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By Mazhar Amin · Posted
Dear Members, I am currently designing a warehouse with a span of 125'-0". The structure is being modeled as a metal building. Deflection is within allowable limits, but 6" deflection could disrupt roof components. Reducing the deflection further makes the metal building design uneconomical. To address this, I'm planning to design truss frame for comparison. Could you please recommend a suitable type of truss to resolve these issues? Additionally, any special guidelines for truss design would be greatly appreciated. Thank you in advance for your assistance. -
Hi there, I had the same issue, and the FEM results in tables are per unit width (1 m), so Modeled the strips with 1 m width, and the results are way much different (almost 50% less than those on fem results table !! so what would be the problem? -
Did u find the proper way . what should be the modifiers for wall resisting soil load in one side of building. since its part of building what should be modifier used -
By Muhammad Hashim · Posted
N/C stands for Not Calculated. It could be due presence of line load or any structural element like beam on that joint. There is the possibility that the joint didn't have any axial load assigned. You can check for these things hopefully you will get the required output. -
By Sher Afghan · Posted
AoA Everyone, I need some guidance in modal Analysis. I am assigned to modal a structure in zone 2B region. After successful modelling, My first 30 modes is neither translation nor torsional. I have go through the model to find the error but it is all correct and according to the architecture plan. Can someone guide me. What should I do to make the first three modes as translation and torsional mode. My structure has 4 floors including 2 basements. -
Engineering should focus more on practical experience and real-world applications, fostering a passion for innovation rather than merely preparing graduates for theoretical knowledge. -
By josem wily · Posted
Sure! Here's a human-like reply for the forum: Has anyone come across a good video tutorial, PDF document, or any reliable source for learning the modeling of the strut and tie approach in SAP2000? I’ve been searching for some practical examples but haven’t found a clear guide yet. Any suggestions? Also, am I missing something important or making any common mistakes while using this method in SAP2000? Sometimes, it feels like I’m not getting the load distribution right. By the way, if anyone needs help with utility-related stuff, you can check out my website FESCO Bill for info about billing services! -
By thinn pwint · Posted
Hi all, Did u all encounter this kind of error before in etab? I tried to figure out and cannot solve it. If anyone hv solution kindly let me know . Thanks, Thinn -
By Waqar Saleem · Posted
Hi, You can add two columns at ends of window where circles are marked and add beams, one beam could be cantilever and other can rest on it or both beams could be cantilever. -
By Waqar Saleem · Posted
Hi, if RC column you go use maximum reinforcement or can use composite section with W section steel member.
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