-
Published by the American Association of State Highway and
Transportation Officials
These interims are being provided to
owners and fabrica-
tors for informational purposes onl
y and are intended
to alert them to proposed revisions
to the AASHTO/AWS
D1.5M/D1.5.2010 Bridge Welding C
ode. These interims
have received initial approval from
the AWS D1 Com-
mittee and the AASHTO Subcommit
tee on Bridges and
Structures. However, they will not o
fficially revise the
Bridge Welding Code until they hav
e gone through the
complete AWS consensus review an
d approval process
and are incorporated into the next
published edition
of the AASHTO/AWS D1.5M/D1.5 Brid
ge Welding Code.
This review and approval process can
result in additional
revisions to these interims before t
heir final adoption.
Owners have the option of implem
enting these interims
in current projects by specifying th
eir use in the project
specifications.
ISBN: 978-1-56051-543-2Pub Code: BWC-6-I2
AASHTO 2012 Interim Revisions to
BRIDGEWELDING CODE
6TH EDITION
-
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
ISBN: 978-1-56051-543-2 Publication Code: BWC-6-I2
American Association of State Highway and Transportation
Officials 444 North Capitol Street, NW Suite 249
Washington, DC 20001 202-624-5800 phone/202-624-5806 fax
www.transportation.org
2012 by the American Association of State Highway and
Transportation Officials. All rights reserved. Duplication is a
violation of applicable law. Cover photo provided by L.B.
Foster-Precise Structural Steel Division, Georgetown, MA.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
iii
INSTRUCTIONS AND INFORMATION
General AASHTO has issued proposed interim revisions to the
Bridge Welding Code (2010). This packet contains these
revisions. The pages in this packet are not designed to replace
the corresponding pages in the book but rather to be kept with the
book for quick reference.
A Note on the Use of These Interims
These interims are being provided to owners and fabricators for
informational purposes only and are intended to alert them to
proposed revisions to the AASHTO/AWS D1.5M/D1.5:2010 Bridge Welding
Code. These interims have received initial approval from the AWS D1
Committee and the AASHTO Subcommittee on Bridges and Structures.
However, they will not officially revise the Bridge Welding Code
until they have gone through the complete AWS consensus review and
approval process and are incorporated into the next published
edition of the AASHTO/AWS D1.5M/D1.5 Bridge Welding Code. This
review and approval process can result in additional revisions to
these interims before their final adoption. Owners have the option
of implementing these interims in current projects by specifying
their use in the project specifications.
Affected Articles
Underlined text indicates revisions that were approved in 2012
by the AASHTO Highways Subcommittee on Bridges and Structures.
Strikethrough text indicates any deletions that were likewise
approved by the Subcommittee. A list of affected articles is
included below.
All interim pages have a page header displaying the section
number affected and the interim publication year. Please note that
these pages may also contain nontechnical (e.g. editorial) changes
made by AASHTO publications staff; any changes of this type will
not be marked in any way so as not to distract the reader from the
technical changes.
Please note that in response to user concerns, page breaks are
now being added within sections between noncontiguous articles.
This change makes it an option to insert the changes closer to the
affected articles.
