] [Thread] [Date] [Author]

["Haan, Scott M." <HaanSM(--nospam--at)ci.anchorage.ak.us>]

I had a private question about why I think the special load combinations
should consider orthogonal effects.

For a  multistory braced frame building the columns at the intersecting
corners of an interior braced core can be critical.  Also brace connections
are critical. For the situation I was specifically refering to the columns
were designed for special load combinations with orthogonal effects.  The
braces were designed for orthogonal effects with the regular load
combinations.  While doing the check I saw connections were not designed for
Ry*Fy*Ag.  I indicated the connections need to be designed for the lesser of
Ry*Fy*Ag, special load combinations or the maximum force that can be
delivered to the connection by the system.  The response was that most of
the connections work for OMEGAo*Qe if you do not consider orthogonal
effects.

The direction of load used to hit a corner column should be for the worst
case direction. The ground could move both directions at the same time. The
OMEGAo special load combinations are supposed to approximate the maximum
load that can be delivered to the element by the system.  It seems wrong to
me then to not check the critical element for the maximum load that could be
delivered to it.  If the column buckles the building doesn't have a lateral
system anymore.

The code now requires orthogonal effects to be considered for active seismic
areas.  It seems wrong to me to design critical connections or elements
considering loading along each perpendicular axis independently especially
if there is a rigid diaphragm and torsion effects are significant. 

Scott M Haan P.E.
Plan Review Engineer
Building Safety Division http://www.muni.org/building
Development Services Department
Municipality of Anchorage
phone:907-343-8183  fax:907-249-7399
mailto:haansm(--nospam--at)ci.anchorage.ak.us



-----Original Message-----
From: Haan, Scott M. [mailto:HaanSM(--nospam--at)ci.anchorage.ak.us]
Sent: Tuesday, May 01, 2001 2:28 PM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: 1997 AISC seismic - IBC seismic design category D - OBF
brac e connections - column strength


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Your following message has been delivered to the list
  seaint(--nospam--at)seaint.org at 15:41:17 on 1 May 2001.
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Thanks David.

Orthogonal effects are definitely significant for the specific case I am
thinking about.  Braces and columns were designed considering orthogonal
effects with special load combinations but connections were not.

I agree and think the IBC intends orthogonal effects to be considered with
special load combinations.  The problem is the IBC does not specifically
amend the steel code which it specifically adopts.  The special load
combinations in the AISC Seismic Provisions do not require orthogonal
effects to be considered and this leaves room to debate.

It is also interesting to note that the IBC special load combinations do not
jive with the 1997 AISC Seismic Provision special load combinations.  The
IBC special load combinations include a .2*Sds*I*D vertical component while
the AISC provisions are based on an older code and do not include this
effect.

The only thing I have got a code person or standard person to say is: yes
they don't jive, it seems like the IBC requirements should be used but it is
not written that way. It is kind of hard to require anything with an
interpretation like that because the local engineers are kind of smart and
read the code.

P.S. By my reading of ACI 530-99 and the IBC 2000  it is ok to construct a
masonry shearwall with non-loadbearing glass block with type O mortar or
plastic cement mortar in Southern California.  

Scott M Haan P.E.
Plan Review Engineer
Building Safety Division http://www.muni.org/building
Development Services Department
Municipality of Anchorage
phone:907-343-8183  fax:907-249-7399
mailto:haansm(--nospam--at)ci.anchorage.ak.us



-----Original Message-----
From: David B Merrick [mailto:mrkgp(--nospam--at)pacbell.net]
Sent: Tuesday, May 01, 2001 1:48 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: 1997 AISC seismic - IBC seismic design category D - OBF
brace connections - column strength


Haan, Scott M.

The new code makes more sense to me. Yes orthogonal affects should be
considered. The issue is the insignificance of some orthogonal affects.

Orthogonal affects are the direct results of the base shear. Orthogonal
affects
are part of the equation used to distribute forces to walls. It is that part
of
the equation ignored when walls are all parallel or perpendicular to each
other.
The issue is the significance of the orthogonal affects.

