From: "Brian K. Smith" <smitheng(--nospam--at)dos.net>
Date: Fri, 5 May 2000 12:55:22 -0500
I have done the same head scratching myself. My situation was a 10'x20'
high door, with a 6' masonry "pier" with 12' long window, with another 6'
pier, with another big door. I could not figure it out so I used angle
kickers on a bond beam back to the roof deck. Kinda ugly but I felt better.
Brian K. Smith, P.E.
> -----Original Message-----
> From: Bill Allen [mailto:Bill(--nospam--at)AllenDesigns.com]
> Sent: Thursday, May 04, 2000 3:12 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Jamb Steel in Masonry Walls
> I'm having trouble finding a source for detailed information to
> design jamb
> steel for out of plane loading. My first thought was to apply
> typical still
> proportional to tributatry width of the wall, but that doesn't sound
> realistic. For example, if the typical wall steel is #4 bars at
> 24" and you
> have a 6'-0" wide opening, the tributary width would be 3'-0" plus 1/2 of
> 24" or 4 feet total. This would require (2)-#4 bars which seems
> But, if the opening was wider: 10 ft opening -> 6 ft. trib or (3)-#4 bars.
> Hmmm...that doesn't sound too bad either. So, then what happens when the
> wall design requires heavier reinforcement due to the height of the wall
> like #6 bars at 16". If you have a 6 ft. opening (not full height, like a
> window not a door), you would need (3)-#6 bars each side. For the 10 ft.
> opening, you would need (5)-#6s each side.
> Is this thinking logical or is it over-kill?
> Any other references? I've looked in Amrhein and Schneider/Dickey and the
> only place they talk about jamb steel is for in-plane loading.
> Bill Allen, S.E. (CA #2607)
> ALLEN DESIGNS
> Laguna Niguel, CA