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- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Greetings!
- From: <jwhitty(--nospam--at)itac-net.com>
- Date: Thu, 5 Oct 2000 10:49:54 -0400
- Disposition-notification-to: <jwhitty(--nospam--at)itac-net.com>
Arman, I've been using STAAD for over 10 years with much success. It is my primary tool used for structural analysis and design and I've developed much confidence in it over the years. I'd be glad to answer any questions you have. E-mail me directly and we can discuss. With regard to your question concerning communications towers - I believe your methodology is correct. The diagonals should be modeled as 2 force members and the columns or posts as flexure/bending members. Couple of things though, be aware of joint instabilities and make sure all of these "kinks" are worked out before you finalize your design. If you are using the latest build of STAAD - it has a compression only spring for elastic mat. Be certain that you verify that STAAD is assigning the proper stiffness to each spring. The spring support generation algorithm is based upon the "convex hull" supposition. If the surface your modeling does not meet the convex hull criteria, ie, there are no internal angles in the polygon exceeding 180 degrees, you will not get the proper distribution of loading across the mat. Please email with other questions. John Whitty, P.E. -----Original Message----- From: arman s rivera [mailto:asrivera(--nospam--at)edsamail.com.ph] Sent: Friday, October 06, 2000 1:49 AM To: seaint(--nospam--at)seaint.org Subject: Greetings! Dear fellow engineers! Greetings! I am Arman Rivera, a practicing structural engineer in the Philippines. Our firm recently purchased the software Staad Pro 2000 and from the limited hands-on I have had on it, this software is remarkable. However, as I've been reading the manual that came with the software, I have many questions regarding it. Is anybody familiar with Staad Pro 2000 that won't mind answering questions from a novice user? I've been using Staad Pro 2000 to design communication towers. My first question is, should the tower be classified as SPACE or TRUSS? What I've done is to treat it is a space and then assign the moment releases at the end of the diagonals and verticals only (not the main posts), so that these members would carry only axial forces. Is this correct? My next question is on the support conditions. I have modeled the mat foundation using finite elements in Staad Pro 2000. I have defined the joint supports as ELASTIC MAT by specifying the modulus of subgrade reactions (kv). Given the allowable soil bearing capacity, how is the modulus of subgrade reaction computed? I have many more questions regarding this software, any help you could give me would be greatly appreciated. Thank you very much. Regards, Arman S. Rivera __________________________________ www.edsamail.com
- From: arman s rivera
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