Need a book? Engineering books recommendations...

# RE: Single Plate Connection of Collectors Procedure

• To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
• Subject: RE: Single Plate Connection of Collectors Procedure
• From: "Yousefi, Ben" <Ben.Yousefi(--nospam--at)ci.sj.ca.us>
• Date: Tue, 26 Nov 2002 09:30:11 -0800

```Mark

You have received some good input so far. The only thing that I would add is
in regard to the actual bolt check. Once you establish the forces per
special load combination of section 1612.4, you will have a horizontal and
vertical component for the connection design. For bolt design, most of the
design examples that I have seen, ignore the eccentricity of the vertical
load w.r.t the centerline of the bolts. However, to account for this, if you
are using ASD, you could use the alowables per Table X of 1989 ASD. Then,
the horizontal capacity of the bolts can easily be determined by multiplying
the capacity of each bolt by the number of the bolts.

Now, since you are using the special load combination, you can multiply the
allowable load for each direction by 1.7 to the get to the strength level.
Next, you can do an interaction check by dividing the applied load for each
direction by the alowables you have calculated, squaring each term, and
comparing the summation with 1.0.

HTH

Ben Yousefi, SE
san Jose, CA

-----Original Message-----
From: Markajohn(--nospam--at)cs.com [mailto:Markajohn(--nospam--at)cs.com]
Sent: Monday, November 25, 2002 9:41 PM
To: seaint(--nospam--at)seaint.org
Subject: Single Plate Connection of Collectors Procedure

Hello,

I have an analysis problem that must be fairly common.

I am analyzing some existing connections of W18 and larger collectors into
columns.  They are one-sided plate connections with connection plate held by

stiffeners on top and bottom similar to Fig. 10-25 on page 10-158 and Fig.
10-28 on page 10-159 of the 3rd ed AISC LRFD manual.  The difference is that

with my connections, there would be a large axial load in the beams as well

The design would need to take into account beam-end rotation like Table X in

the old ASD 9th ed, but also account for the axial loads.  In addition, the
governing limit state must be ductile because I am in Seismic Zone 4.

I haven't seen a design procedure that address this situation.  I would
appreciate any Ideas on procedures or approaches

TIA
Mark Johnson PE

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted
*   site at: http://www.seaint.org
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted