711STEEL STRUCTURES

711.01Description

This work shall consist of furnishing, fabricating, erecting, and painting steel structures and parts of structures, except steel piling, in accordance with 105.03.

MATERIALS

711.02Materials

Materials shall be in acco rdance with the following: 10

Bronze and Copper-Alloy ............................................ 910.06 Casti ngs ....................................................................... 910.05 Elastomeric Bearings ................................................... 915.04 Steel Forgings and Steel Shafting ................................ 910.04 Structural Steel ............................................................ 910.02

Where grade HPS 70W or grade HPS 50W steel is shown on the plans, the high performance steel shall be in accordance with 910.02(d).

Where grade 50W steel is shown on the plans, the weathering steel shall be in accordance with 910.02(b).

Material specifications shall be shown on the working drawings if the materials are different than those shown on the plans. Materials which do not require mill test reports may be changed from those shown on the plans subject to approval.

Sheared plates or universal mill plates sh all be used for girder webs. Such plates shall be ordered with sufficient additiona l width to allow for trimming of edges to provide built-in camber for dead load defl ection and vertical cu rve. Sheared plates 30 thicker than 1/2 in. shall be planed in accordance with 711.14.

FABRICATION

711.03General Requirements

The fabrication methods used shall be those applicable to and prescribed for the several parts of fabrication as it progres ses and shall be in accordance with the 711.01

requirements thereof and as further set out in this specification. Workmanship and finish shall be first-class, equal to the be st general practice in a modern fabricating shop, and in strict accordance with these specifications, the plans, and such additional 40 instructions as may be given.

Fabrication of high performance steel shall be in accordance with the Guide Specification for Highway Bridge Fabrication with HPS 70W Steel except as modified herein.

The requirements contained herein will not be waived, nor will they be modified to conform with any set of rules that any shop has adopted as its standard unless so authorized in writing.

Structural steel, regardless of its source, shall be fabricated within the continental limits of the United States of America.

711.04Certification of Fabricators

If the fabrication of secondary structural steel members and other miscellaneous structural steel components, such as but not limited to, diaphragms, bearing assemblies, and miscellaneous plates does not involve any welding or heating of the steel, the fabrication facility for these components will not be required to be American 60 Institute of Steel Construction, AISC, certified as described in this section.

Prior to approval for fabrication, the results of the latest AISC certification review shall be made available to the Engineer to determine if items critical to successful fabrication meet the needs of the specific work.

The fabricator shall be certified from the start of the fabrication process, through and including the shop assembly in accordance with 711.44. If the certification lapses during the project, the fabricator shall have plans to maintain certification or complete the fabrication process before the expiration of the certification. Failure of the 70 fabricator to maintain valid certification during the fabrication will result in a 10% reduction in the bid price for structural steel.

Approval of the fabricator shall be requested in writing prior to ordering structural steel. A valid certification with annual endorsement shall be submitted with the request.

The fabricator of structural steel furnished under this section shall be certified in accordance with the AI SC Certification Program for Steel Bridge Fabricators – 80 Standard for Steel Bridges, to the certification category commensurate with the work to be fabricated. Fabricators producing fracture-critical members, intermediate bridges, or advanced bridges, shall also meet the applicable supplemental requirements 711.04

of the certification program. For shop painting, the Department will only accept an AISC-420-10/SSPC-QP 3 certification. It sh all be the fabricator’s responsibility to maintain a valid certification and annual endorsements thereto.

Fabricators of main load-carrying components for simple span bridges or bridges that do not have welded or bolted splices shall, as a minimum, be certified under the 90 simple bridges category.

Fabricators of main load-carrying components for the following types of structures shall, as a minimum, be certified under the intermediate bridges category:

or with a radius greater than 500 ft,

depth, with or without splices, either straight or with a radius greater than 500 ft,

either straight or with a radius greater than 1,000 ft,

substantially pre-assembled at the certified facility and shipped in no more than three subassemblies.

Fabricators of main load-carrying components for the following types of structures shall be certified under the advanced bridges category:

specified for the intermediate bridges category above. 130 711.04

711.05Working Drawings

Working drawings shall be submitted in accordance with 105.02.

Working drawings shall include a detailed bill of materials showing weights of materials completed in accordance with 711.73(b) if payment is on a unit weight basis. The working drawings shall indicate whether reaming is to be done in the shop or in the field. The working drawings shall indicate which splices are to be eliminated.

If the contract plans include detailed stru ctural steel drawings, they may be used. 140 Such drawings shall be checked. The Contractor shall provide notification in writing that it is assuming responsibility for their correctness.

711.06Storage of Materials

Structural material, either plain or fabricated, shall be stored at the bridge shop above the ground upon platforms, skids, or other supports. It shall be kept reasonably free from dirt, grease, and other foreign matter and shall be protected as far as practicable from corrosion.

711.07Mill Orders and Shipping Statements 150

If requested, one copy of mill orders, change orders, and mill shipping statements for structural steel shall be furnished. The pertinent order, bill, or statement shall be furnished far enough in advance so that inspection may be provided.

711.08Mill Test Reports

A copy of all mill test reports for all steel on hand that is to be used to fabricate structural steel members shall be furnished prior to the start of fabrication. For steel not on hand when fabrication is started that arrives during fabrication, a copy of the mill test reports for that steel shall be provided within 24 h of receipt of the steel. If copies of mill test reports are not provided within the specified timeframe, the 160 Engineer may suspend the fabrication of all structural steel members until such time that copies of the missing mill test reports are provided. Delays due to suspension of fabrication will be considered non-excusable.

If the manufacturer’s mill test reports are not available, tests shall be made with no additional payment, and four certified copies of such tests shall be furnished. Four copies of an affidavit shall be furnished which shall state that the materials to be used for members not designated for calculated st ress and not to be marked in accordance with ASTM A6, article 18, are in acco rdance with the requ irements of the specifications for the materials as shown on the plans. The fabricator shall have on file 170 the mill test reports for the material from which these members were obtained. Those items of structural steel which are considered as being in the category of members not requiring mill test reports and for which tests may not be required shall be listed on the working drawings. Approval of working drawings will indicate if it is satisfactory to waive testing of the items listed.

711.08

Mill test reports, reports from subsequent tests, and affidavits shall be marked in a manner to clearly identify them with the c ontract structure and with the particular member of the bridge for which these tests were made.

711.09Notice of Beginning Work

Written notification shall be given 10 days in advance of the date on which fabrication is intended to start. Between the dates of such notification and the start of fabrication, a surface inspection of the pro posed materials will be made. Any such materials cut or work performed prior to this inspection may be rejected.

711.10Facilities for Inspection

Facilities for the inspection of material and workmanship in the mill and shop shall be furnished, and the inspectors sha ll be allowed free access to the necessary parts of the works. 190

711.11Straightening Material

Material, before being laid off or worked, must be straight. If straightening is necessary, it shall be done by methods that do not injure the metal. Sharp kinks and bends will be cause for rejection of the material.

The straightening of plates, angles, other shapes, and built up members, when allowed, shall be done by methods that do not produce fracture or other injury. Distorted members shall be straightened by mechanical means or, if approved, by the carefully planned and supervised application of a limited amount of localized heat. 200 Heat straightening of AS TM A709 grade HPS 100W steel members will not be allowed. The temperatures of the heated area shall not exceed 1,200°F, a dull red, as controlled by temperature indicating crayons, liquids, or bimetal thermometers. Parts to be heat straightened shall be substantially free of stress and from external forces, except stresses resulting from mechanical means used in conjunction with the application of heat. They shall be allowed to cool very slowly. Water quenching will not be allowed. Following the straightening of a bend or buckle, the surface of the metal shall be inspected for evidence of fracture.

