×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!
  • Students Click Here

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here

Jobs

IBC 06-Table 2306.3.1

IBC 06-Table 2306.3.1

IBC 06-Table 2306.3.1

(OP)
The question I have is about the allowable shear loads shown in this table. I just want to make sure that these are actual allowable values and do not need any reduction for shear loads on the diaphragm due to wind. I was talking to another engineer and he indicated that he divides these numbers by 2.0. I couldn't find anything in the footnotes that suggests doing that.

The other question I have is about the thickness limit for structural I grade. The table lists panel thickness of up to 15/32. There is no listing for 5/8 & 3/4 thick panels. Why is that?

Thanks,

RE: IBC 06-Table 2306.3.1

If you read the section on Wood Diaphragms (Section 2306.2 in 2009 IBC or Section 2306.3 in 2003 IBC, sorry but I do not have a copy of the 2006 IBC) you can increase the table loads 40% for wind design.

Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

RE: IBC 06-Table 2306.3.1

Whereas if seismic controls the design of the walls, you have to apply the 2h/d factor for shorter walls. Perhaps he uses a lot of shorter aspect walls and just reduces by .5 as a matter of course.

Mike McCann
MMC Engineering
http://mmcengineering.tripod.com

RE: IBC 06-Table 2306.3.1

In regard to your thickness of shear panels in shearwalls question, in my opinion, the minimal increase in shear of larger than 1/2” plywood/osb on shearwall is over shadow by the large increase in shear allowed by adding shear paneling to each side of the wall.

Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

RE: IBC 06-Table 2306.3.1

I would guess that his 2.0 factor comes from the fact that NDS SDP for Wind and Seismic tables (from which IBC 2306.3.1 is derived) gives shear panel capacity as a nominal shear capacity which must be divided by an ASD reduction factor of 2.0. IBC 2006 gives shear capacity as allowable shear capacity (thus the values have already been reduced.)

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members!


Resources