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Re: lateral design of row building

• To: <seaint(--nospam--at)seaint.org>
• Subject: Re: lateral design of row building
• Date: Thu, 8 Apr 2004 20:18:01 -0700

Dennis:

You get all the good jobs:>)

If the buildings are not integral at the front wall line existing, eg; no continuity of roof diaphragm or front wall framing, I would design it as a separate building and create as stiff  a frontwall as possible to minimize drift.  No matter what you do the buildings are going to move in a moderate to major lateral event and probablly not in phase.  This may cause some out of plane stress and damage on the side walls from the adjacent buildings but unless you can analyze the entire complex for stiffness it may well be worth the risk and it may not be any worse than the existing condition of one story sandwiched between a one and two story building with no gap between buildings.

Regards
Ray Shreenan  SE

----- Original Message -----
Sent: Tuesday, April 06, 2004 11:29 AM
Subject: lateral design of row building

I am extending the front façade (about 30-feet) of an existing commercial building. The building is 30-feet wide and is constructed flush to the buildings on each side ? typical of all of the storefronts along this street. The buildings are all light-framing wood construction and one story. The building to the East is a two story.

The building I am remodeling will protrude 5?-0? further than the adjacent buildings and the height of the new roof will not be sloped ? thus increasing the height of the building in front.

My question is how to design the lateral (wind/seismic) shear in the front of the building. I can calculate the existing capacity designed into the two shear panels in the existing storefront (by panel thickness, nail size and spacing). My question is how to design the lateral. Should I design it as an independent building and disregard the lack of spacing between the two buildings? The lateral will be transferred to the adjacent buildings by nature of the lack of separation. I don?t have much panel width in the new storefront and will be designing in two Hardy Panels (stiff cold-formed steel narrow walls). The second choice is to calculate the new lateral in the additional 5?-0? protrusion and add this to the existing storefront capacity that is being removed and add this to the lateral contributed by the new 5?-0? extension?

TIA

Dennis S. Wish, PE

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

dennis.wish(--nospam--at)verizon.net

http://www.structuralist.net

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