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Hello All, I was at a recent site visit and noticed closed spaced steel columns that appear to have inverted T-shape stiffeners near the bottom of the column. Please see attached pic, any ideas as to why this was done?

Hello every one, I have a concrete slab that spans between steel beams. The contractor on site is splicing the main rebars at same location (please see attached sketch). Is this okay or is staggering splice locations required by ACI? According to CSRI manual of standard practice, it is left to...

Thank you all for your insight and inputs!

Hello All, I have a concrete slab where the top surface is exposed to weather, however the bottom surface is not exposed to weather. Keeping that in mind, does the ACI allow me to have a smaller cover at the bottom? Since bottom surface is not exposed to weather? Thank you!

All, Thank you for you response. I do realize now that the snip shows tight fit at compression flange. However I have noticed that standard practice is to weld comp flange to stiffener, and just wanted to see what the reason behind that standard practice is? If you have any literature to refer...

Hello All, I have a question about intermediate stiffeners in plate girders. Is there a benefit of welding of the stiffeners to the compression Flange? Tight fit vs welding? which is better design and why? Please see attached snip for your reference. Looking forward to hearing your thoughts...

Thank you all. The direction we are going is different than indicated. PLease see attachedI pic. How would i go about modeling the cross framing between 2 beams that are running parallel...

Sorry that was just a schmatic to get my point across.

Hello All, I have a question about how I can add horizontal bracing between 2-W 36 roof beams that are spanning parallel to each other. I have modeled this on sap2000, so i need to make sure when i add the bracing, they are attached to the top flange of the W36 and not the centroid of W36. See...

Thanks for your response! I made sure that self load isn’t counted twice. My concrete structure is only moment frame and has no shear walls that’s why I am struggling to bring the period down to 3-4 seconds. At the moment the period is approx. 5.5 seconds. I wasn’t aware that I had to allow 30...

Hello Fellow Engineers. I had a simple question. I performed Seismic analysis on a 30 story building using 2 methods mentioned in ASCE 7-10 using ETABS; Equivalent Lateral Force (ELF) and Response Spectrum Analysis (RSA). I was expecting the base shear from RSA to be lower than ELF base shear...