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What is typical practice for connection design in the Midwest - fully design connection or provide forces (performance spec) for connection to be design by Contractor's engineer? In the East Coast we typically only provide forces. Thanks

Of course I checked shear, that wasn't my question. We also don't have a solids FEM program here - only shells. I am going to increase the size.

I have a 10" steel rod spanning 10" with a uniform load. If I think about this problem as I would a deep concrete beam utilizing deep beam theory - as a compression arch, I am fine with the combession stresses. I also evaluated it as a bending member and found my stresses were...

This is due to directionality factor imposed in the ASCE-98 code for both ASD and LRFD. ASD IBC2000 refers to ASCE-98. The 1.3 factor is applied to the wind to account for the -15% directionality factor in the ASCE-98 code. (1/0.85 = 1.18 rounded way up to 1.3) The previous ASCE-95 code did...

Both IBC and BOCA do not address the question how does foundation type effect the soil/site class. Suppose I have building on very soft soil - one with battered piles to rock and another building with spread footings. Do I really have to design those buildings for the same lateral forces? I...

After dewatering 4" of water we found the source of the flood. There is a crack in the basement slab around the permeter or a depressed area ( about 2' x 2' x 6" deep). This depressed slab has I believe contains 3 capped sewer pipes. The water is coming in this area because of a...

What is the best way of treating timber decking for a pedestrian bridge. Power wash the decking and then treat it with a water proofing agent or just use something like linseed oil and let it soak in? Stiff brushes and wash the decking then treat it?

Why not check the punching shear capacity of the concrete alone (phiVc)? Use 4sqrt(f'c)pd where p is your perimeter according to ACI and d is your average depth.

CSI can do this for you, I believe. Just send them the s2k file.

I would recommend doing a parametric study using 1/2 the furnished k-value and up to 5 times the amount. It is very difficult for the geotech to provide elastic design parameters and subgrade responses.

Thank you SamDamon! I apologize for framing the question so general but wanted as much info as possible. The rebar exposure from the underside is about 10% of the 10,000sf space in random areas (typically between spans). The bars look as if they are a triangular mesh draped over steel beams...

What is the best way of patching up slabs? Materials? Do you need to chip out concrete around each bar? There is some minor corrosion. Also, the building is not exposed to the elements.