DISTICT 4 STEEL-PILES

709.2 Materials
709.2.1 Structural Steel
709.2.1.1 General
1 Ensure that all structural steel conforms to AASHTO M 270.
2 Thermo-mechanical control processed (TMCP) HPS 70W steel may be directly
substituted for quenched and tempered (Q&T) HPS 70W steel for plate
thicknesses up to 2 in.
3 Protect the stock steel to be used in the project such that all surfaces are free
from heavy rust and rust pitted areas at the start of and during fabrication.
Division 700 Section 709
700-100
709.2.1.2 Notch Toughness of Weld Metal
1 Ensure that the Charpy V-Notch Toughness of weld metal complies with the
AASHTO/AWS D1.5, Bridge Welding Code.
709.2.1.3 Charpy V-Notch Testing
1 Perform Charpy V-Notch testing of the following structural steel members.
Ensure that the longitudinal Charpy V-Notch results comply with the
requirements of AASHTO M 270, Zone 2. Sample according to the requirements
of AASHTO M 270. Perform testing according to ASTM E23.
709.2.1.3.1 Simple Span Rolled Beam
1 Perform Charpy V-Notch testing of the beam itself and the bottom cover plate, if
applicable.
709.2.1.3.2 Simple Span Plate Girder
1 Perform Charpy V-Notch testing of the web, bottom flange plate, web splice
plates, and bottom flange, excluding any filler plates.
709.2.1.3.3 Continuous Span Rolled Beam
1 Perform Charpy V-Notch testing of the beam itself and any top or bottom cover
plate located in a tension region. In addition, test all web splice plates and top
and bottom flange splice plates, excluding any filler plates.
709.2.1.3.4 Continuous Span Plate Girder
1 Perform Charpy V-Notch testing of all web plates, the top flange plates, and the
bottom flange plates located in tension regions as indicated in the Plans. Also,
perform testing on all web splice plates and top and bottom flange splice plates,
excluding any filler plates.
709.2.1.4 Corrosion Resistant Steel (Weathering Steel)
1 Ensure that all welding produces weld metal with atmospheric corrosion
resistance and coloring characteristics similar to that of the base metal according
to AASHTO/AWS D1.5, Bridge Welding Code.
2 Clean all structural steel to the requirements of Near White Blast Cleaning
according to SSPC-SP 10, Near White Blast Cleaning Method. Remove all
contamination of the structural steel resulting from erection or concrete
placement. Clean the structural steel by an acceptable method approved by the
BCE, and restore the surface finish to the specified Near White Blast Clean
condition.
Division 700 Section 709
700-101
3 Do not paint corrosion resistant steel unless specifically indicated on the Plans.
709.2.2 Shear Connector Studs
1 Provide shear connector studs conforming to AASHTO M 169 (ASTM A108)
Cold-drawn Bar Grades 1015, 1018, or 1020, either semi or fully-killed. If
flux-retaining caps are used, ensure that the steel for the caps is a low carbon
grade suitable for welding and complies with ASTM A109.
2 Provide shear connector studs suitable for welding to steel beams and girders
with automatically timed stud-welding equipment.
3 Ensure that studs are of the specified type, size or diameter, and length and are

listed on Qualified Products List 25.
709.2.3 Welding Electrodes
1 Ensure that the electrodes used in welding structural steel conform to the
AASHTO/AWS D1.5, Bridge Welding Code.
709.2.4 High Strength Structural Steel Fasteners
709.2.4.1 General
1 Furnish high strength bolts, nuts, washers, and direct tension indicators
according to the appropriate ASTM materials specifications.
2 Ensure that additional requirements for the field or shop installation of
ASTM F3125, Grade A325 high strength bolts are met.
3 Ensure that all bolts, nuts, washers, and Direct Tension Indicators (DTI) are
marked according to the appropriate ASTM specifications.
4 Use galvanized bolts, nuts, washers, and DTIs where steel is to be painted. Use
non-galvanized bolts, nuts, washers, and DTIs where steel is not to be painted.
709.2.4.2 Bolts
1 Provide bolts meeting ASTM F3125, Grade A325. Mechanically galvanize
Type 1 bolts according to ASTM B695, Class 50. Use non-galvanized Type 3
bolts where steel is not to be painted.