Table i2012 Changed Articles
SECTION 2: DESIGN OF WELDED CONNECTIONS
2.11 Figure 2.4 Figure 2.5
SECTION 3: WORKMANSHIP 3.5.1.6 C-3.5.1.6 C-3.5.1.6(1)
C-3.5.1.6(2) C-3.5.1.6(3) Figure C-3.4 SECTION 5: QUALIFICATION 5.3
C-5.2.3 C-5.3 C-5.7.3 SECTION 12: AASHTO/AWS FRACTURE CONTROL PLAN
(FCP) FOR NONREDUNDANT MEMBERS 12.7.4 C-12.7.4
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
1
SECTION 2: DESIGN OF WELDED CONNECTIONS
In Article 2.11, add a new paragraph as follows: 2.11.3 Groove
welds in corner- and T-joints shall be reinforced with fillet welds
with a leg size equal to or greater than T/4, but which need not
exceed10 mm [3/8 in]. T shall be defined as the thickness of the
thinner part being joined.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
3
Revise the notes for Figures 2.4 and 2.5 as follows: Notes for
Figures 2.4 and 2.5 a Groove preparations detailed for SMAW joints
may be used for GMAW or FCAW. b Joint shall be welded from one side
only. c Backgouge root to sound metal before welding second side. d
Minimum weld size (E) as shown in Table 2.2; S as specified on
drawings. e Evidence of CJP shall be required (see 4.7.5). f Groove
welds in corner and T-joints shall be reinforced with fillet welds
with a leg size equal to or greater than T/4, but need not exceed
10 mm [3/8 in]. T shall be defined as the thinner of the attaching
elements. g f Double-groove welds may have grooves of unequal
depth, but the depth of the shallower groove shall be no less than
one-fourth of the thickness of the thinner part joined. h g
Double-groove welds may have grooves of unequal depth, provided
they conform to the limitations of Note d. Also the weld size (E),
less any reduction, applies individually to each groove. i h The
orientation of the two members in the joints may vary from 135 to
180 provided that the basic joint configuration (groove angle, root
face, root opening) remains the same and that the design weld size
shall be maintained. j i For corner and T-joints, the member
orientation may be changed provided the groove angle shall be
maintained as specified. k j The member orientation may be changed
provided that the groove dimensions shall be maintained as
specified. l k The orientation of the two members in the joints may
vary from 45 to 135 for corner joints and from 45 to 90 for
T-joints, provided that the basic joint configuration (groove
angle, root face, root opening) remains the same and that the
design weld size shall be maintained. m l These joint details shall
not be used where V-groove or U-groove details are practicable (see
2.14).
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
5
In Figures 2.4 and 2.5, make the following revisions to the
column(s) in each table below: Page 16: Notes
Single-V-groove weld (2) a, c, f, l k Corner joint (C) c, f, l k
c, f, l k Page 16: Notes
Double-V-groove weld (3) a, c, g f, i h Butt joint (B) c, g f, i
h c, g f, i h Page 17: Notes
Single-V-groove weld (2) a, l k Corner joint (C) a, l k a, l k l
k l k l k l k l k Page 17: Notes
Single-V-groove weld (2) a, c, i h Butt joint (B) c i h c i h
Page 18: Notes
Square-groove weld (1) a, c, f T-joint (T) c, f Corner joint (C)
c, f Page 18: Notes
Single-V-groove weld (2) a, i h Butt joint (B) a, i h a, i h i h
i h i h i h i h Page 19: Notes
Single-bevel-groove weld (4) a, i h, m l Butt joint (B) a, i h,
m l i h i h i h
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
6
Joint Page 19: Designation Notes
Single-bevel-groove weld (4) TC-U4ca a, l k T-joint (T)
TC-U4ca-GF a, l k Corner joint (C) l k l k l k l k Page 20:
Notes
Single-bevel-groove weld (4) a, c, i h, m l Butt joint (B) c, i
h Page 20: Notes
Single-bevel-groove weld (4) a, c, f, l k T-joint (T) c, f, l k
Corner joint (C) c, f, l k Page 21: Notes
Double-bevel-groove weld (5) a, c, g f, i h, m l Butt joint (B)
c, g f, i h Page 21: Notes
Double-bevel-groove a, c, f, g f, l k Double-bevel-groove weld
(5) c, f, g f, l k T-joint (T) c, f, g f, l k Corner joint (C) Page
22: Notes
Single-U-groove weld (6) a, c, i h Butt joint (B) a, c, i h
Corner joint (C) a, c, l k a, c, l k c, i h c, l k c, i h c, l k
Page 22: Notes
Double-U-groove weld (7) a, c, g f, i h Butt joint (B) a, c, g
f, i h c, g f, i h c, g f, i h Page 23: Notes
Single-J-groove weld (8) a, c, i h, m l Butt joint (B) c, i
h
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
7
Page 23: Notes
Single-J-groove weld (8) a, c, f, i h T-joint (T) a, c, f, i h
Corner joint (C) c, f, i h c, f, i h Page 24: Notes
