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- To: <aec-residential(--nospam--at)polhemus.cc>
- Subject: Code Interpretation Forum now added
- From: "Dennis S. Wish" <dennis.wish(--nospam--at)gte.net>
- Date: Thu, 5 Oct 2000 15:58:45 -0700
- Cc: "SEAINT Listservice" <seaint(--nospam--at)seaint.org>
I have added a Code Interpretation Forum to the Structuralist.Net Professional Discussion Forum. Often questions arise in plan review that depends on an interpretation in the code. Members are free to post questions related to plan review and other professionals are encouraged to provide arguments (pro and con) on the issues. Please make the Subject of the question as concise (code section concerned should be in the title) as possible and the issue clearly stated. Discussions will remain on the forum to allow others who may have similar corrections address them based on professional consensus. You must be registered with the Structuralist.Net discussion forums listed below to participate, however anyone can view the issues on the board without registration. Follow the instructions below to access the sight. Example Question: Subject: 97 UBC 1921.3.3 for Plywood Shearwalls on Concrete Slab Foundation I received a call from a local engineer yesterday who wanted my opinion on a plan check correction he received. The plan checker asked him to provide Hoops (#3 shear ties) around the continuous steel rebar within a thickened edge foundation of a slab on grade for each conventional plywood shearwall installed - or to submit an analysis showing that it was not needed. The project is in Seismic zone 4. The shearwalls are typically low capacity walls (around 350-plf) and the resistance to uplift is by use of Simpson PAHD or HPAHD Tension Straps - range of about 2200 to 4500 lbs. The plan check agency is requiring compliance at the slab edge to the provisions for a Flexural Members of Frames - Transverse Reinforcement. My opinion to the engineer was this provision was intended for use by grade beams designed to transfer moment from the base of a frame into the grade beam and is inappropriate for a conventional plywood shearwalls at continuous foundations. My argument is that the wood wall can not develop moment in the foundation through a strap - this is not a rigid connection, there fore the foundation, which may develop a small flexure is much stronger than the wall tension connection which would fail much earlier than the concrete acting in bending. Any arguments pro or con on applying this section of code for conventional plywood shear walls? Regards, Dennis S. Wish, PE The Structuralist Administrator for: http://www.structuralist.net AEC-Residential Listservice admin(--nospam--at)structuralist.net (208) 361-5447 E-Fax The Structuralist is a Public, Professional and Educational website devoted to issues on Housing. You are invited to participate or simply visit our discussion forums at" http://www.structuralist.net/cgi-local/UltraBoard/UltraBoard.cgi NOTE: YOU MUST REGISTER (FREE) WITH THE SITE TO POST REPLIES OR MESSAGES. Our Residential Listservice is open to all professionals in the building industry and the discussions include code compliance issues as well as quality of construction, prescriptive vs. full compliance, present and future code development and more. The AEC-Residential List is by subscription (always free). To subscribe send an e-mail to one of the following addresses: For Full Listservice: aec-residential-request(--nospam--at)polhemus.cc For Digest Format: aec-residential-digest-request(--nospam--at)polhemus.cc To subscribe OR Unsubscribe - enter one of the following words in the body of the message and send. Do not place information in the subject line as it will be ignored. subscribe unsubscribe
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