709.2.4.3 Nuts
1 Furnish nuts meeting ASTM A563, Grade DH or DH3 as specified. Ensure that
Grade DH nuts are mechanically galvanized according to ASTM B695, Class 50.
Ensure that plain nuts for Type 3 bolts are Grade DH3.
Division 700 Section 709
700-102
2 Provide galvanized nuts tapped oversize the minimum amount required for
proper assembly. Ensure that the amount of over-tap in the nut allows the nut
to assemble freely on the bolt in the coated condition and meets the mechanical
requirements of ASTM A563 and the rotational-capacity tests SC-T-150 and
SC-T-151.
3 Provide all nuts with an additional lubricant that is clean and dry to the touch.
Ensure that the lubricant has a color that contrasts with the zinc coating of
galvanized nuts.
709.2.4.4 Washers
1 Provide washers that meet ASTM F436 as revised by these specifications.
2 Mechanically galvanize washers for Type 1 bolts according to ASTM B695,
Class 50. Use non-galvanized weathering steel washers for Type 3 bolts having
equal or better corrosion resistance than the Type 3 bolts.
709.2.4.5 Direct Tension Indicators (DTIs)
1 Furnish DTIs complying with ASTM F959.
2 Mechanically galvanize the DTIs for Type 1 bolts according to ASTM B695,
Class 50. Use non-galvanized weathering steel DTIs for Type 3 bolts having
equal or better corrosion resistance than the Type 3 bolts.
709.2.4.6 Testing High Strength Bolt Assemblies
709.2.4.6.1 Bolts
1 Perform proof load tests according to ASTM F606, Method 1.
2 Perform wedge tests according to ASTM F606 on full size bolts. Perform tests
after galvanizing. Perform testing at the minimum frequency specified in
ASTM F3125, Grade A325.
3 Measure the thickness of the zinc coating on the wrench flats or top of the bolt
head.
709.2.4.6.2 Nuts
1 Perform proof load tests according to ASTM F606. Perform testing at the
minimum frequency specified in ASTM A563. Perform tests after galvanizing
and lubricating.
2 Measure the thickness of the zinc coating on the wrench flats of the nut.

Division 700 Section 709
700-103
709.2.4.6.3 Washers
1 Perform hardness testing after galvanizing. Remove coating before taking
hardness measurements.
2 Measure the thickness of the zinc coating.
709.2.4.6.4 Direct Tension Indicators (DTIs)
1 Test the DTIs according to SC-T-152, and ensure that the results comply with
the Department's specifications.
709.2.4.6.5 Assembly and Verification
1 Perform the rotational-capacity (R/C) test according to Subsection 709.3.3.10
for long bolts and/or Subsection 709.3.3.11 for bolts too short to be tested in a
tension measuring device (TMD). Perform rotational-capacity tests on all
structural fastener assemblies before shipping by the manufacturer or distributor.
Test galvanized assemblies after galvanizing.
2 Perform the rotational-capacity test on 2 assemblies of each possible
combination bolt, nut, and washer production LOT. Assign a rotational-capacity
LOT number to each combination of LOTs tested.
3 Ensure that the tension for the long bolts at the completion of the required
rotation is equal to or greater than 1.15 times the required installation tension.
The installation tension and the tension for the turn tests are shown in the
following table.
Minimum Installation Tension and Turn Test Tension for
ASTM F3125, Grade 325 Bolts
Bolt Diameter
(inches) 12 58 34 78 1 118 114 138 112
Minimum Installation
Tension* 12 19 28 39 51 64 81 97 118
Minimum Turn
Test Tension** 14 22 32 45 59 74 94 112 136
* Installation tension equals 70% x Min. Tensile Strength in kips.
** Turn test tension equals 1.15 x 70% x Min. Tensile Strength in kips.
4 Ensure that the measured torque is as follows:
Torque 0.25 x P x D
Where:
Torque = Measured torque (foot pounds)
P = Turn test tension (pounds)
D = Bolt diameters (feet)
Division 700 Section 709
700-104
5 For test bolts that are too short for testing in a TDM, test in a steel joint. The
tension requirement of paragraph 3 above need not apply.
