To: "'carter(--nospam--at)aiscmail.com'" <carter(--nospam--at)aiscmail.com>, "'SEAINT List'" <seaint(--nospam--at)seaint.org>
Subject: RE: Transitions at welded splices
From: BILL PULYER <WPULYER(--nospam--at)steelfab-inc.com>
Date: Wed, 7 Feb 2001 07:52:29 -0500
I'm not sure if you misunderstood my question or if I misunderstand your
The real point of my question is whether a transition is required for:
1. Beam to column web moment connections (LRFD Vol.2 Fig. 10-25(a), pg
10-61). The flange plates at the column are generally intentionally made
thicker than the beam flanges to account for flange tilt and over/under run
of depth. Is a transition required in this case? It seems as if note 3 at
the bottom of page 10-65 addresses this.
2. Beam to girder moment connection (LRFD Vol.2 Fig. 10-28(a), pg 10-66).
Where a beam is welded "through" a girder (generally for a cantilever
condition), the girder size is usually heavier than the beam size (and the
girder flange thicker than the beam flange). Is a transition required in
Are the above items in some different classification from a beam splice? If
so why? I agree that the wording is quite clear for the case of a welded
beam moment splice in that a transition is required when the stress exceeds
1/3 of the allowable.
Thanks for your opinions,
> -----Original Message-----
> From: Charlie Carter [SMTP:carter(--nospam--at)aiscmail.com]
> Sent: Tuesday, February 06, 2001 11:12 PM
> To: 'seaint(--nospam--at)seaint.org'
> Subject: RE: Transitions at welded splices
> I think the written words (last paragraph on LRFD Vol II page 10-58, which
> continues on to page 10-59) that go along with that Figure spell out the
> requirements for splice transitions in wind and low-seismic applications
> (R <= 3). For high -seismic applications (R > 3), there are specific
> requirements regarding transitions in the AISC Seismic Provisions.
> Also, some of the items you listed below are for transitions withing
> connection elements, not flange or similar splices. That is not the same
> case as a splice somewhere out in the length of a girder. Did I
> misunderstand what you were asking?
> -----Original Message-----
> From: BILL PULYER [SMTP:WPULYER(--nospam--at)steelfab-inc.com]
> Sent: Tuesday, February 06, 2001 7:20 AM
> To: 'SEAINT List'
> Subject: Transitions at welded splices
> When designing or inspecting welded moment joints, is a tapered transition
> always required where the member thicknesses are different?
> There seems to be some conflicting, or at least ambiguous, information in
> AWS and AISC regarding this subject.
> *AWS D1.1 Section 2.20 requires a transition for all tension butt joints
> where the stress is greater than 1/3 of the allowable.
> *AISC LRFD Vol.2 (pg 10-60, Fig 10-23) shows a beam moment splice. This
> splice includes a transition and seems to agree with the AWS wording.
> *AISC LRFD Vol.2 (pgs 10-60 to 10-64) describes beam to column web moment
> connections. Note 3 at the bottom of page 10-65 states that transitions
> need not be provided (for connections not detailed for seismic
> *AISC LRFD Vol.2 (pgs 10-65 to 10-66) describes a beam to girder moment
> connection. This sections does not specifically address the issue of
> Please let me hear some opinions regarding your interpretations. Should
> transitions always be provided for welded splices? If not, what are some
> the criteria to determine what is acceptable and what is not?
> William Pulyer PE
> Charlotte, NC