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RE: Re: Plan check submittals and shop drawings[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: RE: Re: Plan check submittals and shop drawings
- From: Harold Sprague <harold.sprague(--nospam--at)neenan.com>
- Date: Mon, 12 Oct 1998 12:28:17 -0600
I have worked on projects all over the US and world for firms based in the Midwest and in the Mountain states. And I have worked as a detailer in my distant past. It is not all that difficult for the EOR to develop a standards sheet linking a connection detail to a load that appears on the plans. The EOR will not cover every connection, nor will he do the connections as the fabricator wants, but if the loads are posted, the detailer can propose alternatives. The fabricator will want connections that work with his shop. Example: If he wants to use a beam line most efficiently, he may want to avoid welded shear tabs. Also speaking as a former iron worker, the proposed OSHA Subpart R is a good thing. Some of the fabricators, detailers, and erectors are already using it. I would hope that structural engineers look at it as an opportunity to help figure out how to build what they have designed. Regards, Harold Sprague, P.E. The Neenan Company 2620 E. Prospect Ave.. harold.sprague(--nospam--at)neenan.com -----Original Message----- From: rlewis(--nospam--at)techteam.org [mailto:rlewis(--nospam--at)techteam.org] Sent: Monday, October 12, 1998 9:54 AM To: seaint(--nospam--at)seaint.org Subject: Re: Re: Plan check submittals and shop drawings seaint(--nospam--at)seaint.org,Internet writes: I was always taught that plans should be complete and shop drawings are for a fabricators use in fabrication but maybe i am missing something and it is done differently East of California ( not meant as an insult ). I can't imagine my office issuing plans that do not show how many bolts to use in a connection. I would like to know what others think. If the EOR insists on just giving a connection load and leaving the connection design up to me as the fabricator's engineer, is this common ( include your location please ). Yes, connection design is typically done different east of the CA border. I have practiced (actually it was real, not just practice :o) ) in the north-east and in TX. Typically I have not had to do significant seismic design. Consequently most beam to column connections just shear connections. Since these can be pulled right out of an AISC book we do not detail the connection. There are two ways of giving the design load for the connection. One is to give the reaction of the actual beam. The other is to state that all connections shall be designed for one half the shear value given in the AISC Uniform load tables found in the manual. My preference is to give the actual design values so that economy in connections can be achieved. However, this is only for shear connections. All other types of connections , such as bracing, moment connections used for lateral support, etc, need to be detailed on the dwgs. in some fashion. One reason for allowing the fabricator to design the connections is that it allows them to use their most economical method of fabrication, whether it be welding or bolting. It makes the bidding more competitive. I do verify the capacity of all connections when I review shop dwgs. to ensure they are sufficient for the design load. I do recall reading in the SEAOC Blue Book this weekend about the requirements for all connections to be detailed on the dwgs. For simple shear connections this would make a lot of busy work. __________________________________________________ Richard Lewis, P.E. Missionary TECH Team rlewis(--nospam--at)techteam.org The service mission like-minded Christian organizations may turn to for technical assistance and know-how.
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