6 Failure of any portion of the rotational-capacity (R/C) test for either of the two
sample assemblies tested constitutes failure of the R/C LOT.
709.2.4.6.6 Reporting
1 Ensure that the manufacturer or distributor provides a record of the results of all
tests (including the zinc coating thickness) required herein and in the appropriate
ASTM specification on the appropriate document.
2 Report the location where tests are performed and date of tests on the
appropriate document.
709.2.4.6.7 Witnessing
1 Ensure that the manufacturer or distributor that performs the tests certifies that
the results reported are accurate.
709.2.4.6.8 Documentation

709.2.4.6.8.1 Mill Test Report (MTR)
1 Furnish MTRs for all mill steel used in the manufacture of the bolts, nuts, and
washers. Ensure that each MTR indicates the place where the material has
been melted and manufactured.
709.2.4.6.8.2 Manufacturer Certified Test Report (MCTR)
1 Ensure that the manufacturer of the bolts, nuts, and washers furnishes a MCTR
for the items furnished. Ensure that the MCTR shows the relevant information
required according to Subsection 709.2.4.6.6.
2 Ensure that the manufacturer performing the rotational-capacity test includes the
following information on the MCTR:
* LOT number of each of the items tested;
* Rotational-capacity LOT number as required in paragraph 2 of
Subsection 709.2.4.6.5; and
* Results of the test required in Subsection 709.2.4.6.5, if performed by
the manufacturer.
3 Provide a MCTR that certifies that the furnished DTIs meet Department
specifications.
Division 700 Section 709
700-105
709.2.4.6.8.3 Distributor Certified Test Report (DCTR)
1 Include the MCTR for the various bolt assembly components in the DCTR.
Include in the DCTR the rotational-capacity test results if performed by a
distributor instead of a manufacturer. Ensure that the DCTR certifies that the
MCTRs conform to this specification and the appropriate ASTM specifications.
709.2.4.6.9 Shipping
709.2.4.6.9.1 Marking
1 Permanently mark on the side of each container the rotational-capacity LOT
number such that identification is possible at any stage before installation.
709.2.4.6.9.2 Documentation
1 Supply the appropriate MTR, MCTR, or DCTR to the RCE or OMR.
709.2.5 Low Carbon Unfinished Turned and Ribbed Bolts
709.2.5.1 General
1 The requirements of this Subsection do not pertain to high-strength bolts.
2 For other than high strength bolts, provide bolts, nuts, and washers meeting
ASTM A307, Grade A. Provide bolts with single self-locking nuts or double nuts.
Use beveled washers where bearing faces have a slope of more than 1:20 with
respect to a plane normal to the bolt axis.
709.2.5.2 Unfinished Bolts
1 Provide unfinished bolts unless other types are specified.
709.2.5.3 Turned Bolts
1 Ensure that the surface of the body of turned bolts meets the ANSI roughness
rating value of 125. Furnish bolts with hexagonal heads and nuts with standard
dimensions of the nominal size specified or the next larger nominal size. Ensure
that the diameter of threads is equal to the body of the bolt or the nominal
diameter of the bolt specified.
709.2.5.4 Ribbed Bolts
1 Provide ribbed bolts with a body of an approved form with continuous
longitudinal ribs and with the diameter of the body measured on a circle through
the points of the ribs that is 5/64 in. greater than the nominal diameter specified
for the bolts.
Division 700 Section 709
700-106
2 Furnish ribbed bolts with round heads conforming to ANSI B18.5. Provide nuts

that are hexagonal, either recessed or with a washer of suitable thickness.
Ensure that ribbed bolts make a driving fit with the holes. Ensure that the
hardness of the ribs is such that the ribs do not deform to permit the bolts to turn
in the holes during tightening.
709.2.6 Miscellaneous Metals
1 Provide steel forgings meeting AASHTO M 102 (ASTM A668), Class C, D, F,
and G.
2 Furnish steel castings meeting AASHTO M 103 (ASTM A27) as designated on
the Plans.
3 Provide iron castings meeting AASHTO M 105, Class No. 30B. Ensure that the
test bars are Type B and are made and tested according to AASHTO M 105.
