Recent content by StructuralEngGuy

Thanks for the reply Jittles. I agree with you on both counts. I think the 100/30 combination is a good compromise, although I can see some Building Officials taking a more strict interpretation of the provisions and requiring the full brace capacity for both braces.

AISC 341-05 section 8.5a requires column axial anchorage to be designed for the required strengths of the steel elements connected at the base. In the case of a SCBF, this would be the summation of the required column strength per section 8.3 and the vertical component of the brace connection...

Hello all! I have a question about the attached bracing configuration for a SCBF system. For a SINGLE story structure, would this bracing configuration violate the requirements of section 13.2c of AISC 341-05? In my opinion, it does violate the requirement because the load path will result in...

Thanks Ron and Hokie for your responses! The RH is currently between 92% and 96% and the PH is between 11 and 12. The manufacturer requires the RH to be between 75% and 85% and the PH between 7 and 11 to honor their warranty. We do have a vapor retarder beneath the slab. I will suggest some of...

Hello All, I have a project in construction with a slab on grade that is ready to receive carpet and other finish materials. The contractor tested the relative humidy and PH values of the slab, and they were higher than those recommended by the manufacturer. The manufacturer will not honor the...

Hi all, Does anyone know if there's any code requirements for the surface where the CMU will sit on a concrete slab? I.E. does the concrete surface need to be roughened to a minimum amplitude? Thanks!

Dear All, I am modeling a sloped metal deck in ETABS. My first question is, do you all typically use a shell element to do this or the ETABS built in Deck Section modeler? For those that use shell elements, what method do you use to come up with an equivalent thickness of the deck to assign...

Spats, the total size of the largest panel is 17'x11'-8".

Hello All, I have a steel framed tower that will be clad with precast concrete panels. The floor to floor height is 11'-8" on the tower. The maximum width of the panel is about 17' per the architectural elevations. I'm planning to use 5" panels with 3/4" reveals. The panel design is delegated...

Thanks. I was thinking battered piles as well. The geotech report noted the lateral capacity would be 40 tons at 1" deflection. The tested pile is deflecting 1" at just 16 tons. The geotech is going out to the site today to see what he can do.

Hello all, I have a project with 30' deep piles currently in construction. The contractor has driven test piles and is testing them for lateral load capacity in accordance with ASTM D3966. He has indicated that the piles are failing the required capacity miserably. I am having him test another...

Nevermind, found my own answer in IBC 09 section 1908.1.9. Thanks Anyway

Hello all, Just wanted to get some confirmation from others that the requirements of Appendix D are not required for non-structural element anchorage. I am hanging an LCD screen from an existing concrete over metal deck floor. If I have to follow the requirements of App D and apply the 0.75...

Does anyone have any insight on aggregate base under a building slab (used as a capillary break) being substituted with CMB? My research so far hasn't turned up anything negative. Thoughts?

Thanks all for the valuable responses...much appreciated. pwht1: this is for commercial use. the stud walls (cold-formed) are all non-bearing.