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Yes, control joints are probably best solution to keep the two walls separated. If you want to connect them together, use pieces of steel angle with epoxy anchors drilled into the CMU cells. the angle would need to have long enough legs to get anchors away from edges of CMU (say L8x8)...

Correct, assuming it bears fully on the pile cap, then N=300mm. Again, go download the AISC Examples PDF. It contains examples for almost all steel calcs in the Manual. Very useful in clearing up questions like this. Good luck.

Assuming you are looking at 13th Edition of AISC, Section J10.2 & J10.3? - The value 'N' is the length of bearing. So, for example, a beam bearing on 8" CMU walls supporting a concentrated column load at it midspan: You would need to check the concentrated load at center (column load, where...

Thanks to all for the input. Very much appreciated. Go GIANTS!

One-way slab spanning to beams. Single-story roof structure. No, mild reinforcing. We have the record drawings, but only the Plans & Section Sheets. The Plan sheets refer to the "General Note Sheets" for design loads and strength properties, but we do not have those particular sheets.

Hi, checking an existing single-story concrete roof structure built between 1981-1983 in eastern Virginia, USA. I know that both Grade 40 and Grade 60 rebar was available during that time period. Does anyone know if Grade 60 was the 'standard' during that time? We don't know the rebar or...

What about slightly oversizing the End Plate and fillet-welding instead?

correct, IBC 06 & 09 both reference 7-05. ASCE 7 committee has decided to go on a 5 year cycle versus the typical '3 year cycle'. Note that ASCE 7-10 has significant revisions (wind load provisions)

Yes, there are specific insulation boards rated for compression loads. We did some of these for Frost Protected Foundation design - it is ASTM C578 and there are various types (can't remember which types are load bearing. ASCE 32-01 doesn't allow Types II and X) Here are some properties from...

Agree with Toad and Willis. If column base has more than 5-10 kips, a shear lug is specified (typical for braced frames). Contractors may complain that it is 'hard' to do, or they don't know how to do it, but it is done everyday (more common in some regions than others). They can either...

I have not done this before, nor am I in a high seismic region, but I looked thru ASCE 7-05 as you referenced and looks like you could use R=1.5 for Ordinary Steel Concentrically BF with unlimited height and R=1 for Ordinary MF with unlimited height - both of these reference AISC 360. Reading...

Is there a bond beam at the top? Is the CMU reinforced or unreinf? How old is the wall? Any control joints or cracks in the wall at/near this location? How much load on wall, how many stories, etc..... An elevation like Mike said would be helpful. Without knowing above, I would limit to...

Ron and Sandman's logic sounds reasonable (although couldn't find ACI 530 reference - I only have 530-08 so maybe it has been revised?). I agree that you wouldn't want to go too far out - the masonry would have to also span horizontally to get the load there. I looked in Masonry Design's guide...

See section 7.4.5 of AWSD1.1 for distances and tolerances. Did your drawings show or indicate the studs to be centered? I didn't see anything in AISC Code of Standard Practice. What else did you reference on your Drawings or Specs?

Agree with FRV: On structural drawings, I would show the (future) extents of the mezzanine as well as the design dead and live loads (in PSF). Also, show the column concentrated loads and locations on the planks for the plank manufacturer to design. Think of it this way: 10 years from now...

Agree with TX Structural. Wind direction perp to walls: Use partially enclosed structure, GCpi=0.55 Wind direction parallel to walls: Check as a Free standing roof Element/canopy (uplift will likely govern).

Agree with A2 and MSquared - the contractor should be able to locate the bar using special equipment (most local concrete testing agencies probably have this equipment). If they absolutely must hit the bar(s), then you would need to calculate the wall forces (per code) and determine the...

What about Shear Friction if there is longitudinal reinforcing?

Did a quick search and found this: http://www.pci.org/view_file.cfm?file=JL-80-MARCH-APRIL-10.pdf not sure if it would help. I do not have any other information that would help you. Have you tried contacting PCI? Sometimes they have old publications that you can purchase or access.

The owner can change this to something else, such as a classroom or office space, but the floor will still be 'spongy'. When you say spongy, do you mean bouncy? What is the floor construction? Slab on deck on steel joists? Wood joists and sheathing? Can the span be reduced from below...