4 Furnish malleable castings meeting ASTM A47, Grade 35018.
5 Provide bronze castings meeting ASTM B22, Alloy C91100 or C91300.
6 Furnish other miscellaneous metals conforming to the AASHTO LRFD Bridge
Design Specifications.
7 Furnish a certification for the above listed metals stating that the materials meet
all SCDOT specifications. Ensure that the certification indicates the project SC
File No. and the number of pieces being furnished.
709.2.7 Elastomeric Bearing Pads
1 Furnish elastomeric bearing pads as specified in Section 724.
709.2.8 Paint
1 Provide the paint and paint system as specified in Section 710.
709.3 Construction
709.3.1 Shop Fabrication
709.3.1.1 General
1 Generally, shop weld structural members and field bolt structural members.
2 Provide the falsework and all tools, machinery, and appliances, including drift
pins and fitting-up bolts, necessary for the expeditious handling of the work.
Division 700 Section 709
700-107
709.3.1.2 Notice of Beginning of Work
1 Provide the OMR ample notice (14 days minimum) before beginning work at the
fabrication shop and in the rolling mill or foundry when specified so that
inspection may be conducted. Do not perform any work before the OMR has
been notified and the inspection is completed.
709.3.1.3 Quality of Workmanship
1 Provide workmanship and finish equal to the best general practice in modern
bridge shops. Neatly finish portions of the work exposed to view. Perform
shearing, flame cutting, and chipping carefully and accurately.
2 Ensure that all structural steel fabrication is performed by a fabricator certified
according to the American Institute of Steel Construction (AISC) Quality
Certification Program for the category of work required.
709.3.1.4 Storage of Materials
1 Store structural materials, both plain and fabricated, at the fabricating shop
above the ground and on platforms, skids, or other supports. Keep materials
free of dirt, grease, and other foreign matter, and protect as practical from
corrosion.
709.3.1.5 Facilities for Inspection
1 Furnish facilities for the inspection of material and workmanship in the mill and
shop, and allow the Department's inspectors free access to all parts of the work.
709.3.1.6 Inspector's Authority
1 The Department's inspectors have the authority to reject any materials or work
that does not meet the requirements of the Contract. In case of dispute, the
Contractor may appeal to the BCE. The acceptance of any material or finished
members by the Department's representative does not preclude their

subsequent rejection, if found defective. Materials and workmanship, whether
previously inspected or not, will be inspected after its delivery to the site of the
work or after being erected in the structure. Promptly replace or make
satisfactory rejected material or workmanship at no additional cost to the
Department.
709.3.1.7 Mill Test Reports and Shipping Statements
1 Furnish the OMR with complete, certified mill test reports showing the chemical
analysis and the physical tests for each heat of steel for all members. Furnish
the OMR with shipping statements.
Division 700 Section 709
700-108
709.3.1.8 Identification of Steel during Fabrication
1 Properly identify each piece of steel to be fabricated to the Department's
inspector. Before cutting pieces of steel into smaller pieces, legibly mark each
smaller piece with the heat number and piece mark. Individually marked pieces
of steel, which are used in furnished size or are reduced from furnished size only
by end or edge trim, may be used without additional identification if the original
heat number is legible.
2 The Contractor may furnish from stock material that can be identified by heat
number and mill test report. When separated from the full size piece furnished
by the supplier, mark any excess materials placed in stock for later use with the
project SCDOT File No., the MTR number, and the AASHTO/ASTM specification
identification.
709.3.1.9 Straightening Material
1 If straightening is required, use Department approved methods that do not
damage the metal. If heat is applied, do not allow the maximum temperature of
the steel to exceed 1100oF. Sharp kinks and bends are cause for rejection of
the material.
709.3.1.10 Flame Cutting
1 Ensure that flame cutting of structural steel conforms to the AASHTO/AWS D1.5,
Bridge Welding Code.
709.3.1.11 Edge Planing
1 Plane, mill, grind, or thermal cut to a depth of 14 in. the sheared edges of plates
more than 58 in. in thickness and which carry calculated stress.
709.3.1.12 Fit of Stiffeners
1 Ensure that end stiffeners of girders and stiffeners intended as supports for
concentrated loads have full bearing on the flanges to which they transmit load
or from which they receive load. Obtain full bearing by milling, grinding, or
welding as shown on the Plans. Ensure that stiffeners not intended to transfer
load, unless shown or specified otherwise, fit sufficiently tight to exclude water
after being painted.
