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RE: Steel connection design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Steel connection design
- From: "Conrad Harrison" <sch.tectonic(--nospam--at)bigpond.com>
- Date: Thu, 19 Feb 2009 14:25:55 +1030
Try the following:
ESDEP Course :
At the end of day still have to purchase the appropriate code of practice/specification , which I hazard is either AISC or AISI depending whether hotrolled or coldformed steel.
Also you can design for the calculated action-effects (forces) but most codes also have a minimum resistance required: given either as direct magnitude (eg. 30kN) or percentage of capacity (eg. 50%), such is dependent on code and type of connection. When see a large section have certain expectations about its capacity, the connections should assist in meeting those expectations.
In simple terms can break the splice into two components: one part to resist the normal bending stresses = splice for flanges. And another to resist the shear stresses = splice for web. There after the detailing determined by the code of practice used, and fabrication capabilities on site. (eg. splice plates can be welded to one member and bolted to the other)
B.Tech (mfg & mech), MIIE, gradTIEAust
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