Double-J-groove weld (9) a, c, g f, i h, m l Butt joint (B) c, g
f, i h Page 24: Notes
Double-J-groove weld (9) a, c, f, g f, l k, m l T-joint (T) c,
f, g f, l k Corner joint (C) c, f, g f, l k c, f, g f, l k Page 25:
Notes
Square-groove weld (1) a, i h Butt joint (B) i h Corner joint
(C) i h Page 25: Notes
Square-groove weld (1) a, c, i h Butt joint (B) c, i h e, i h c,
i h Page 26: Notes
Single-V-groove weld (2) a, c, f, l k Corner joint (C) c, f, l k
c, f, l k Page 26: Notes
Double-V-groove weld (3) a, c, g f, i h Butt joint (B) c, g f, i
h c, g f, i h Page 27: Notes
Single-V-groove weld (2) a, l k Corner joint (C) a, l k a, l k l
k l k l k l k l k
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
8
Page 27: Notes
Single-V-groove weld (2) a, c, i h Butt joint (B) c, i h c, i h
Page 28: Notes
Square-groove weld (1) a, c, f T-joint (T) c, f Corner joint (C)
c, f Page 28: Notes
Single-V-groove weld (2) a, i h Butt joint (B) a, i h a, i h i h
i h i h i h i h Page 29: Notes
Single-bevel-groove weld (4) a, i h, m l Butt joint (B) a, i h,
m l i h i h i h Page 29: Notes
Single-bevel-groove weld (4) a, l k T-joint (T) a, l k Corner
joint (C) l k l k l k l k Page 30: Notes
Single-bevel-groove weld (4) a, c, i h, m l Butt joint (B) c, i
h Page 30: Notes
Single-bevel-groove weld (4) a, c, f, l k T-joint (T) c, f, l k
Corner joint (C) c, f, l k Page 31: Notes
Double-bevel-groove weld (5) a, c, g f, i h, m l Butt joint (B)
c, g f, i h
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
9
Page 31: Notes
Double-bevel-groove a, c, f, g f, l k Double-bevel-groove weld
(5) c, f, g f, l k T-joint (T) c, f, g f, l k Corner joint (C) Page
32: Notes
Single-U-groove weld (6) a, c, i h Butt joint (B) a, c, i h
Corner joint (C) a, c, l k a, c, l k c, i h c, l k c, i h c, l k
Page 32: Notes
Double-U-groove weld (7) a, c, g f, i h Butt joint (B) a, c, g
f, i h c, g f, i h c, g f, i h Page 33: Notes
Single-J-groove weld (8) a, c, i h, m l Butt joint (B) c, i
h
Page 33: Notes
Single-J-groove weld (8) a, c, f, i h T-joint (T) a, c, f, i h
Corner joint (C) c, f, i h c, f, i h Page 34: Notes
Double-J-groove weld (9) a, c, g f, i h, m l Butt joint (B) c, g
f, i h Page 34: Notes
Double-J-groove weld (9) a, c, f, g f, l k T-joint (T) c, f, g
f, l k Corner joint (C) c, f, g f, l k c, f, g f, l k Page 36:
Notes
Single-V-groove weld (2) a, b, d, k, j Corner joint (C) b, d, k,
j b, d, k, j
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
10
Page 36: Notes
Double-V-groove weld (3) a, d, h g, k j Butt joint (B) d, h g, k
j d, h g, k j Page 37: Notes
Single-bevel-groove (4) a, b, d, f, k j T-joint (T) b, d, f, k j
Corner joint (C) b, d, f, k j Page 37: Notes
Double-bevel-groove weld (5) a, d, f, h g, k j T-joint (T) d, f,
h g, k j Corner joint (C) d, f, h g, k j Page 38: Notes
Single-U-groove weld (6) a, b, d, k, j Corner joint (C) b, d, k,
j b, d, k, j Page 39: Notes
Single-J-groove weld (8) a, d, f, k j T-joint (T) a, d, f, k j
Corner joint (C) d, f, k j d, f, k j d, f, k j d, f, k j Page 40:
Notes
Double-J-groove weld (9) a, d, f, h g, k j T-joint (T) d, f, h
g, k j Corner joint (C) d, f, h g, k j d, f, h g, k j d, f, h g, k
j Page 42: Notes
Single-V-groove weld (2) a, b, d, k, j Corner joint (C) b, d, k,
j b, d, k, j Page 42: Notes
Double-V-groove weld (3) a, d, h g, k j Butt joint (B) d, h g, k
j d, h g, k j
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 2 BRIDGE WELDING
CODE, SIXTH EDITION
11
Page 43: Notes
Single-bevel-groove (4) a, b, d, f, k j T-joint (T) b, d, f, k j
Corner joint (C) b, d, f, k j Page 43: Notes
Double-bevel-groove weld (5) a, d, f, h g, k j T-joint (T) d, f,
h g, k j Corner joint (C) d, f, h g, k j Page 44: Notes
Single-U-groove weld (6) a, b, d, k, j Corner joint (C) b, d, k,
j b, d, k, j Page 45: Notes
Single-J-groove weld (8) a, d, f, k j T-joint (T) a, d, f, k j
Corner joint (C) d, f, k j d, f, k j d, f, k j d, f, k j Page 46:
Notes
Double-J-groove weld (9) a, d, f, h g, k j T-joint (T) d, f, h
g, k j Corner joint (C) d, f, h g, k j d, f, h g, k j d, f, h g, k
j
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 3 AND COMMENTARY
BRIDGE WELDING CODE, SIXTH EDITION
13
SECTION 3: WORKMANSHIP
In Article 3.5.1.6, replace paragraph (1) with the following:
(1) For a given location, the least panel dimension, d, is the
lesser of either the web depth between flanges or the longitudinal
spacing between transverse components (stiffeners, connection
plates). A girder webs variation from flatness is the maximum
offset of the web face from its theoretical location within a given