Short term application of heat to high performance steel for purposes of heat 210 curving, heat straightening, camber and sweep adjustment, or for other reasons is limited and shall not exceed 1,100°F. Heat a pplications shall be in accordance with Department approved procedures.

711.12Finish

Portions of the work exposed to view shall be finished neatly. Shearing, flame cutting, and chipping shall be done carefully and accurately.

All shop butt welds in flange plates shall be ground smooth and flush with the base metal on all surfaces. This shall apply to parts of both equal and unequal 220 thicknesses. Grinding shall be performed in the direction of stress and in such a manner that the metal is kept below the blue br ittle range. All defects exposed by grinding shall be cleaned, filled with weld metal, and reground to a uniform finish. 711.09

Curved surfaces of shoes shall be machined after weldments have been

completed.

For cambered beams, the camber shall be to a smooth curve. Camber for beams

shall be checked after shop welding is completed and while beams are supported so as

to have no bending moment in the direction of camber. Beams which are not cambered230

shall be straight within a tolerance of 3/8 in. at center. If camber exists, beams shall be

laid out with camber up. Beams shall be checked for camber while beams are

supported so as to have no bending moment in the direction of camber.

711.13Flame Cutting

Structural steel in accordance with these specifications may be flame cut,

provided a smooth surface free from cracks and notches and an accurate profile

obtained and secured using a mechanical guide. Hand cutting shall be done only where

approved.

240

In all flame cutting, the cutting flame shall be so adjusted and manipulated as to

avoid cutting inside the prescribed lines. Flame cut surfaces shall meet the ANSI

surface roughness rating value of 1,000, except that flame cut surfaces of members not

subject to calculated stress shall meet the surface roughness value of 2,000. Flame cut

surfaces of members carrying calculated stress shall have their corners rounded to a

1/16 in. radius by grinding after flame cutting.

Re-entrant cuts shall be filleted to a radius of not less than 3/4 in.

Surface roughness exceeding the above values and occasional gouges not more250

than 3/16 in. deep on otherwise satisfactory flame cut surfaces shall be removed by

machining or grinding. Corrections of the defects must be faired with the surface of

the cut on a bevel of 1:6 or less. Occasional gouges of flame cut edges more than 3/16

in. deep but not more than 7/16 in. deep may be repaired by welding with low hydrogen

electrodes not exceeding 5/32 in. in diameter and with a preheat of 250°F. The

completed weld shall be ground smooth and flush with the adjacent surface.

711.14Edge Planing

Edge planing will not be required on plates having rolled edges.

260

Sheared edges of plates more than 1/2 in. in thickness and carrying calculated

stress shall be planed to a depth of 1/4 in. Re-entrant cuts shall be filleted before

cutting.

Visually observed defects in sheared or flame cut edges of plates 4 in. or less in

thickness, except ASTM A709 grade HPS 100W steel plates, shall be investigated or

repaired in accordance with the following table. Repairs made by welding shall be in

accordance with 711.32.

711.14

692

Description of Discontinuity Repair Required

All discontinuity of 1/8 in. max. depth. None. Depth shall be explored as directed.

Any discontinuity over 1 in. in length

with depth over 1/8 in. but not greater

than 1/4 in.

Remove and weld.

Any discontinuity over 1 in. in length

with depth over 1/4 in. but not greater

than 7/16 in.

Remove completely and weld. Aggregate

length of welding not over 20% of plate

edge length being repaired.

Any discontinuity over 1 in. in length

with depth greater than 7/16 in.

Plate rejected. Defective portion may be

removed and remainder may be used in

7/16 in. depth.

270

711.15Abutting Joints

Abutting joints in compression members, girder flanges of trusses and arches, and

in tension members where so specified on the plans, shall be faced and brought to an

even bearing. Where joints are not faced, the opening shall not exceed 1/4 in.

711.16End Connection Angles

Floor beams, stringers, and girders having end connection angles shall be built to

the exact length shown on the plans measured between the heels of the connection

angles, with an allowable tolerance of +0 to -1/16 in. Where continuity is to be

required, end connections shall be faced. The thickness of the connection angles shall280

be no less than that shown on the working drawings after facing.

711.17Blank

711.18Blank

711.19Bent Plates

Cold bent, load carrying, rolled steel plates shall be in accordance with the

following:

290

be at right angles to the direction of rolling.

Generally accepted minimum radii, measured to the concave face of

the metal, are shown in the following table:

Thickness, t,

in inches

Up to

1/2 in.

Over 1/2 in.

to 1 in.

Over 1 in.

to 1 1/2 in.

Over 1 1/2 in.

to 2 1/2 in.

Over 2 1/2 in.

to 4 in.

All grades of

structural steel

in this

specification

2 t 2 1/2 t 3 t 3 1/2 t 4 t

711.15

693

If a shorter radius is essential, the plates shall be bent hot at a

temperature no greater than 1,200°F. Hot bent plates shall be in300

accordance with requirement (a) of 711.19.

of 1/16 in. throughout that portion of the plate at which the bending

is to occur.

711.20Fit of Stiffeners

Bearing stiffeners of girders and stiffeners intended as supports for concentrated

loads shall have full bearing. This bearing shall consist of either milled, ground, or

weldable steel in compression areas of flanges, welded as shown on the plans, or as310

otherwise specified on the flanges to which they transmit load or from which they

receive load. The opposite end of bearing stiffeners may have a gap between the end

of the stiffener and the flange not exceeding six times the web thickness.

Stiffeners not intended to support concentrated loads, including transverse

intermediate stiffeners and full depth diaphragm connection plates, shall be attached

to the compression flange as shown on the plans. These stiffeners may bear on the

tension flange or may have a gap between the end of the stiffener and the near face of

the flange not exceeding six times the web thickness. Regardless of the gap dimension,

the distance between the end of the stiffener weld and the near edge of the web-to-320

flange fillet weld shall not be less than four and not more than six times the web

thickness.

711.21Bolt Holes

All holes for bolts shall be punched or drilled. Material forming parts of a member

composed of not more than five thicknesses of metal may be punched 1/16 in. larger

than the nominal diameter of the bolts whenever the thickness of the metal is no greater

than 3/4 in. for structural steel or 5/8 in. for high-strength steel. If there are more than330

five thicknesses or when the main material is thicker than 3/4 in. for structural steel,

or 5/8 in. for high strength steel, or if required in accordance with 711.24, all holes

shall be subpunched or subdrilled 3/16 in. smaller and, after assembling, reamed 1/16

in. larger or drilled from the solid to 1/16 in. larger than the nominal diameter of the

bolts.

All holes for ribbed bolts, turned bolts, or other approved bearing type bolts shall

be subpunched or subdrilled 3/16 in. smaller than the nominal diameter of the bolt.

They shall be reamed assembled, reamed to a steel template, or, after assembling,340

drilled from the solid at the option of the fabricator. The finished holes shall always

provide a driving fit as shown on the plans or as specified.

