5.04 Splicing Piles: The contract price for splicing piles shall include full compensation for furnishing all materials and labor and splicing piles in accordance with the specifications and the details shown on the project plans. Payment for splicing piles will be made at the contract unit pr ice per splice determined by multiplying the contract unit price per linear foot for furnishing the pile by a factor of five. The total quantity of splicing piles necessary to complete the work may vary considerably from the quantity shown in the bidding schedule; however, no adjustment in the contract unit price due to an increase or decrease in quantity, as provided for in Subsection 104.02 of the specifications, will be made for this contract item. SECTION 604 STEEL STRUCTURES: 604- 1 Description: The work under this section shall consist of constructing steel structures in accordance with the details shown on the plans and the requirements of these specifications. The work shall include furnishing, fabricating, erecting , and painting the structural steel and other metals and performing all work required to complete the bridge structures and other structures. TABLE OF CONTENTS INDEX 604- 2 Materials: 604- 2.01 Structural Steel: Structural steel shall conform to the requirements of ASTM A36, unless otherwise specified or shown on the plans. All rolled section girders or structural steel plate used for the fabrication of tension flanges, web plates, eyebars and hanger plates and for splice plates of tension flanges and eyebars shall meet the longitudinal Charpy V-notch impact value requirements specified herein. Sampling procedures shall conform to the provisions in ASTM A673. The H (Heat) frequency of testing shall be used for structural steels confor ming to ASTM A36, A572 and A588. The P (Piece) frequency of testing shall be used for structural steel conforming to ASTM A514. Charpy V -notch impact values shall be determined in accordance with ASTM E23. Charpy V -notch (CVN) impact values shall conform to the following minimum values: Material Impact Value: (foot -pounds at Temp. °F) ASTM A36 15 at 40 °F ASTM A572* 15 at 40 °F ASTM A588* 2 inches and under 15 at 40 °F ASTM A588* Over 2 to 4 inches 20 at 40 °F ASTM A514 2-1/2 inches and under 25 at 0 °F ASTM A514 Over 2 -1/2 to 4 inches 35 at 0 °F Note: *If yield point of material exceeds 65,000 psi, the temperature for CVN impact value for acceptability shall be reduced 15 °F for each increment of 10,000 psi above 65,000 psi. 604- 2.02 Steel Structural Rivets: Steel structural rivets shall conform to the requirements of ASTM A502. 604- 2.03 High -Strength Bolts, Nuts and Washers: High Strength Bolts shall conform to ASTM A325 except as may be modified herein. The maximum hardness for ASTM A325 bolts shall be 34 RC. Nuts and washers, appropriate to the type of high strength bolt to be used, shall conform to ASTM A563 or A194, for nuts, and F436, for washers, respectively. TABLE OF CONTENTS INDEX Nuts shall be Grade 2H or DH for black or galvanized bolts. For galvanized bolts the nuts shall be over tapped to the minimum amount required for the bolt assembly. All nuts, bolts, and washers shall have the manufacturers' markings on them .
A.Certificate of Analysis: Each lot of bolts, nuts, or washers shall be accompanied by a Certificate of Analysis. The Certificate of Analysis shall provide a lot number corresponding to that appearing on the shipping package. The certification shall note when and where all testing was done, including the rotational -capacity tests indicated herein, and shall include zinc thickness when galvanized bolts and nuts are used. Testing to be included in the Certificate of Analysis shall be done according to the "shipping lot" method. The minimum testing required is as follows:
1.Rotational -Capacity Test: High -strength bolts, both black and galvanized, shall be subjected to a rotational -capacity test (ASTM A325, Section 6.2) and shall meet th e following requirements when tested by the manufacturer:
a.The tested bolts shall go through two- times the required number of turns (from snug tight conditions) indicated in the AASHTO Bridge Specification, Table 11.5B, in a Skidmore- Wilhelm Calibrator, or equivalent tension measuring device, without stripping or failure;
b.During this test, the maximum recorded tension shall be equal to or greater than 1.15 times the Required Fastener Tension, as specified in AASHTO Table 11.5A ; and
c.The measured torque to produce the Required Fastener Tension shall not exceed the value obtained by the following equation: Torque=0.25 PD Where: Torque =Measured Torque, in foot -pounds P =Measured Bolt Tension, in pounds TABLE OF CONTENTS INDEX D =Diameter, in feet
2.Proof Load Tests: Proof load tests, performed by the manufacturer, are required for the bolts (ASTM A325) and for the nuts (ASTM A563 or A194). The proof load tests for nuts to be used with galvanized bolts shall be performed after galvanizing, over tapping and lubricating.
B.Acceptance Testing: High -strength bolts, nuts and washers will be field sampled at random by the Engineer, according to the "shipping lot" method, upon receipt of the bolt shipment by the contractor. A minimum of three bolts, with corresponding nuts and w ashers, or 0.1 percent of the lot, for lots in excess of 3,000, will be sampled for acceptance testing, for each bolt diameter. Samples will be submitted to ADOT Materials Group or a designated testing laboratory for the following tests:
1.Wedge Test: Bolts shall be tested in accordance with ASTM F606, Section 3.5. Fracture shall be in the body or threads of the bolt without any fracture at the junction of the head and body.