709.3.1.13 Flange Bearing Area
1 Ensure that flange surfaces bearing on sole plates conform to the tolerances
specified in the AASHTO/AWS D1.5, Bridge Welding Code. In addition, do not
allow the remaining contact area between the flange and sole plate to deviate
more than 1/16 in. from a plane measured perpendicular to the web. Ensure
Division 700 Section 709
700-109
that the field fit-up of the flange to the sole plate does not produce a gap
exceeding 18 in. Correct gaps exceeding 18 in. in fit-up by a method approved
by the BCE before welding the flange to the sole plate.
709.3.1.14 Abutting Joints
1 Face and bring to even bearing abutting joints in compression members
designed to transfer stress. Where joints are not required elsewhere to be faced
or brought to even bearing, do not allow the opening to exceed 14 in.

709.3.1.15 End Connection Angles
1 Build floor beams, stringers, and girders having end connection angles to the
exact length back to back of connection angles. If end connections are faced,
do not allow the finished thickness of the angles to be less than that shown on
the detailed drawings.
709.3.1.16 Web Splices
1 At bolted web splices, cut the ends of the beams or girders and grind smooth.
During shop assembly, do not allow the clearance between the ends of the
members (web and flanges) to exceed 14 in., +18 in., -3/16 in.
709.3.1.17 Bent Plates
1 Obtain unwelded, cold-bent, load-carrying, rolled-steel plates from the stock
plates.
2 Ensure that bending does not cause cracking of the plate. Do not use less than
the minimum bend radii, measured to the concave face of the metal. Satisfy the
following requirements (where t is the plate thickness):
* Where the bend lines are oriented perpendicular to the direction of final
rolling, use 5.0t.
* Where the bend lines are oriented parallel to the direction of final rolling,
use 7.5t.
* For cross frame and diaphragm connection plates up to 34 in., use 1.5t.
3 For break press forming, ensure that the lower die span is at least 16 times the
plate thickness. Multiple hits are advisable.
4 If a shorter radius is essential, hot bend the plates at a temperature not greater
than 1100oF. Reject plates from all ASTM or AASHTO designations
inadvertently heated above 1100oF, or re-quench and re-temper the plates using
the correct ASTM procedures.
Division 700 Section 709
700-110
5 Before bending, round the corners of the plate to a radius of 1/16 in. throughout
the portion of the plate at which the bending will occur.
709.3.1.18 Camber
1 Furnish to the OMR a camber diagram prepared by the fabricator, showing the
camber at each panel point for trusses or arch ribs, and at the location of field
splices and fractions of span length (14 points minimum, 1/10 points maximum)
for continuous beams and girders or rigid frames. When the shop assembly is
full truss or girder assembly or special complete structure assembly, ensure that
the camber diagram shows the camber measured in the assembly. When any
of the other methods of shop assembly is used, ensure that the camber diagram
shows the calculated camber.
2 Camber girders before heat curving. Camber for rolled beams may be obtained
by heat-cambering methods approved by the OMR. Camber girders and rolled
beams according to the camber diagram as shown in the Plans. Camber for
rolled beams may be obtained by heat cambering methods or by cold bending
with hydraulic rams. Moderate deviations from the specified camber may be
corrected by a carefully supervised application of heat when approved by the
OMR. Ensure that horizontal heat curving does not change the vertical camber.
This effect may be more pronounced when the top and bottom flanges are of
unequal width on a given transverse cross section.
709.3.1.19 Shop Assembly
709.3.1.19.1 General
1 Clean metal contact surfaces before assembling. Assemble the field
connections of main members of arches, continuous beam spans, bents, towers
(each face), plate girders, and rigid frames in the shop with milled ends of
compression members in full bearing, and ream the sub-size holes to the

specified size while the connections are assembled.
2 Ensure that each assembly, including camber, alignment, accuracy of holes, and
fit of milled joints, is approved by the Department's inspector before commencing
reaming or before a computer numerically controlled (CNC) drilled check
assembly is dismantled.