711.21

694

711.22Punched Holes

The diameter of the die shall not exceed the diameter of the punch by more than

1/16 in. If any holes need to be enlarged to admit the bolts, such holes shall be reamed.

Holes shall be clean cut without torn or ragged edges. Poor matching of holes will be

cause for rejection.

711.23Reamed or Drilled Holes350

Reamed or drilled holes shall be cylindrical, perpendicular to the member, and

shall be in accordance with 711.21 as to size. Where practicable, reamers shall be

directed by mechanical means. Drilled holes shall be 1/16 in. larger than the nominal

diameter of the bolt. Diameters of holes in all material connecting top shoes to beam

or girder flanges shall be 1/8 in. larger than the diameters of the bolts. Bolts connecting

the flange to the top shoe shall extend into the top shoe a minimum of 1 in. Open holes

for high strength bolts shall be 15/16 in. in diameter unless otherwise shown on the

plans. Burrs on the outside surfaces shall be removed. Poor matching of holes will be

cause for rejection. Reaming and drilling shall be done with twist drills. If required,

assembled parts shall be taken apart for removal of burrs caused by drilling.360

Connecting parts requiring reamed or drilled holes shall be assembled and held

securely while being reamed or drilled and shall be match marked before

disassembling.

If beams or girders are shop reamed or drilled, progressive beam or girder

assembly will be allowed in accordance with 711.44 unless otherwise directed. Beams

or girders spliced over the supports may be shop reamed or drilled with the webs either

in a horizontal or vertical position. If the webs are vertical, they shall be supported

relative to their final erection position. If reamed with the webs horizontal, a minimum

of one line of beams or girders shall be shop assembled and inspected for fit in370

accordance with the blocking diagram for webs vertical shown on the plans. Beams or

girders spliced at the points of contraflexure shall be shop reamed or drilled while

assembled in accordance with the no-load camber and reaming diagram shown on the

plans. For hinged beams or girders, holes for pins shall be bored or reamed to the

dimensions shown on the plans after the beams or girders are assembled in position in

accordance with the no-load camber diagram shown on the plans. Flange splice bars

shall be subdrilled and reamed or drilled full size while assembled.

When girder sections are fit up in the shop for reaming or drilling of field splices,

the centerlines of opposing flanges shall not deviate more than 1/8 in. with the webs380

in alignment.

711.24Subpunching and Reaming of Field Connections

Holes in all field connections and field splices of main members of trusses, arches,

continuous beam spans, bents, each face of towers, plate girders, and rigid frames shall

be subpunched, or subdrilled if subdrilling is required in accordance with 711.21.

These subsize holes shall subsequently be reamed while assembled, or reamed to a

template, in accordance with 711.44. All holes for floor beams and stringer field end

connections shall be subpunched and reamed to a steel template or reamed while

711.22

695

assembled. Reaming or drilling full size of field connection holes through a steel390

template shall be done after the template has been located as to position and angle, and

bolted firmly in place.

Templates used for reaming matching members, or the opposite faces of a single

member, shall be exact duplicates. Templates used for connections on like parts or

members shall be so accurately located that the parts or members are duplicates and

require no match marking.

711.25Accuracy of Punched or Subdrilled Holes

Before any reaming is done, the punching, subpunching, or subdrilling shall be so400

accurate that after assembling, a cylindrical pin 1/8 in. smaller in diameter than the

nominal size of the punched hole may be entered perpendicular to the face of the

member, without drifting, in at least 75% of the contiguous holes in the same plane. If

the requirement is not fulfilled, the badly punched pieces will be rejected. If a hole

does not pass a pin which is 3/16 in. smaller in diameter than the nominal size of the

punched hole, this will be cause for rejection.

711.26Accuracy of Reamed Holes and Holes Drilled Full Size

When holes are reamed or drilled full size, 85% of the holes in any contiguous

group shall, after reaming or drilling, show no offset greater than 1/32 in. between410

adjacent thicknesses of metal. All steel templates shall have hardened steel bushings

in holes accurately dimensioned from the centerlines of the connection as inscribed on

the template. The centerlines shall be used in locating accurately the template from the

milled or scribed ends of the members.

711.27Fitting for Bolting

Mating surfaces of steel shall be cleaned before assembling. The parts of a

member shall be assembled, well pinned, and firmly drawn together with bolts before

reaming is commenced. Assembled pieces shall be taken apart, if necessary, for the

removal of burrs and shavings produced by the reaming operation. The member shall420

be free from twists, bends, and other deformation.

711.28Filler Plates

Filler may be required at the connections due to the variation in depth of a given

section or to the use of different sections at a connection point. Where filler plates are

shown on the plans at such connections, the specified thickness is the theoretical

thickness required. During fabrication the thickness of such fillers shall be adjusted to

the actual clearances as determined by measurements of the members involved. The

minimum thickness of any filler plate shall be 1/8 in., unless otherwise approved.

430

711.29Toothed Expansion Plates

These plates in the roadway expansion joints shall be cut from a single plate by

burning in such a way that, after the plate is cut and the toothed plates placed in the

same relative position as before burning, no part of the cut shall be wider than 1/4 in.

711.29

696

The cuts shall be straight enough that a 1/8 in. plate passes between the parts on any

designated straightline cut.

711.30Blank

711.31Peening Welds by Means of Ultrasonic Impact Treatment, UIT440

This work shall consist of removing existing paint, repairing existing cracked

welds, peening existing and repaired welds, and painting in accordance with 105.03.

Personnel performing NDT shall meet the qualifications specified in 729.04(b).

Proof of certification shall be submitted to the Engineer at least two weeks prior to

commencing work.

UIT shall be performed in accordance with the QCP, which shall be prepared and

submitted in accordance with ITM 803. The QCP shall include the Contractor’s

experience performing UIT within the last five years, and certification by the450

manufacturer of the UIT equipment that the personnel performing the work have

received sufficient training on the operation of the equipment within the past 18

months. The QCP shall be submitted to the Engineer at least two weeks prior to

commencing work.

All welding shall be in accordance with the applicable section of the Bridge

Welding Code. All welding shall be performed by AWS certified welders. Weld repair

shall be in accordance with Bridge Welding Code, Section 5.7.

Paint removal shall be in accordance with 619.08(a) and 619.08(i). Painting shall460

be in accordance with 619.09 and 619.10.

Prior to beginning the peening process, all welds shall be inspected in accordance

with 729.04(a). The results of the inspection shall be submitted in accordance with

729.04(c). Welds needing repair shall be ground and repaired in accordance with the

Bridge Welding Code. Peening using ultrasonic impact treatment methods shall be

applied to all repaired welds in addition to the welds shown on the plans.

UIT shall be performed along the toe of the weld to cause the center of the

treatment groove to be at the weld toe. UIT shall be performed to result in a uniform470

groove with a bright, metallic surface. All non-uniform areas shall be retreated.

711.32Welds

Welding of steel shall be done only as shown on the plans or as specified and only

with specific approval. Welding may be performed to remedy minor defects, if

approved. No temporary or permanent welds, if not shown on the plans or otherwise

specified, shall be made without specific written authorization.

Welding of steel bridges and bridge components shall be performed in accordance480

with AASHTO/AWS D1.5 Bridge Welding Code, hereinafter referred to as the Bridge

711.30

697

Welding Code. Welders, welding operators, and tack welders shall be qualified in

accordance with Bridge Welding Code, Clause 7, Part B.

