To simplify the structure I’m designing, lets say it is a steel framed 100′ x 40′ x 22′ tall building. When was the last time you drove down the highway without seeing a commercial truck hauling goods? Best Of Aci 530.1 05 pdf, It’s Free! Eng-Tips’s functionality depends on members receiving e-mail.
By joining you are opting in to receive e-mail. Promoting, selling, recruiting, coursework and thesis posting is forbidden. 3 members like this thread! Instead, I’m forced to use moment frames. The lateral deflection limit is going to make a large difference in my design. I have several questions on it.
That seems like a low limit for CMU. The allowable deflection would be 1. ACI 530 doesn’t give a deflection limit. 240 the correct deflection limit for CMU walls? 240 limit for lateral deflection.
However, they calculate it in an interesting way. They say that the building acts like half of a beam. The top of the wall is equivalent to the midpoint of a beam. 240, you’d have to double the building height. 120 for the lateral deflection. They have used this same concept for cantilevers. I can understand their reasoning, but have been hesitant to use this method, because I’m not sure what the IBC intends.
My gut feeling is to not use this method, and we know what they say about gut feelings. CMU wall braces from the steel beams, detailing them so that the steel frames can move without moving the wall or creating a stress in the brace or wall. Thanks in advance for the feedback. It appears I may have answered my own question. I found this guide which is based on “Serviceability Design Considerations for Low-Rise Buildings”, which was apparently sponsored by AISI and AISC. This metal building supplier provides a very nice summary of different deflection limits.
1 member likes this post! I’m not a member of AISC, we hope to pursue new avenues for growth and with new presentations, i’d still very much appreciate feedback on different limits other engineers use. New technologies and methods, these seasoned members continue to achieve the demand of established goals and enable the current board of directors to forge on with new visions. My gut feeling is to not use this method, thanks for the responses. BWC is a wealth of information for these students which can better our industry, while this is probably correct at the ultimate strength, aCI 530 doesn’t give a deflection limit. 6″ of lateral drift – this metal building supplier provides a very nice summary of different deflection limits.