709.3.1.19.2 Progressive Truss or Girder Assembly
1 Unless otherwise specified, use progressive girder assembly. Ensure that the
assembly contains at least one "carry over" longitudinal segment of the previous
assembly, repositioned for accurate alignment (i.e., providing the advancing
assembly the proper relative rotation, horizontal, and vertical position) plus one
or more longitudinal segments at the advancing end. For entire structures with
lengths up to 150 ft, assemble the entire line. The sequence of assembly may
Division 700 Section 709
700-111
start from any location in the structure provided that the preceding requirements
are satisfied. For structures longer than 150 ft, ensure that each assembly is not
less than 150 ft long regardless of the length of individual continuous panels or
sections.
709.3.1.19.3 Check Assemblies with Computer Numerically
Controlled (CNC) Drilled Field Connections
1 When using CNC drilling with progressive assembly, produce a check assembly
for each major structural type of each project, unless otherwise specified.
2 Base check assemblies on the proposed order of erection, joints in bearings,
special complex points, and similar considerations.
3 Ensure that each check assembly is the first section of each major structural
type to be fabricated, unless otherwise agreed to by the Department's shop
inspector.
4 No shop assemblies other than the check assemblies are required.
5 If the check assembly fails to demonstrate that the required accuracy is being
obtained, further check of the assemblies may be required by the Department's
shop inspector at no additional cost to the Department.
709.3.1.20 Match Marking
1 Match-mark connecting parts assembled in the shop for reaming holes in field
connections, and furnish a diagram identifying the marks to the Department's
shop inspector.
709.3.1.21 Finished Members at Fabrication Shop
1 Ensure that finished members are true to line and free from twists, bends, and
open joints. For box member dimensional tolerance issues, including twists,
contact the BCE for guidance.
709.3.1.22 Weighing Members
1 When specified that any part of the material is paid for by actual weight, weigh
the finished work in the presence of the Department's inspector. In this case,
supply satisfactory scales and perform all work involved in handling and
weighing the various parts.
709.3.1.23 Marking and Shipping
1 Paint or mark each member with an erection mark for identification, and furnish
an erection diagram with erection marks shown thereon.
Division 700 Section 709
700-112
2 Furnish material orders, shipping statements, and erection diagrams as
requested by the OMR. Provide the weights of the individual members on the
statements. Mark the weight on members weighing more than 3 tons.
3 Load structural members on trucks or cars so that the members may be
transported and unloaded at their destination without being excessively
stressed, deformed, or otherwise damaged.
4 Pack bolts of one length and diameter and loose nuts or washers of each size

separately. Protect all hardware from damage in transit. Post a plainly marked
list and description of the contained material on the outside of each shipping
container.
709.3.2 Structural Welding
709.3.2.1 General
1 Ensure that the welding of steel structures and all subsequent references to
welding conform to AASHTO/AWS D1.5, Bridge Welding Code, the Plans, and
the Special Provisions. In addition, adhere to the provisions of
Subsection 709.3.2.2 through 709.3.2.6.
709.3.2.2 Preheat and Interpass Temperatures
1 Obtain the pre-heat and interpass temperatures required for welding structural
steel as specified in the AASHTO/AWS D1.5, Bridge Welding Code.
709.3.2.3 Restricted Welded Processes
1 Do not use gas metal arc and flux cored arc welding without written approval of
the OMR. If authorization is granted, perform the procedure and provide
operator qualifications according to the AASHTO/AWS D1.5, Bridge Welding
Code. Do not use electro-slag and electro-gas.
709.3.2.4 Welding Shear Studs
1 Weld shear connector studs conforming to the AASHTO/AWS D1.5, Bridge
Welding Code.
2 Do not allow longitudinal and lateral spacing of studs with respect to each other
and to the edges of beam or girder flanges to vary by more than 12 in. from the
dimensions shown on the Plans. Spacing may vary by up to 1 in. to avoid
conflicts with other attachments on the flange or where a new stud is being
welded to replace a defective one.
3 After welding, ensure that the studs are free from any defect or substance that
may interfere with their function as shear connectors.