When welding steel structural or steel non-structural tubing or steel structural

supports for highway signs, luminaires, or traffic signals, it shall be performed in

accordance with AWS D1.1 Structural Welding Code – Steel, hereinafter referred to

as AWS D1.1. Welders, welding operators, and tack welders shall be qualified in

accordance with AWS D1.1, Clause 6, Part C.

490

All welding on high performance steel shall be in accordance with the Bridge

Welding Code, except as modified herein and by the AASHTO Guide Specification

for Highway Bridge Fabrication with HPS 70W Steel, hereinafter referred to as the

Guide.

Only submerged arc welding, SAW, and shielded metal arc welding, SMAW,

processes will be allowed. Consumable handling requirements shall be in accordance

with the Bridge Welding Code, Sections 12.4 and 12.5, when using reduced preheat

as described in Table 3 of the Guide, except that SAW consumables for matching weld500

metal shall meet the hydrogen control level of H4 in accordance with Section 12.6.

Consumable handling requirements shall meet the provisions of the Bridge Welding

Code, Clause 6, when using the preheat requirements contained in Clause 6, except

that the diffusible hydrogen level shall never exceed H8. SMAW consumables may

meet diffusible hydrogen levels of either H4 or H8 except the higher preheat and

interpass temperatures as noted in Table 3 of the Guide shall apply to H8 conditions.

Filler metals used to make single pass fillet welds for web to flange applications

which join HPS 70W steel plates, HPS 70W to grade 50W plates, and for attaching

stiffeners and connection plates to grade HPS 70W webs and flanges, shall be in510

accordance with the Bridge Welding Code, Table 6.1 for ASTM A709, grade 50W

base metal. Filler metals for single pass 5/16 in. fillet welds need not meet the

requirements for exposed bare applications.

Filler metals used for all complete penetration groove welds joining grade HPS

70W plate to ASTM A709, grade HPS 50W or grade 50W plate shall conform to the

requirements for welding grade 50W base metal.

Filler metals used for all complete penetration groove welds joining grade HPS

70W plates to grade HPS 70W plates shall conform to the requirements for HPS 70W520

base metal as follows:

Wire - LA85 by Lincoln Electric Company

Flux - MIL800HPNi by Lincoln Electric Company

711.32

698

Matching - E9018MR*530

Undermatching - E7018MR*

* The designator 'MR', for moisture resistant coating, is required for all

SMAW electrodes used for welding HPS 70W steels.

The Contractor may request approval of alternate consumables for matching weld

strengths in lieu of the above filler metals for SAW. The request for approval shall

include documentation of successful welding and shall also include diffusible

hydrogen tests, both in accordance with the Bridge Welding Code.

540

All welding procedures shall be qualified in accordance with the Bridge Welding

Code, Clause 7, Qualification. The provisions of Section 7.12 shall apply.

Qualification tests shall measure strength, toughness, and ductility and results shall be

evaluated in accordance with Section 7.12. If specified on the plans, additional tests

shall measure the Charpy V-notch toughness of the coarse-grained area of the heat

affected zone, HAZ. The notch in the specimens shall be carefully located in the

coarse-grained area of the HAZ, as determined by macro-etching the specimens prior

to machining and testing. The toughness requirement for the HAZ shall be the same

as the weld metal.

550

All procedure qualification tests shall be ultrasonically tested in accordance with

the requirements of the Bridge Welding Code, Clause 8, Part C. Evaluation shall be in

accordance with Table 8.4, UT Acceptance – Rejection Criteria – Tensile Stress.

Indications found at the interface of the backing bar may be disregarded regardless of

the defect rating.

A representative of the Department will witness all welding procedure

qualification tests.

Results of the welding procedure qualification tests and final welding procedure560

specifications shall be submitted to the Engineer for review and approval.

In general, post weld heat treatment will not be required. The use of such post

weld heat treatment will require additional qualification testing.

Wherever magnetic particle testing is done, only the yoke technique will be

allowed, as described in Section 8.7.8.2 of the Bridge Welding Code, modified to use

alternating current only.

Field welding shall be by the shielded metal arc welding, SMAW, process and

shall be in accordance with the requirements herein. Magnetic particle testing will not

be required on welded connections that do not carry calculated stresses. All field

welding shall be preheated in accordance with Clause 6 of the Bridge Welding Code.

711.32

699

The Contractor shall provide a copy of the minimum preheat and interpass temperature

table to the Engineer prior to beginning welding. Electrodes with a low hydrogen

classification shall be used.

711.33Stud Shear Connectors

Stud shear connectors shall be in accordance with 711.32 and as shown on the580

plans.

711.34Annealing and Stress Relieving

Structural members which are indicated in the contract to be annealed or

normalized shall have finished machining, boring, and straightening performed

subsequent to heat treatment. Normalizing and full annealing shall be in accordance

with ASTM A941. The temperatures shall be maintained uniformly throughout the

furnace during the heating and cooling so that the temperatures at two points on the

member differ by no more than 100°F at any one time.

590

A record of each furnace charge shall identify the pieces in the charge and show

the temperatures and schedule actually used. Proper instruments, including recording

pyrometers, shall be provided for determining the temperature of members in the

furnace. The records of the treatment operation shall be available and meet approval.

Members, such as bridge shoes, pedestals, or other parts which are built up by welding

sections of plate together shall be stress relieved in accordance with the procedure of

the AWS when required by the plans or as otherwise specified.

711.35Eyebars

Pin holes may be flame cut at least 2 in. smaller in diameter than the finished pin600

diameter. All eyebars to be placed side by side in the structure shall be securely

fastened together in the order that they are placed on the pin and bored at both ends

while clamped. Eyebars shall be packed and match marked for shipment and erection.

All identifying marks shall be stamped with steel stencils on the edge of one head of

each member after fabrication is completed to be visible when the bars are nested in

place on the structure. The eyebars shall be straight and free from twists, and the pin

holes shall be located accurately on the centerline of the bar. The inclination of any

bar to the plane of the truss shall not exceed 1/16 in. in 1 ft.

The edges of eyebars that lie between the transverse centerline of their pin holes610

shall be cut simultaneously with two mechanically operated torches abreast of each

other, guided by a substantial template to prevent distortion of the plates.

711.36Facing of Bearing Surfaces

The top and bottom surfaces of steel slabs, base plates, and cap plates of columns

and pedestals shall be planed or the plates heat-straightened. Parts in contact with them

shall be faced.

Sole plates of beams and girders shall have full contact with flanges. Sole plates

and masonry plates shall be planed or heat straightened.620

711.36

700

Cast pedestals shall be planed on surfaces to be in contact with steel and shall

have surfaces to be in contact with masonry, rough finished.

Surfaces of bronze bearing plates intended for sliding contact shall be finished.

The surface finish of bearing plates, base plates, and other bearing surfaces

intended to contact each other or with concrete shall meet the following ANSI surface

roughness requirements as defined in ANSI B 46.1:

630

Bridge rollers and rockers ........................................... ANSI 250

Heavy plates in contact with shoes to be welded......... ANSI 1000

Milled ends of compression members, milled or

ground ends of stiffeners and fillers ..................... ANSI 500

Pins and pin holes ........................................................ ANSI 125

Sliding bearings ........................................................... ANSI 125

Steel slabs .................................................................... ANSI 2000

711.37Pins and Rollers

Pins and rollers shall be turned to the dimensions shown on the working drawings640

and shall be straight, smooth, and free from flaws. Pins and rollers more than 9 in. in

diameter shall be forged. Pins and rollers 9 in. or less in diameter may be forged or

cold finished carbon steel shafting. In pins larger than 9 in. in diameter, a hole no less

than 2 in. in diameter shall be bored full length along the axis after the forging has

been allowed to cool to a temperature below the critical range under suitable

conditions to prevent damage by cooling too rapid.