panel. The theoretical web face is based on its location at panel
boundaries (flanges, stiffeners). A reference line parallel to the
theoretical web face may be used for measuring offsets. A girder
webs variation from flatness shall be evaluated by comparing its
actual and theoretical locations. Offsets shall be measured from
the actual web face to the theoretical web face location. In
Article 3.5.1.6, revise the last sentence in paragraph (2) as
follows: See Annex C for tabulation and illustration of terms.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 3 AND COMMENTARY
BRIDGE WELDING CODE, SIXTH EDITION
15
Revise Article C-3.5.1.6 and add Article C-3.5.1.6(1) as
follows: C-3.5.1.6 The provisions for web flatness are based upon
aesthetics and relative freedom from web buckling and are contained
in 3.5.1.6 (1)-(4). Lack of web flatness is most pronounced on
fascia girders that are painted with glossy type paints and is
sometimes referenced as reflective distortion or oil canning.
Measurement of web distortion shall consider the curvature of the
member and deduct the curvature arc from the actual distortion
dimension. Thin girder webs and large stiffener welds worsen the
problem of web distortion. Each web panel is bounded by four welded
sides that shrink. It is difficult to correct web distortion
without leaving unsightly marks. Heat curving members with heavy,
wide flanges and radii under 300m [12in.] can create severe web
distortion, or oil can effects. For these cases, precutting or
precurving the flanges before assembly to the web will reduce this
effect. The provisions for out-of-flatness of girder webs at ends
where bolted splices shall be found in 3.5.1.6 (3). This provision
allows twice the maximum out-of-flatness allowed elsewhere in the
girder. At such locations at the end of the web, it is common to
find more extensive distortion. At the end, there is no lateral
support for the web prior to assembly of the bolted splice. Lateral
displacement of 100mm [4 in.] or more are possible I deep girders.
This condition is produced as a result of welding around three
sides of relatively thin web panels, and leaving the forth side
unrestrained. Temporary elastic distortions of this type should not
be cause for repair. The high strength bolts in the web connection
will usually straighten the web to within tolerance without damage
to the member or its connections.
C-3.5.1.6(1) Measurement of Web Flatness. The webs variation
from flatness is the distance from the actual web surface to its
theoretical location, measured normal to the plane of the
theoretical web. The web face is presumed to be in its theoretical
location at panel boundaries. Measurement of web distortion
considers the curvature of the member and deducts the curvature arc
from the actual distortion dimension. See Figure C-3.4. Revise
Article C-3.5.1.6(2) as follows: C-3.5.1.6(2) Flatness of Girder
Webs. In addition to the dimensional tolerances based upon
workmanship standards provided in 3.5, these requirements for the
flatness of girder webs are intended to avoid initiating web
buckling under anticipated construction or service conditions, and
are also intended to ensure the aesthetic quality of the bridge.
These tables reflect values tabulated using the flatness tolerance
formulas. Web distortion is exacerbated by using thin web plates,
using fillet welds that are larger than necessary to attach any
intermediate stiffeners and connection plates, and by heat curving
of girders to short radii after the completion of welding. Some
designers consider 10 mm or 12 mm [3/8 in or 1/2 in] to be the
minimum plate girder web thickness to avoid significant distortion
and avoid the need for large numbers of transverse intermediate and
longitudinal web stiffeners. Most bridge girders have a web depth
of 1200 mm [48 in] or more. While 8 mm [5/16 in] fillet welds are
commonly used to attach intermediate stiffeners and connection
plates, 6 mm [1/4 in] fillet welds are typically better for the
connection of one-sided intermediate stiffeners to the webs of
fascia girders. Welds of this size reduce the amount of stiffener
reflection distortion that occurs in the unstiffened side of fascia
girders that is generally exposed to public view. The material
savings gained by using thinner webs web stiffeners to allow
reductions in web thickness are often more than offset by the
increased labor costs necessary to install the stiffeners, and to
make corrections to correct the web distortion that may result.