2.Rockwell Hardness: Rockwell hardness shall be determined in accordance with ASTM E18 within the specified maximum shown above for bolts. Nuts and washers will only be tested for Rockwell hardness, in accordance with ASTM E18, to confirm compliance with ASTM A563 or A194 for nuts and F436 for washers. If any of the test bolts fail either of the above acceptance tests, the entire lot which it represents will be rejected. Similarly, if any of the nuts or washers fail the Rockwell Hardness Test, the entire lot of nuts or washers will be rejected.
C.Installation: All galvanized nuts shall be lubricated with a lubricant containing a visible dye so that a visual check can be made for the lubricant at the time of field installation. Black bolts must be "oily" to the touch when installed. Weathered or rusted bolts shall be cleaned and re- lubrica ted prior to installation. Installation of all -high strength bolts shall be in accordance with paragraph 11.5.6.4, "Installation,” of the AASHTO Bridge Specifications. Of particular importance is obtaining the "snug tight" condition as defined in paragraph 11.5.6.4.4 for any method of final tightening. TABLE OF CONTENTS INDEX A Skidmore- Wilhelm Calibrator or other acceptable bolt tension indicating device will be provided by the Department at each job site for use during bolt installation. Periodic tests (daily when calibrated w rench tightening is used) will be performed by the Department to ensure the as-installed bolt/nut/washer assembly meets the above requirements. [For short grip bolts, direct tension indicators (DTI) with solid plates may be used to perform this test. The DTI shall be checked with a longer grip bolt in the Skidmore- Wilhelm Calibrator first]. The cost of furnishing test bolts, nuts and washers will not be directly reimbursed, but will be considered incidental to the cost of related contract items. Suitable nuts shall conform to the requirements of ASTM A563 and suitable hardened washers shall conform to the requirements of ASTM F436. 604- 2.04 Bolts and Nuts: Bolts and nuts shall conform to the requirements of ASTM A 307. 604- 2.05 Steel Forgings: Steel forgings shall conform to the requirements of Subsection 1004- 5 of the specifications. 604- 2.06 Castings: Carbon steel castings, gray iron castings and malleable iron castings shall conform to the requirements of Subsection 1004- 6 of the specifications. 604- 2.07 Bronze Castings and Copper -Alloy Plates: Bronze castings and copper -alloy bearings and expansion plates shall conform to the requirements of Subsection 1004- 7 of the specifications. 604- 2.08 Welded Stud Shear Connectors: Shear connector studs shall conform to the requirements of ASTM A108, Grades 1015, 1018, or 1020, and to the requirements of Section 11,
Division II — , Construction - Steel Structures, of the AASHT O Standard
Specifications for Highway Bridges. 604- 2.09 Bearing Pads:
A.Preformed Fabric Pads: Preformed fabric pads shall conform to the requirements of Section 1013 of the specifications. TABLE OF CONTENTS INDEX
B.Elastomeric Bearing Pads: Elastomeric bearing pads shall conform t o the requirements of Section 1013 of the specifications . 604- 2.10 Certification of Structural Steel: Certificates of Analysis conforming to the requirements of Subsection
106.05 of the specifications shall be submitted. The certificates shall
include mill heat test reports showing the properties of each heat number. Mill test reports for structural steel used for those items specified in Subsection 604- 2.01 of the specifications shall also include the results of the Charpy V -notch impact test values. 604- 3 Construction Requirements: 604- 3.01 Shop and Working Drawings: The contractor shall prepare shop and working drawings for submittal in accordance with the requirements of Subsection 105.03 of the specifications. The submittal shall allow sufficient time for review based on the days identified in Subsection 105.03 of the specifications, within the contractor’s schedule of work. Working drawings for steel structures shall show complete fabrication and erection details including full detailed dimensions and sizes of component parts of the structure and details of miscellaneous parts such as pins, nuts, bolts, and r ivets. 604- 3.02 Fabrication: Fabrication of all metal for steel structures shall be in accordance with the approved shop drawings and shall conform to the requirements of Section 11, Steel Structures, of AASHTO LRFD Bri dge Construction Specifications, except as specified herein. The structural steel fabrication plant shall be certified under the AISC Quality Certification program to the standard and supplemental requirements for the type of work being performed. The foll owing categories are defined under the AISC Quality Certification program: Certified Bridge Fabricator - Simple (SBR) Certified Bridge Fabricator - Intermediate (IBR) Certified Bridge Fabricator - Advanced (ABR) Certified Bridge Manufacturer - Component (CPT) Fracture Critical members must be fabricated at a plant that has acquired an AISC Fracture Critical Endorsement (FCE). TABLE OF CONTENTS INDEX Fabrication of steel components shall not begin until arrangements have been made for shop inspection. In planing the surfaces of expansion bearings, the cut of the tool shall be in the direction of expansion. 604- 3.03 Substitutions: Substitutions of structural steel sections having different dimensions or properties of equal or greater value than those shown on the project plans may be made only when approved in writing by the Engineer. 604- 3.04 Shop Inspection: For shop inspection of structural steel fabrication, the contractor shall provide two written noti fications to the Engineer, as follows:
A.First written notification shall be submitted at least 60 days prior to beginning work in the shop per the requirements listed herein, and in Subsections 604- 3.02 of the specifications. The first written notification shall include:
1.The name and address of the fabricator ;
2.The approximate fabrication schedule; and
3.A description of the work to be fabricated. Approved shop drawings are not required at the time of the first written notification, but are required before fabrication begins. Upon notification, the Engineer will contact ADOT Bridge Group to arrange for an inspector to be assigned to perform the steel shop inspection.