711.38Boring Pin Holes

Pin holes shall be bored true to the specified diameter, smooth and straight, at

right angles with the axis of the member, and parallel with each other unless otherwise650

required. The final surface shall be produced by a finishing cut. The distance outside

to outside of end holes in tension members, and inside to inside of end holes in

compression members, shall not vary from that specified more than 1/32 in. Boring of

holes in built-up members shall be done after the bolting is completed.

711.39Pin Clearances

The diameter of the pin hole shall not exceed the pin by more than 1/50 in. for

pins 5 in. or less in diameter, or 1/32 in. for larger pins.

711.40Threads for Bolts and Pins660

Threads for all bolts and pins for structural steel construction shall be in

accordance with the United Standard Series UNC-ANSI B 1.1, Class 2A for external

threads and Class 2B for internal threads, except that pin ends having a diameter of 1

3/8 in. or more shall be threaded six threads per 1 in.

711.37

701

711.41Pilot and Driving Nuts

Two pilot nuts and two driving nuts for each size of pin shall be furnished, unless

otherwise specified.

711.42Finishing Cast Steel670

The surface shall be finished as shown on the detail plans. Surfaces marked

“finish” shall be made to the exact size and shape, all tool marks shall be removed. If

marked “rough finish”, the tool marks need not be removed. There shall be no

irregularities greater than 1/32 in. in height on rough finished surfaces.

711.43Finished Members

The several pieces forming a built-up member shall fit together closely and

accurately, and the finished member shall be true to line and free from twists, bends,

and open joints.

680

Cover plates on trusses, beams, and girders shall be so nearly straight that

variations do not exceed 1/16 in. in 5 ft, with a maximum variation not to exceed 3/16

in. at the center of the plates.

711.44Shop Assembling

The field connections of main members of trusses, arches, continuous beam spans,

bents, tower faces, plate girders, and rigid frames shall be assembled in the shop with

milled ends of compression members in full bearing and then shall have their sub-size

holes reamed to specified size while the connections are assembled. Assembly shall

be full truss or girder assembly unless progressive beam or girder assembly, full chord690

assembly, progressive chord assembly, or special complete structure assembly is

shown on the plans or otherwise specified. Each assembly including camber,

alignment, accuracy of holes, and fit of milled joints will be approved before reaming

is commenced.

A camber diagram shall be furnished by the fabricator showing the camber at each

panel point of each truss, arch rib, continuous beam line, plate girder, or rigid frame.

When the shop assembly is full truss or girder assembly or special complete structure

assembly, the camber diagram shall show the camber measured in assembly. When

any of the other methods of shop assembly are used, the camber diagram shall show700

calculated camber.

Full truss or girder assembly shall consist of assembling all members of each truss,

arch rib, bent, tower face, continuous beam line, plate girder, or rigid frame at one

time.

Progressive beam or girder assembly shall be accomplished by one of the

following methods. In case the structure is on a horizontal curve, other assembly710

methods may be approved on the working drawings.

711.44

702

contiguous members, and no less than 150 ft. At least one beam

or girder shall be added at the advancing end of the assembly

before any member is removed from the rearward end so that

the assembly portion of the structure is never shorter than that

specified above. Each successive laydown assembly shall

always include a previously reamed splice and the main

member on each side of this splice.720

number of contiguous shop members so that two complete

spans are assembled for the first laydown. Each successive

laydown shall consist of the required number of contiguous

members to complete the next two spans while retaining in the

new laydown the last bearing member from the previous

laydown. On laydowns for structures comprised of an odd

number of spans, a laydown of one span will be allowed to

complete the structure. This laydown shall be the last span730

unless otherwise approved on the working drawings. Each

retained bearing member shall be reassembled in its second

laydown with the same relative orientation to a common base

line as it was in the first laydown.

Full chord assembly shall consist of assembling, with geometric angles at the

joints, the full length of each chord of each truss or open spandrel arch, or each leg of

each bent or tower, then reaming their field connection holes while the members are

assembled and reaming the web member connections to steel templates set at740

geometric, not cambered, angular relation to the chord lines.

Field connection holes in web members shall be reamed to steel templates. At

least one end of each web member shall be milled or shall be scribed normal to the

longitudinal axis of the member. The templates at both ends of the member shall be

located accurately from one of the milled ends or scribed lines.

Progressive chord assembly shall consist of assembling contiguous chord

members in the manner specified for full chord assembly and in the number and length750

specified for progressive truss or girder assembly.

Special complete structure assembly shall consist of assembling the entire

structure, including the floor system. This procedure is ordinarily needed only for

complicated structures such as those having curved girders or extreme skew in

combination with severe grade or camber.

711.44

703

711.45Drifting of Holes

Except where drifting is specifically prohibited by this specification, the drifting760

done during assembly shall be only to bring the parts into position and not sufficient

to enlarge the holes or distort the metal. If a hole needs to be enlarged to admit the

bolt, it shall be reamed.

711.46Match Marking

Connecting parts assembled in the shop for the purpose of reaming holes in field

connections shall be match marked and a diagram showing such marks shall be

furnished.

711.47Shop Cleaning and Painting770

Shop cleaning and painting shall be in accordance with applicable requirements

of 619.

711.48Shop Cleaning and Storage of Weathering Steel

The fabricator shall protect bare steel sections and sub-assemblies so as not to

damage or stain them. The use of paints, crayons, or other materials used for

identification purposes shall be avoided on bare steel sections. Storage shall be such

to enable free drainage to avoid moisture pockets.

A sound uniform surface for the formation of a protective oxide coating on all780

surfaces shall be prepared as follows.

The entire length and perimeter of each fascia beam or girder shall be cleaned in

accordance with 619.08(e). The entire length and perimeter of each interior beam or

girder shall be cleaned in accordance with 619.08(d). Unless otherwise specified, all

components such as, but not limited to, diaphragms, cross frames, stiffeners, bearing

assemblies, and sway bracing that are permanently incorporated into the structure shall

be cleaned in accordance with 619.08(d). Contamination from grease, oil, or shop

marking shall be avoided. If such contamination is unavoidable, such surfaces shall be790

cleaned in accordance with 619.08(a).

All exposed welds on fascia surfaces shall be prepared by means of power

grinding in accordance with 619.08(i) or blast cleaning in accordance with 619.08(e)

to remove welding flux, slag, scale, or spatter.

711.49Furnishing Bolts

Sufficient field bolts shall be furnished to complete the entire structure.

800

711.50Weighing of Members

If it is specified that part of the material is to be paid for by actual weight, finished

work shall be weighed in the presence of the inspector, if practicable. Satisfactory

scales shall be supplied and all work involved in handling and weighing the various

parts shall be performed.