Serious web distortion may occur during heat curving, or by the
improper use of heating torches when preheating for welding.
Unstiffened areas of girder should be protected from concentrated,
high intensity heat. Heat curving members with heavy, wide flanges
and radii under 300 m [1000 ft] can create severe web distortions
(oil can effects). Precutting or precurving the flanges before
attachment to the web will reduce these effects. Improper use of
heating torches when preheating for welding can cause serious
distortions as well. Unstiffened areas of girder webs should be
protected from concentrated, high intensity heat. To reduce lateral
distortion when correcting distortion by heat-shrink methods,
heating should be done near intermediate stiffeners or connection
plates whenever possible. If care is not taken, the heating
patterns may cause distortions that will remain visible throughout
the life of the structure.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 3 AND COMMENTARY
BRIDGE WELDING CODE, SIXTH EDITION
16
Revise Article C-3.5.1.6(3) as follows: C-3.5.1.6(3) Excessive
Distortion. Ends of girder webs that are not stiffened have very
little resistance to lateral distortion. The distortion is caused
by web panel perimeter shortening, the result of welding to the top
and bottom flanges and to stiffeners on one side of the end panel,
but not at the free end of the girder. Lateral displacements of
several millimeters have been observed at the field splice ends of
deep girder webs. These displacements, when straightened and
stiffened by bolted web connections, are almost always temporary
and of no structural significance. This subclause allows
displacements of twice that provided in 3.5.1.6(2). Thin splice
plates may not have enough stiffness to bring a highly distorted
web back within tolerances of 3.5.1.6(2). Provided the
high-strength bolted splice pulls the web into position without
unusual force, there is no damage to the girder. Generally, very
little force is necessary. C-3.5.1.6(3) End Panels. Provisions for
out-of-flatness of girder webs in end panels with bolted splices
are described in 3.5.1.6 (3). End panels with bolted splices are
permitted twice the maximum out-of-flatness allowed elsewhere in
the girder. This is because there is no lateral support along one
edge for the relatively thin web while the other three sides of the
panel are being welded. Lateral displacements of 100 mm [4 in] or
more are possible in deep girders. Temporary distortions of this
type should not be cause for repair. The installation of high
strength bolts in the web connection tends to straighten the web
without the use of excessive force, and without damaging the member
or its connections.
Although the web-ends may have the distortion permitted by this
subclause when each girder segment is in the web-vertical position,
adjacent webs and their splice places must be brought into common
alignment prior to shop drilling splices. Drilling holes with the
webs fully displaced to the allowable tolerances would lock those
displacements into the completed structure. For large segment
displacements, special field bolting and pinning may be needed to
bring webs and splice plates together before routine bolt
tightening is performed.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM REVISIONS TO THE SECTION 3 AND COMMENTARY
BRIDGE WELDING CODE, SIXTH EDITION
17
Insert new Figure C-3.4 as follows:
Panel boundary;may be flange or stiffener
Variation from flatness* Total Reference = Variation
Web
Straight edge may be placed parallelto theoretical face of web
to measure deviations in flatness
Theoretical faces of web, based on position at
panelboundaries
Total * Total *Reference Reference
Figure C-3.4Typical Method to Determine Variations in Girder Web
Flatness (See C-3.5.1.6)
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM TO THE SECTION 5 BRIDGE WELDING CODE, SIXTH
EDITION
19
SECTION 5: QUALIFICATION
Revise Article 5.3 as follows: 5.3 Duration All WPSs, except as
provided in 1.3.6, 5.11, and 12.7, shall be based upon tests which
have been performed not more than 60 months in advance of
production welding. This requirement applies to WPS qualification
test, pretests, and verification tests. All approved PQRs are valid
indefinitely unless application of the WPS results in consistently
substandard welds.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM TO THE SECTION 5 BRIDGE WELDING CODE, SIXTH
EDITION
21
In Article C-5.2.3, revise paragraph 2, sentence 1 as follows:
The Engineer is encouraged to accept evidence of prior
qualification, provided the tests were properly conducted and
witnessed within the past 60 months. Replace Article C-5.3 with the
following: C-5.3 Duration Previous editions of the code had time
limits on PQRs. These were removed because bridge welding
experience and associated testing under this code demonstrated that
repeated tests of the same welding parameters did not offer
additional useful information about the properties of the welds
accomplished with the procedure nor an effective reflection of the
fabricators welding practices.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM TO THE SECTION 5 BRIDGE WELDING CODE, SIXTH
EDITION
23
Delete the last sentence of Article C-5.7.3.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM TO THE SECTION 12 BRIDGE WELDING CODE, SIXTH
EDITION
25
SECTION 12: AASHTO/AWS FRACTURE CONTROL PLAN (FCP) FOR
NONREDUNDANT MEMBERS
Revise Article 12.7.4 as follows: 12.7.4 Period of
Effectiveness. When a specific Contractor has not previously
performed a WPS qualification test satisfying the provisions of
this or a previous AASHTO FCP code, the required tests shall be
completed within one year prior to the start of production welding.