Division 700 Section 709
700-113
709.3.2.5 Field Welding
709.3.2.5.1 General
1 Consider all field welding as structural welding, except for the welding of
reinforced pile tips, temporary falsework (unless specified), SIP formwork, armor
plate at bridge ends, and armor plate at expansion joints. Ensure that personnel
performing the structural welding of structural steel, steel reinforcement, steel
pile splices, and other types of field structural welds are SCDOT-certified
welders and are qualified to perform structural welding according to the
qualification procedures of the AASHTO/AWS D1.5, Bridge Welding Code
modified as follows:
A. A welder or tacker (hereafter known as "welder") may be qualified by
preparing test specimens in the 2G position (horizontal groove) for
limited thickness groove welding and in the 2F position (horizontal fillet)
for fillet welding as a minimum.
B. The above testing is a minimum and will qualify the welder for field
welding at the job site. The welder may choose to qualify for additional
positions and unlimited metal thickness as part of the above testing.
Specialized welding and welding positions at the job site may require
additional welder qualification testing if required by the Department.
C. Ensure that testing is administered by an independent laboratory listed
on Qualified Products List 26. Prepare the test specimens in the
presence of, and test and evaluate the specimens by, an OMR
authorized independent laboratory person qualified as a Welding
Inspector. Perform radiographic, non-destructive testing by an ASNT
Level II or III technician. Have the independent laboratory furnish a
welder qualification test report on company letterhead stationery stating

the type of welding approved and the name of the welder and a
statement that the welder is duly qualified as a field welder according to
the SCDOT requirements. Ensure that the report shows the name of
the independent laboratory technician(s) making the evaluation and that
the report is signed by the independent laboratory manager. Submit a
copy of the report to the OMR.
D. The welder will be given a SCDOT certification valid for 2 years and
renewable every 2 years if the welder has been engaged in welding
procedures during the preceding 2-year period. The list of certified
structural steel field welders are included in Qualified Products List 41.
709.3.2.5.2 Submittals and Notifications
1 Notify the RCE and the SME at least 14 days before performing any field welding
of any items incorporated into the structure by completing Form 700.16
(SCDOT Welding Procedure Specification) and submitting the form to the RCE
Division 700 Section 709
700-114
and the SME. The Department's review and acceptance are required before
any field welding will be permitted. Submit to the RCE and OMR for review and
acceptance a Structural Field Welding Quality Control (QC) Plan for all structural
field welding a minimum of 30 days before performing any field welding. Ensure
that the Plan conforms to the AASHTO/AWS D1.5, Bridge Welding Code. Do
not perform any structural field welding before the Department's review and
acceptance of the Structural Field Welding QC Plan.
2 Within 14 days after receipt of the QC Plan, the Contractor will be notified of QC
Plan acceptance or any additional information required and/or changes that may
be necessary to meet the requirements of the Plans and Specifications. If any
parts of the QC Plan are unacceptable and rejected, resubmit the changes for
re-evaluation. The Contractor will be notified of their acceptance or rejection
within 7 days after receipt of the proposed changes.
3 Coordinate and schedule structural field welding with the Department's inspector
or Department authorized inspection agency's inspector a minimum of 14 days
before welding. The inspector may be present any time the Contractor performs
structural field welding. The inspector will perform the Department's Quality
Assurance (QA) nondestructive testing.
709.3.2.6 Inspection of Welds
709.3.2.6.1 General
1 Ensure that the structural steel fabrication and construction assembly, including
all shop and field welding, is performed according to the AASHTO/AWS D1.5,
Bridge Welding Code except as noted herein. Fabrication and welding quality
assurance (QA) inspection in the fabricating shops will be performed by the
Department's representative, either an OMR inspector or an inspector from a
commercial testing laboratory acting for the Department.
709.3.2.6.2 Nondestructive Testing of Welds and Metals
1 Perform radiographic, ultrasonic, magnetic particle, and dye penetrant testing of
welds conforming to the AASHTO/AWS D1.5, Bridge Welding Code with the
following exceptions:
A. Test all girder flange butt welds radiographically, whether in tension or
compression.
B. Interpret Quality Assurance (QA) and Quality Control (QC)
nondestructive testing as referenced in AASHTO and AWS as follows:
QA nondestructive testing required by the Contract Documents will be
performed by the Department's inspector or authorized inspection
agency's inspector acting for the Department. At the discretion of the
Department's inspector or authorized representative, QC nondestructive
Division 700 Section 709
700-115