B.Second written notification shall be submitted at least seven working days prior to beginning work in the shop in order for ADOT Bridge Group to schedule the shop inspection. The contractor shall furnish all facilities for the inspection of material and workmanship in the shop in accordance with the requirements of Subsection 106.06 of the specifications. Inspection at the shop is intended as a means of facilitating the work and avoiding errors, and it is expressly understood t hat it will not relieve the contractor from any responsibility in regard to defective material or workmanship and the necessity of replacing defective material or doing the work again. Reinspection costs incurred by the Department due to contractor errors shall be reimbursed by the contractor. TABLE OF CONTENTS INDEX 604- 3.05 Galvanizing:
A.Structural Steel for bridges shall only be galvanized when specified on the project plans. When galvanizing is so specif ied, the members shall be galvanized in accordance with the requirements of ASTM A123. The weight of the coating (total for both sides) shall be the weight specified.
B.Structural Steel for minor structures and miscellaneous work shall be galvanized when specified on the project plans. When galvanizing is so specified, the members shall be galvanized in accordance with the requirements of ASTM A123. The weight of the coating (total for both sides) shall be the weight specifi ed. Steel posts shall be galvanized in accordance with the requirements of AASHTO M 111 or ASTM A123. Steel fittings, hardware, etc., shall be galvanized, when specified, in accordance with the requirements of ASTM A153. The weight of the coating shall be as specified in ASTM A153. 604- 3.06 Welding: All welding and inspection of welding for structural steel, except for tubular structures, shall be performed in accordance with the requirements of the most recent edition of the ANSI/AASHTO/AWS Bridge Welding Code. All other references to the American Welding Society (AWS) structural welding code AWS D1.1- 80 and the AASHTO Standard Specifications for welding of structural steel highway bridges are deleted. The use of electro- slag welding process on structural steel will not be permitted. In addition to the above requirements, welding of Fracture Critical Members (FCMS) shall be performed in accordance with the AASHTO Guide Specifications for Fracture Critical Non -Redundant Steel Bridge Members, 1978, revised to date. 604- 3.07 Painting: All steel and iron surfaces shall be cleaned and painted in accordance with the requirements of Section 610 of the specifications. 604- 3.08 Erection: Erection of steel structures shall be in accordance with the requirements of Division II, Construction, Section 11, Steel Structures, of AASHTO Standard Specifications for Highway Bridges. TABLE OF CONTENTS INDEX Straightening of bent metal members will not be permitted unless otherwise permitted by the Engineer. 604- 4 Method of Measurement: Structural steel for steel structures will be measured by the pound or will not be measured but will be paid for on a lump sum basis in accordance with the following:
A.Weight Basis: Unless otherwise specified, this method of measurement shall conform to the requirements of Article 11.7, Division II, Construction, Section 11, Steel Structures, of AASHTO Standar d Specifications for Highway Bridges and the pay quantities of structural steel will be determined on the basis of computed net weights. The weights of plates 36 inches or less in width will be computed on the basis of the nominal weight for their width and thickness as shown on the project plans.
1.Structural Steel: All rolled section girders, welded plate girders, structural steel plate or shapes used for splice plates, stiffeners or diaphragms, shear connectors, corresponding weld metal, nuts, and bolts, w ill be measured for payment as structural steel.
2.Structural Steel (Miscellaneous): All other structural steel items including rockers, rollers, bearing plates, pins and nuts, brackets, plates, shapes for sign mounts on bridges, steel traffic rail, corresponding weld metal, nuts and bolts, and similar steel items not covered in other contract items will be measured for payment as structural steel (miscellaneous).
B.Lump Sum Basis: The project plans will show an estimated net weight of structural steel required for the structure work. This quantity shall be considered as approximate only. It shall be the responsibility of the bidder to determine the exact quantities of structural steel from computations based upon the details and notes shown on the pr oject plans. No measurement of the quantities of structural steel determined by the contractor will be made, unless an alteration in the work is ordered. When an alteration in the work is ordered which increases or decreases the quantity of structural st eel required, the amount of the increase or decrease will be measured by the pound. TABLE OF CONTENTS INDEX
Source: Arizona Standard Specifications for Road and Bridge Construction, 2021 Edition. Pages – of 1,296.