All subsequent tests shall be conducted at a frequency that will
ensure no PQR used as a basis for preparation of WPSs is more than
36 60 months old.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
-
AASHTO 2012 INTERIM TO THE SECTION 12 BRIDGE WELDING CODE, SIXTH
EDITION
27
In Article C-12.7.4, add the following to the end of the
Article: Once a project has begun, it is unnecessary to repeat WPS
qualification testing simply because the 60-month period since
testing has elapsed.
2012 by the American Association of State Highway and
Transportation Officials.All rights reserved. Duplication is a
violation of applicable law.
/ColorImageDict > /JPEG2000ColorACSImageDict >
/JPEG2000ColorImageDict > /AntiAliasGrayImages false
/CropGrayImages true /GrayImageMinResolution 300
/GrayImageMinResolutionPolicy /OK /DownsampleGrayImages true
/GrayImageDownsampleType /Bicubic /GrayImageResolution 300
/GrayImageDepth -1 /GrayImageMinDownsampleDepth 2
/GrayImageDownsampleThreshold 1.50000 /EncodeGrayImages true
/GrayImageFilter /DCTEncode /AutoFilterGrayImages true
/GrayImageAutoFilterStrategy /JPEG /GrayACSImageDict >
/GrayImageDict > /JPEG2000GrayACSImageDict >
/JPEG2000GrayImageDict > /AntiAliasMonoImages false
/CropMonoImages true /MonoImageMinResolution 1200
/MonoImageMinResolutionPolicy /OK /DownsampleMonoImages true
/MonoImageDownsampleType /Bicubic /MonoImageResolution 1200
/MonoImageDepth -1 /MonoImageDownsampleThreshold 1.50000
/EncodeMonoImages true /MonoImageFilter /CCITTFaxEncode
/MonoImageDict > /AllowPSXObjects false /CheckCompliance [ /None
] /PDFX1aCheck false /PDFX3Check false /PDFXCompliantPDFOnly false
/PDFXNoTrimBoxError true /PDFXTrimBoxToMediaBoxOffset [ 0.00000
0.00000 0.00000 0.00000 ] /PDFXSetBleedBoxToMediaBox true
/PDFXBleedBoxToTrimBoxOffset [ 0.00000 0.00000 0.00000 0.00000 ]
/PDFXOutputIntentProfile () /PDFXOutputConditionIdentifier ()
/PDFXOutputCondition () /PDFXRegistryName () /PDFXTrapped
/False
/CreateJDFFile false /Description > /Namespace [ (Adobe)
(Common) (1.0) ] /OtherNamespaces [ > /FormElements false
/GenerateStructure false /IncludeBookmarks false /IncludeHyperlinks
false /IncludeInteractive false /IncludeLayers false
/IncludeProfiles false /MultimediaHandling /UseObjectSettings
/Namespace [ (Adobe) (CreativeSuite) (2.0) ]
/PDFXOutputIntentProfileSelector /DocumentCMYK /PreserveEditing
true /UntaggedCMYKHandling /LeaveUntagged /UntaggedRGBHandling
/UseDocumentProfile /UseDocumentBleed false >> ]>>
setdistillerparams> setpagedevice