711.50

704

711.51Full Size Tests

When full size tests of fabricated structural members or eyebars are required by

the contract, the plans or specifications shall state the number and nature of the tests,

the results to be attained, and the measurements of strength, deformation, or other810

performance that are to be made. Suitable facilities, material, supervision, and labor

necessary for making and recording the tests shall be provided. The cost of testing,

including equipment, handling, supervision, labor, and incidentals for making the tests

shall be included in the contract price for structural steel, unless otherwise specified.

711.52Acceptance

Acceptance of any material or finished member shall not preclude its rejection if

found to be defective, either during fabrication or erection. Rejected material shall be

replaced and poor workmanship corrected promptly.

820

711.53Shipping

Structural members shall be loaded on trucks or cars in such manner that they can

be transported to and unloaded at their destination without being excessively stressed,

deformed, or otherwise damaged.

If required, pins, nuts, bolts, and other small details shall be boxed or crated and

the weight of each piece or box marked on it in plain figures.

Written permission shall be obtained prior to shipping plate girders with the webs

horizontal.830

Splice plates shall not extend beyond the ends of beams or girders after bolting

for shipment.

Member lengths shall be subject to the provisions of the current edition of the

Oversize-Overweight Vehicular Permit Handbook.

The Contractor shall be responsible for obtaining all required transportation

permits.

840

ERECTION

711.54General Requirements

The erection methods shall be those prescribed for the several parts which

constitute the finished structure and shall be in accordance with the requirements set

forth herein. Workmanship and finish shall be first-class and all work done in a

substantial and workmanlike manner in accordance with these specifications and in

reasonable close conformance with the lines, grades, dimensions, and details shown

on the plans, or as directed.

850

No erection shall be performed without the approval by the Engineer. Before

711.51

705

starting erection, information shall be fully provided concerning the erection methods

and the amount and character of the equipment proposed to be used, which shall be

subject to approval. Approval shall not be considered as relieving the Contractor of its

responsibility for the safety of its methods or equipment or from carrying out the work

in full accordance with the plans and specifications.

711.55Delivery of Materials

If the contract is for erection only, the materials used in the finished structure will

be provided at the place designated and loaded or unloaded as specified. Material860

required to be unloaded, shall be unloaded promptly on delivery to the place

designated. The Contractor shall be responsible for demurrage charges.

711.56Handling and Storing

Material to be stored shall be placed on skids above the ground. It shall be kept

clean and properly drained. Girders and beams shall be placed upright and shored.

Long members, such as columns and chords, shall be supported on skids placed near

enough together to prevent injury from deflection. If the contract is for erection only,

the material shall be checked against the shipping lists and all shortages or injuries

discovered shall promptly be reported in writing. The Contractor shall be responsible870

for the loss or damage of material after receipt.

711.57Falsework

The falsework shall be properly designed and substantially constructed and

maintained for the loads which come upon it. Plans for falsework or for changes in an

existing structure necessary for maintaining traffic shall be prepared and submitted for

approval. Approval of these plans shall not be considered as relieving the Contractor

of any responsibility.

711.58Bearings and Anchorages880

Masonry bearing plates shall not be placed upon bridge seat bearing areas which

are improperly finished, deformed, or irregular. Bearing plates shall be set level in

exact position and shall have a full and even bearing on the masonry.

The holes shall be drilled and the anchor bolts, except where the bolts or anchor

plates are built into the masonry, shall be set. The bolts shall be set accurately and

fixed with portland cement grout completely filling the holes. The location of the

anchor bolts in relation to the slotted holes in the expansion shoes shall correspond

with the temperature at the time of the erection. The nuts on anchor bolts at the

expansion ends of spans shall be adjusted to enable the free movement of the span.890

711.59Field Straightening Material

If it is necessary to straighten beams, plate girders, plates, angles, and other shapes

in the field, it shall be done in accordance with the applicable requirements of 711.11.

Before straightening a carrying member, a proposed method of straightening shall

be submitted in writing. Approval shall be received prior to commencing the work.

711.59

706

711.60Field Assembly of Steel

Parts assembled in the field shall be assembled accurately as shown on the plans.900

Matchmarks shall be followed. The materials shall be handled carefully so that no part

is bent, broken, or otherwise damaged. Hammering which would damage or distort the

members shall not be performed. Bearing surfaces and surfaces to be in permanent

contact shall be cleaned thoroughly before assembling.

Unless erected by the cantilever method, truss spans shall be erected on blocking

so placed to give the trusses the required camber. Truss spans shall be completely

bolted on the blocking except for stringers and bottom lateral connections which shall

be bolted after the span is swung. In emergencies or special cases and with specific

approval, truss spans may be swung with main joints fully filled with bolts and drift910

pins.

Structural steel shall be erected using sufficient full size drift pins to enable

placement of bolts without damage thereto and to facilitate setting splices to grade.

At the time of erection, no less than 50% of the holes in all connections shall be

filled with bolts. The bolts shall not be tightened more than snug tight at this stage.

Any drifting required shall only be for drawing the parts into position but not

sufficient to enlarge the holes or distort the metal. Unfair holes shall be reamed or920

drilled.

All field splices are optional, except as shown on the plans. Splice elevations have

been calculated to include structural steel dead load only, with falsework removed.

The tops of beam or girder splice plates shall be adjusted to the splice elevations shown

on the plans before bolting field splices.

Splices shall be set to grade with the steel unsupported by falsework and prior to

final bolting. After bolting is complete, these elevations will be checked. Adjustment

shall be made as directed if steel elevations are not within allowable tolerances.930

711.61Misfits

The correction of minor misfits involving harmless amounts of reaming, cutting,

and chipping will be considered a legitimate part of the erection. However, any error

in the shop fabrication or deformation resulting from handling and transportation

which prevents the proper assembling and fitting up of parts by the moderate use of

drift pins or by a moderate amount of reaming and slight chipping or cutting shall be

reported immediately and approval of the method of correction shall be obtained.

The correction shall be made in the presence of the inspector. If the contract940

provides for complete fabrication and erection, the Contractor shall be responsible for

all misfits, errors, and injuries and shall make the necessary corrections and

replacements. If the contract is for erection only, the inspector, with the cooperation

711.60

707

of the Contractor, shall keep a correct record of labor and materials used. Within 30

days, an itemized bill shall be presented for approval.

711.62Pin Connections

Pilot and driving nuts shall be used in driving pins. They shall be furnished

without charge. Pins shall be driven so that the members take full bearing on them. Pin

nuts shall be screwed up tight and the threads burred at the face of the nut with a950

pointed tool.

711.63Blank

711.64Diaphragm Connections

Diaphragm connections other than those shown on the plans may be allowed. If

other connections are proposed, details shall be submitted for approval. The Contractor

shall assume full responsibility for layout of all diaphragm connections and for the

accuracy of all fitted parts. Connections will not be allowed which require welding to

the web, except at supports.960

711.65Bolted Connections Using High Strength Bolts

This subsection covers the assembly of structural joints using ASTM F3125,

grade A325 high strength heavy hex bolts tightened to a high tension. The bolts are to

be used in holes provided in accordance with 711.21, 711.22, and 711.23.

High strength bolts shall be 7/8 in. in diameter unless noted.

970

Bolts, nuts, and washers shall be in accordance with 910.02(g). All galvanized

nuts shall be lubricated with lubricant containing a visible dye. Black bolts shall be

oily to the touch when installed. Weathered or rusted bolts shall be cleaned and

lubricated prior to installation.

