SECTION 1050 — STEEL BRIDGE SUPERSTRUCTURE

1050.1 DESCRIPTION — This work is the construction of a steel bridge superstructure.

1050.2 MATERIAL —

(a) Deck and Parapets.

• Cement Concrete Structures — Section 1001.2
• Preformed Neoprene Compression Joint Seal for Bridges — Section1008.2
• Pedestrian Railing — Section 1012.2
• Aluminum Bridge Hand Railing — Section 1023.2
• Steel Bridge Hand Railing — Section 1022.2
• Protective Barrier — Section 1015.2
• Protective Fence — Section 1016.2
• Protective Coating for Reinforced Concrete Surfaces — Section 1019.2(a)
• Armored Preformed Neoprene Compression Dam — Section 1021.2
• Tooth Expansion Dam With Drain Trough — Section 1020.2
• Reinforcement Bars — Section 709.1
• Neoprene Strip Seal Dam — Section 1026.2

(b) Fabricated Structural Steel. Section 1105

(c) Paint. Section 1060.2

(d) High Load Multi-Rotational Bearings. Section 1111

1050.3 CONSTRUCTION —

(a) General. The superstructure consists of all indicated portions of the bridge above the bridge seat and includes bearings, bearings and anchors sunk in the substructure, abutment backwalls, cheekwalls, bridge drainage down to, but not including, the drain box, and portions of wings and appurtenances above the horizontal construction joint nearest the bridge seat.

(b) Superstructure. Construct the superstructure, as indicated, as shown on the Standard Drawings, and as follows:

• Fabricated Structural Steel — Section 1105
• Cement Concrete Structures — Section 1001.3
• Reinforcement Bars — Section 1002.3
• Preformed Neoprene Compression Joint Seal for Bridges — Section1008.3
• Tooth Expansion Dam With Drain Trough — Section 1020.3
• Neoprene Strip Seal Dam — Section 1026.3
• Pedestrian Railing — Section 1012.3
• Aluminum Bridge Hand Railing — Section 1023.3
• Steel Bridge Hand Railing — Section 1022.3
• Protective Barrier — Section 1015.3
• Protective Fence — Section 1016.3
• Protective Coating for Reinforced Concrete Surfaces — Section 1019.3(a)
• Armored Preformed Neoprene Compression Dam — Section 1021.3

(c) Erection. References to Section of Division II, AASHTO Standard Specifications for Highway Bridges (date as indicated) are identified by the abbreviation AASHTO, followed by the section number, e.g., AASHTO 11.6.4.

1. Handling and Storing Materials. AASHTO 11.6.2.

2. Falsework Design and Construction. AASHTO 11.2.2, 11.6.1 and Section 105.03(c).

3. Erection Procedure. AASHTO 11.6.4

4. Bearings and Anchorage. Comply with AASHTO Section 18 except as modified herein.

4.a Preparation of Bearing Areas. Section 1001.3(k)8 and furnish bedding material as specified in Section 1107.02(p).

4.b Bearing Pads. Set as indicated.

4.c Setting Anchor Bolts. Set by template to the indicated elevation and alignment. As an alternate, set in preformed holes 2 inches larger than the bolt diameter. Clean the holes, set and fix the bolts, and fill the holes with nonshrink mortar, as specified in Section 1001.2(e). Use drilled holes, as a substitute for preformed holes, in abutments and solid piers only. Protect the holes against water entry during freezing periods.
Limit the threaded projection above the nut to between 1/4-inch and 1 inch.

4.d Setting Bearings. As shown on the Standard Drawings and as follows:
Align masonry plates and set them so they will be centered with the rockers, rollers, sole plates, and bearing plates, at 68F and under full dead load. Make adjustment for the difference in temperature, from 68F, at time of erection. Compensate for the change in length of the bottom chord, or flange, due to the later addition of dead loads.
Maximum deviation of the top of rockers from a vertical position, and maximum eccentricity of the parts of sliding bearings, is 0.0001(L) +0.25 inch, where L, in inches, is the horizontal distance between the expansion bearing and the fixed bearing.

4.e Separate Contracts for Substructure and Superstructure. If the substructure and superstructure are built under separate contracts, proceed as follows:

4.e.1 Substructure Contractor. Accurately place the anchor bolts and grind the bearing areas to the correct plane and elevation.
Paint projecting portions of anchor bolts, as specified in Section 1060.3, as soon as practical after the anchor bolts have been set, but not until the surrounding concrete or grout has hardened sufficiently to preclude damage from the painting operation, except do not paint threads. Coat threads with grease after completion of painting.
At the completion of the substructure, make an as-built survey to accurately show the as-built versus the plan location of all substructure centerlines, girder centerlines, centerline of anchor bolt groups, anchor bolts, bearing elevations, and any other elements or items that may affect the layout or placement of the work to be furnished by the superstructure contractor. Show all of the pertinent as-built survey information, including dimensions, elevations, and angles on suitable drawings, as specified for shop drawings, together with the corresponding design drawing information for direct comparison. Submit the original drawings, or equal, to the Department as soon as practical after completion of the survey. Conduct the survey and have the survey drawings signed by a properly qualified State registered surveyor or professional engineer.
Provide documented evidence to show that the bearings can be set properly within the tolerances specified in Section 1050.3(c)4.d.