The extreme and most significant affect is a triangular plan. Resulting
loads
can change from 0 to 30%.
ROTATION changes.
SHIFTING PERPENDICULAR to the global force changes.

Assumptions can be made to avoid the complexity of the orthogonal set of
equations. There are wrong assumptions that do not envelop the more
accurate,
detailed results. Some assumptions maybe acceptable only when the orthogonal
affects are insignificant. These assumptions are useful to design the
orthogonal-wall details. Consider walls any type of directional shear
resistance.

When orthogonal affects are insignificant, one needs to only consider the
detailing of the one small orthogonal wall. A simple vector analysis, for
that
wall, is adequate. The perpendicular-to-force-walls must be significantly
(maybe
ten times higher) stiffer than the orthogonal-wall. If not, the
parallel-to-the
force-walls will not share the load with the orthogonal-wall, resulting in
higher loads. A good rule is to not reduce shear by sharing loads with the
orthogonal-wall. Share the load only to determine a shear for the
orthogonal-wall itself. For flexible diaphragms, mostly/only, the
perpendicular-to-force-walls that are IN LINE with the orthogonal wall will
offer stiffness for the above considerations. I have seen cases where there
are
none in line.

A test of theoretical limits is to consider a case of no
perpendicular-to-force-walls. The orthogonal-wall moves in the direction of
least resistance, tilting enough so that the vector of building movement is
perpendicular to the face of the orthogonal-wall. The building is deflected.
Parallel-to-force-walls are loaded. The orthogonal-wall moved but is not
loaded.

What is insignificant? I use 5% as a guide. Does anyone know of a code rule
as
to what is an insignificant error?

Back to the question at hand. Consider the question, in reference to the
principle axis: Can I use an arbitrary direction for the global (building)
force
that is not inline with the principle axis when used with special load
combinations including OMEGAo*Qe? Well yes, if has an insignificant affect
on
results.

It should not be allowed, to choose a non-principle axis for the global
(building) design force. It will reduce some local wall loads. The change
may be
insignificant and acceptable if the angle from global force to the principle
axis is small.

To simplify the considering of the orthogonal affects: The method must
envelope
the two extremes.
FIRST extreme is to not let the building shift perpendicular to the force
(that
is a simple vector analysis of the orthogonal wall itself),
The SECOND extreme is to consider no perpendicular-to-force-walls, by not
sharing the load with the orthogonal wall (if the
perpendicular-to-force-walls
are not significantly stiffer than the orthogonal wall).

David Merrick, SE
Mrkgp(--nospam--at)pacbell.net


"Haan, Scott M." wrote:

> Hello :
>
> 1997 AISC Seismic Provisions Section 4.1 indicates orthogonal effects are
> not required with special load combinations including OMEGAo*Qe.
>
> IBC 1620.3.5 always requires orthogonal effects to be considered for
Seismic
> Design Category D.  IBC 1617.1.2 does not say that orthogonal effects are
> not required when considering the special load combinations in the IBC.
> 1997 UBC only required orthogonal effects for highly load columns at
> intersecting lateral systems, non-parallel systems and torsional
> irregularities and didn't say orthogonal effects did not need to be
> considered with special load combinations for ASD steel design [it did for
> LRFD].
>
> It seems the intent of the IBC is to use the orthogonal effects with the
> special load combinations in Seismic Design Category D.  Is this an
> oversight in the conversion to the IBC from the UBC, that the AISC
> provisions were not amended?  Should orthogonal effects be included in
> special load combinations for columns, and brace connections in Seismic
> Design Category D?  For tension only braces?
>
> Thanks,
>
> Scott M Haan P.E.
> Plan Review Engineer
> Building Safety Division http://www.muni.org/building
> Development Services Department
> Municipality of Anchorage
> phone:907-343-8183  fax:907-249-7399
> mailto:haansm(--nospam--at)ci.anchorage.ak.us
>
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