The slope of surfaces of bolted parts in contact with the bolt head and nut shall

not exceed 1:20 with respect to a plane normal to the bolt axis. Bolted parts shall fit

together solidly when assembled and shall not be separated by gaskets or any other980

interposed compressible material. When assembled, all joint surfaces, including those

adjacent to the bolt heads, nuts, or washers, shall be free of scale, except tight mill

scale surfaces shall also be free of dirt, loose scale, burrs, other foreign material, and

other defects that would prevent solid seating of the parts.

Contact surfaces within slip-critical joints shall be free of oil, grease, and any

other material that reduces friction between the contact surfaces.

711.65

708

990

When all fasteners in the joint are tightened, each shall provide at least the

minimum bolt tension shown in Table A for the size and grade of fastener used.

TABLE A

Bolt Tension for ASTM F3125, Grade A325 Bolts

Bolt Size, in. Minimum Bolt Tension,* lb

1/2 12,050

5/8 19,200

3/4 28,400

7/8 39,250

1 51,500

1 1/8 64,900

1 1/4 82,400

1 3/8 98,200

1 1/2 119,500

* Equal to the proof load given in ASTM F3125

Threaded bolts shall be tightened with properly calibrated wrenches or by the

turn-of-nut method. If required because of bolt entering and wrench operation

clearances, tightening by either procedure may be done by turning the bolt while the

nut is prevented from rotating. Impact wrenches, if used, shall be of adequate capacity1000

and sufficiently supplied with air to perform the required tightening of each bolt in

approximately 10 s.

Installation of all high strength bolts shall be in accordance with AASHTO LRFD

Bridge Construction Specifications. The snug tight condition as defined in AASHTO

LRFD Bridge Construction Specifications shall be obtained for all final tightening.

A Skidmore-Wilhelm calibrator or other acceptable bolt tension indicating

devices shall be required on the project site for use during bolt installation. Periodic

tests shall be performed to ensure the installed bolt, nut, and washer assembly meets1010

the above requirements. Such tests shall be performed each work day when calibrated

wrench tightening is used. For short grip bolts, direct tension indicators with solid

plates may be used to perform these tests. Direct tension indicators shall first be

checked with a longer grip bolt in the Skidmore-Wilhelm calibrator.

All fasteners shall have a hardened washer under the nut or bolt head turned in

tightening. Where an outer face of the bolted parts has a slope of more than 1:20 with

respect to a plane normal to the bolt axis, a smooth beveled washer shall be used to

compensate for the lack of parallelism.1020

711.65

709

If calibrated wrenches are used to provide the bolt tension specified in 711.65(d)1,

the settings shall induce a bolt tension of 5% to 10% in excess of this value. These

wrenches shall be calibrated at least once each working day by tightening, in a device

capable of indicating actual bolt tension, no less than three typical bolts of each

diameter from the bolts to be installed. Power wrenches shall be adjusted to stall or

cut-out at the selected tension. If manual torque wrenches are used, the torque

indication corresponding to the calibrating tension shall be noted and used in the

installation of all bolts of the tested lot. Nuts shall be in tightening motion when torque1030

is measured. When using calibrated wrenches to install several bolts in a single joint,

the wrench shall be turned to touch up bolts previously tightened which may have been

loosened by the tightening of subsequent bolts. This shall be continued until all are

tightened to the required amount.

When the turn-of-nut method is used to provide the bolt tension specified in

(d)1, there shall first be enough bolts brought to a snug tight condition to ensure

that the parts of the joint are brought into full contact with each other. Snug tight is

defined as the tightness attained by a few impacts of an impact wrench or the full effort1040

of a man using an ordinary spud wrench. Following this initial operation, bolts shall

be placed in all remaining holes in the connection and brought to snug tightness. All

bolts in the joint shall then be tightened additionally by the applicable amount of nut

rotation specified in Table B with tightening progressing systematically from the most

rigid part of the joint to its free edges. During this operation there shall be no rotation

of the part not turned by the wrench.

TABLE B

Nut Rotation

from Snug Tight Condition

Disposition of Outer Faces of Bolted Parts

Both faces normal to bolt axis, or 1 face normal to axis

and other face sloped (3) (bevel washer not used)

Both faces sloped (3)

from normal to bolt axis

(bevel washers not used)

Bolt length (4) not exceeding

8 diameters or 8 in.

Bolt length (4) exceeding

8 diameters or 8 in. For all lengths of bolts

1/2 turn 2/3 turn 3/4 turn

(1) For coarse thread heavy hexagon structural bolts of all sizes and lengths and heavy hexagon

semi-finished nuts.

(2) Nut rotation is rotation relative to bolt regardless of the element (nut or bolt) being turned.

Tolerance on rotation: 1/6 of a turn over and nothing under.

(3) Slope 1:20 maximum.

(4) Bolt length is measured from underside of head to extreme, end of point.

met in the work. When the calibrated wrench method of

711.65

710

tightening is used, the Engineer shall be given full opportunity

to witness the calibration tests prescribed in 711.65(d)3.

determine that the selected tightening procedure is properly

used and that all bolts are tightened.

1060

or different inspection procedure is specified.

or a power wrench that can be adjusted accurately in

accordance with 711.65(d)3 shall be used.

under inspection shall be placed individually in a calibration

device capable of indicating bolt tension. Length may be1070

any length representative of bolts used in the structure.

There shall be a washer under the part turned in tightening

each bolt.

specified in requirement 3b of 711.65(e) shall be tightened

in the calibration device by any convenient means to the

minimum tension specified for its size in 711.65(d)1. The

inspecting wrench shall then be applied to the tightened

bolt. The torque necessary to turn the nut or head 5°, or1080

approximately 1 in. at a 12 in. radius, in the tightening

direction shall be determined. The average torque measured

in the tests of three bolts shall be taken as the job inspecting

torque to be used in the manner specified in requirement 3e

of 711.65(e).

adjusted so that it shall tighten each bolt specified in

requirement 3b of 711.65(e) to a tension at least 5% but no

more than 10% greater than the minimum tension specified1090

for its size in 711.65(d)1. This wrench setting shall be taken

as the job inspecting torque to be used in the manner

specified in requirement 3e of 711.65(e).

3b of 711.65(e) which have been tightened in the structure

shall be inspected by applying, in the tightening direction,

the inspection wrench and its job inspecting torque to 10%

of the bolts, but no less than two bolts, selected at random

711.65

711

in each connection. If no nut or bolt head is turned by this1100

application of the job inspecting torque, the connection shall

be accepted as properly tightened. If a nut or bolt head is

turned by the application of the job inspecting torque, this

torque shall be applied to all bolts in the connection. All

bolts whose nut or head is turned by the job inspection

torque shall be tightened and reinspected, or alternatively,

the fabricator or erector may opt to retighten all bolts in the

connection and then resubmit the connection for the

specified inspection.

1110

711.66Bolted Connections Using Other Than High Strength Bolts

Bolts for these connections shall be in accordance with 910.02(h).

711.67Final Clean-Up

Final clean-up shall be conducted in accordance with 104.07.

711.68Structural Steel Cutting, Rivet and Bolt Removal, and Drilled Bolt

Holes in Repair Projects

Field cutting of structural steel shall be done as shown on the plans or as directed.

1120

Rivets or bolts connecting steel at locations shown on the plans or as directed shall

be removed. This work shall be done in a manner that does not damage the surrounding

steel. If necessary, such work shall be done by drilling.