4.e.2 Superstructure Contractor. Use the as-built survey information, furnished by the substructure contractor, for the accurate layout of the connecting parts of the work.
Verify location, level, and elevation of all bearing seats and anchor bolts as soon as possible. Verify, prior to the fabrication of any metal work, in cases where the substructure is completed prior to award of the superstructure contract, or prior to
erection of the metal work, in cases where fabrication has been started prior to completion of the substructure.
Furnish and install bedding and bearings, as specified, and nuts and washers for anchor bolts.

4.f High Load Multi-Rotational Bearings. When required construct as specified herein.
Provide complete erection and installation procedures for acceptance prior to installation.
Evenly support bearings over their upper and lower surfaces under all erection and service conditions.
Lift bearings by undersides only or by specially designed lifting lugs.
Take care to avoid damage to and contamination of bearing surfaces during installation.
Align the centerlines of the bearing assembly with those of the substructure and superstructure. On guided bearings take special care to properly align the guiding mechanism with the designated expansion direction of the structure.
Leave bearing straps or retaining clamps in place as long as possible to ensure parts of bearing are not inadvertently displaced relative to each other. Take care to remove straps or clamps before any normal structural movement takes place, such as post-tensioning, etc.
Set offsets of upper and lower bearing parts as required by contract drawings. Under dead load, the distance between the upper and lower bearing plates is not to be out of parallel by more than 1/8-inch measured from edge to edge.
Make the mating surface of the superstructure level within a slope of 1:100. Have no local irregularities exceeding 1/16-inch.
During welding of sole plates to girders, limit the temperature of the metal adjacent to the elastomer and PTFE to a maximum of 300 F. Use temperature indicating markers.

4.f.1 Bearing Seats. Prepare concrete bearing seats to the correct elevations, in accordance with Section 1001.3(k)8., and to the following flatness tolerances:

• For bearing seats up to 30 inches long, ±1/16-inch
• For bearing seats over 30 inches but less than 45 inches, ±3/32-inch
• For bearing seats 45 inches and over, ±1/8-inch
• Have no irregularities exceeding 1/16-inch
• Make bearing seats level within 1:100 slope
• Provide bedding material for steel bearings as specified in Section 1107.02(p)

5. Straightening Material. AASHTO 11.4.7.

6. Field Assembly. AASHTO 11.6.5.

7. Connections Using High Strength Bolts. AASHTO 11.5.6., except without A490 bolts, and as follows:

• Install bolts in accordance with AASHTO 11.5.6.4,. Obtain the "snug tight" condition as defined in AASHTO 11.5.6.4.4 for any method of final tightening except DTI tightening.
• Perform the rotational capacity test on each bolt/nut/washer assembly lot, as specified in Section 1105.02(d), prior to the start of bolt installation. Hardened steel washers are required as part of the test, although they may not be required in the actual installation.
• Provide a Skidmore-Wilhelm Calibrator, or other equivalent acceptable bolt tension measuring device, at each job site during erection. Perform periodic testing (at least once each working day when calibrated wrench method is used) to ensure compliance with the installation test procedures specified in AASHTO 11.5.6.4 for turn-of-nut tightening, calibrated wrench tightening, installation of alternate design bolts, and direct tension indicator tightening. Bolts that are too short for the Skidmore-Wilhelm Calibrator may be tested using direct tension indicator (DTI) devices. In that case, calibrate the DTI devices in the Skidmore-Wilhelm Calibrator using longer bolts.
• Provide a maximum gap of 0.005 inch after installation, when using DTI devices.
• When installing bolts using DTI devices as specified in AASHTO 11.5.6.4.7, after tightening in the calibrating device, use a torque wrench to verify the torque required for proper tightening. Tighten the nut of each assembly 5 degrees past the initial required tension, record the respective load reading on the torque wrench dial, and determine the average of the sample assemblies. This average torque will be the inspection torque used on completed connections and is to be determined each day that inspection of completed connections is performed.
• For final acceptance of connections installed using DTI devices, inspect 10% (2 minimum) of the bolts in the connection, in the presence of the Inspector, using the calibrated torque wrench. Bolts to be inspected will be selected in accordance with PTM No. 1. The connection is adequate if there is no turning of any nut or bolt head upon application of the inspection torque. If any nut or bolt head turns, then inspect all of the bolts in the connection and retighten if necessary.

8. Pin Connections. AASHTO 11.6.6

9. Misfits. AASHTO 11.6.7

(d) Painting. Apply intermediate and finish coats of paint, as specified in Section 1060.3.

1050.4MEASUREMENT AND PAYMENT —

(a) Fabricated Structural Steel. Pound

The cost of welds in excess of those indicated and permitted by the Chief Bridge Engineer, due to the Contractor's request, will be considered incidental to the other fabricated structural steel work.
The cost of all nondestructive testing, including equipment, supplies, and technicians will also be considered incidental to the other fabricated structural steel work.

(b) Preformed Neoprene Compression Joint Seal for Bridges. Section 1008.4

(c) Pedestrian Railing. Section 1012.4

(d) Aluminum Bridge Hand Railing. Section 1023.4

(e) Steel Bridge Hand Railing. Section 1022.4

(f) Protective Barrier: Section 1015.4

(g) Protective Fence. Section 1016.4

(h) Protective Coating for Reinforced Concrete Surfaces. Section 1019.4

(i) Armored Preformed Neoprene Compression Dam. Section 1021.4

(j) Tooth Expansion Dam with Drain Trough. Section 1020.4

(k) Reinforcement Bars. Section 1002.4

(m) Neoprene Strip Seal Dam. Section 1026.4

(n) Cement Concrete Structures. Section 1001.4

(p) High Load Multi-Rotational Bearings. Each
For the type indicated.

Most Current Supplement

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