Bolt holes shall be drilled as directed in the field. A bolt hole is a hole required

for one bolt drilled through any number and thicknesses of metal plates.

711.69Jacking and Supporting Beams

When jacking and supporting a beam is required on a bridge repair project, the

proposed method for jacking and supporting shall be submitted for approval. This1130

work shall not be performed until a method is approved.

711.70Field Cleaning and Storage of Weathering Steel

Cleaning of structural steel specified to be left unpainted shall be in accordance

with 619.08(a), or 619.08(c), or as determined by the Engineer, depending on the

severity of the soilage. Foreign matter which adheres to the steel after it has been

blasted and which inhibits formation of the oxide film shall be removed as soon as

practical. The use of acids to remove scale and stains will not be allowed.

Storage shall be such to enable free drainage to avoid moisture pockets.1140

711.71Painting

After erection is complete, the structure shall be painted unless otherwise

provided. Painting shall be in accordance with the applicable requirements of 619.

711.71

712

711.72Method of Measurement

Structural steel shapes, fabricated steel, steel castings, iron castings, bolts, pins,

rollers, rockers, anchor bolts, and threaded rods will be measured by the pound. If the

Schedule of Pay Items includes a lump sum item for structural steel, all materials listed

above shall be included in the pay item. No measurement will be made.1150

Stud shear connectors placed on new structural steel will not be measured. Stud

shear connectors placed on existing structural steel will be measured by the number

installed.

Bronze plates will be measured by the pound. Pay weight will be based on a

theoretical density of 536 lb/cu ft. Volume will be computed based on finished

dimensions. No deductions will be made for drilled holes.

Field cutting of structural steel will be measured by the square inch as determined1160

by the multiplication of the length times the depth of the cut. Removal of rivets and

removal of bolts will be measured by the number of each removed. Drilled holes for

bolts on repair work will be measured by the number of drilled holes.

Jacking and supporting structural members will not be measured for payment.

Peening will be measured by the linear inch of peened weld. The length of weld

peened will be measured once per weld regardless of the number of passes necessary

to complete the work as specified.

1170

Repair welds will be measured by the linear inch of repaired weld.

711.73Basis of Payment

The accepted quantities of structural steel shapes, fabricated steel, steel castings,

iron castings, bolts, pins, rollers, rockers, anchor bolts, and threaded rods will be paid

for at a contract lump sum price if the Schedule of Pay Items includes a lump sum pay

item for structural steel. Changes from the estimated quantities shall be in accordance

with 711.73(a).

If the Schedule of Pay Items does not include a lump sum pay item for structural1180

steel, the accepted quantities of structural steel will be paid for at the contract unit

price per pound for structural steel. Such pay item will include all work listed above,

complete in place. Payment will be in accordance with 711.73(b).

Stud shear connectors placed on existing structural steel will be paid for at the

contract unit price per each, complete in place and accepted.

The accepted quantities of bronze plates will be paid for at the contract unit price

per pound. The accepted quantities of field structural steel cutting will be paid for at

the contract unit price per square inch for structural steel, field cut. The accepted1190

quantities of rivet removal, bolt removal, and drilled holes will be paid for at the

711.72

713

contract unit price per each for rivet, remove; per each for bolt, remove; and per each

for drilled hole.

Jacking and supporting structural members, if specified as a pay item, will be paid

for at the contract lump sum price for jacking and supporting the types of structural

members shown in the Schedule of Pay Items.

The accepted quantities of peened weld will be paid for at the contract unit price

per inch. The accepted quantities of repaired weld will be paid for at the contract unit1200

price per inch.

Bolts, including anchor bolts and threaded rods, will be paid for as the full weight

computed on the basis of 490 lb/cu ft, including nuts and washers, for the actual

number of bolts in the structure.

If welding is shown on the plans, the weights of the structural steel parts will be

computed as described above.

The weight of castings will be computed on the basis of 490 lb/cu ft for cast steel,1210

and 450 lb/cu ft for cast iron, based on the net volume of the finished castings as shown

on the plans, including fillets at angles. No deductions will be made for holes required

to be drilled in castings or for rounding the corners of castings.

An estimated weight of structural steel will be shown on the plans. Such weight

will be computed by the same method as that used when computing the estimated

weight when paid for on a unit price per pound basis from semi-detailed plans. This

weight will include all structural steel and miscellaneous metals unless otherwise

included in specific pay items.1220

The weight of structural steel shown on the plans is approximate only. For a lump

sum pay unit, the Contractor shall determine the weight on which the bid is based.

If there is a discrepancy between the plan weight and the actual weight, no

decrease or increase in the payment for the work will be made on account of such

discrepancy.

If a change in the plans is made which will affect the weight of material to be

furnished, payment for the addition or reduction of structural steel quantities required1230

as a result of such change in plans will be made at a unit price per pound obtained by

dividing the lump sum amount for structural steel by the total estimated weight of

structural steel shown on the plans. Such unit price may be adjusted in consideration

of the fabricating and connection cost. Changes in the plans involving classifications

of structural steel may increase the pay quantities. Such additional quantities will be

paid for on comparison of evidence of invoice prices.

711.73

714

The weight of materials will be shown in the bill of materials on the plans when

this information is included in such plans, or as computed from the fabricator’s1240

approved working drawings when this information is not included in the plans. In

either case, such weight shall include all changes ordered.

For rolled sections, the gross weight of the steel will be considered. The weight

will be figured on the basis of 490 lb/cu ft. The weight of each piece will be the weight

of the smallest regular shape from which the detail piece can be cut, not deducting cuts

or holes. When so shown on the contract plans or on the approved working drawings,

the weight of groups of two or more pieces shall be the weight of the smallest regular

shape from which the given group of detail pieces may be cut by properly arranging

the cuts.1250

Payment will be made under:

Pay Item Pay Unit Symbol

Bolt, Remove ............................................................................. EACH

Bronze Plates ............................................................................. LBS

Drilled Hole ............................................................................... EACH

Jacking and Supporting ________ ............................................ LS

structural member type1260

Peening Weld, UIT .................................................................... INCH

Repair Weld ............................................................................... INCH

Rivet, Remove ........................................................................... EACH

Structural Steel .......................................................................... LS

LBS

Structural Steel, Field Cut ......................................................... SIN

Stud Shear Connectors .............................................................. EACH

The cost of paint removal, painting, non-destructive testing, equipment, labor,

materials, access, permits, and necessary incidentals shall be included in the cost of1270

peening weld, UIT.

The cost of drilling holes for anchor bolts, elastomeric bearings, bridge bearing

pads, fabrication, painting, erecting falsework, welding material, Charpy V-Notch

toughness tests, and necessary incidentals shall be included in the cost of the pay items

in this section.

The cost of stud shear connectors placed on new structural steel will be included

in the cost of structural steel.

1280

No increase in pay weight will be considered if diaphragm connections other than

those shown on the plans are approved and used.

711.73

715

Shims between beams and top shoes of the thicknesses necessary to adjust the

steel to planned elevations shall be furnished using either the plan datum or another

datum as established. No adjustment will be made to the pay quantities as long as the

total weight of shims required does not exceed that planned. No shim shall be less than

1/8 in. in thickness.

No allowance in weight will be made for work which is done at the option of the1290

Contractor. No payment will be made for material used at the convenience of the

Contractor in excess of the quantities shown on the plans.