Recent content by Hercul3s

Hi All! I'm designing a small concrete structure in Brazil (concrete frame). The typical steel reinforcement used locally is stronger than fy60 used in the US. They use CA50 (= 500MPa), which translates into 72.5ksi steel. Also, the local code (NBR 6118) allows a minimum steel ratio (Rho) of...

Could anyone post a screen shot (snippet) View of Design Strips with their widths showing, in a small building? Thanks again!

I had a few of questions regarding ETABS and SAFE: 1. Is it safe to rely on ETABS alone to analyze/design concrete slabs in building? 2. If you use SAFE for the slab design, being that column locations in a concrete building are rarely on a straight line, is it necessary to draw Design Strips...

We don't have details for the waterproofing yet - it's maybe too early for that. Right now the instructions are to "consider waterproofing between beam and slab". I agree with both of you, jayrod12 and phamENG: running the waterproofing down the sides of the beam and sealing it should be...

Hi All, I have to design for shear friction to transfer base shear forces from "collector grade beams" (at the base of lateral frames), back into my slab on grade. The beams are not imbedded into the slab - the slab sits on the beams, so to me, this is an issue of shear friction. The problem...

Yes[smile] I know, but the owner is trying to avoid that as the project is very small..

Hi All, How can I verify the bearing capacity of soils for placement of foundations on a small project? I'm working on a project that involves underpinning of a foundation wall. How do I know that the subgrade is adequate (has the minimum psf allowance) for placement of concrete on the...

Great! Thanks guys, for your help!

Great! Thanks darthsoilsguy2!

I need to build a CMU wall, starting on a steel beam. Can anyone tell me what is the best way to connect/start my vertical steel on the beam top flange? (Vertical rebar running in CMU cells). Should I just weld the rebar to the beam? Thanks!

I am reviewing shop drawings and the contractor is proposing to use 1/2". I'm used to use 2 ~ 3in (1 inch in real light applications), and I thought that was 'strange'. This is a light application, with a load of +/- 50 kips. The Contractor's proposing to use Hilti grout. I just did a search...

What are the limits for thickness of non-shrink grout layer under column base plates? Can anyone recommend a Reference??

Thanks guys! Sorry for the late response - I was away during holidays!

Is it necessary to have Expansion/Contraction joints in CMU backup block walls in a Composite Wall construction? (Brick Veneer and Backup Block) In other words: if the CMU is not exposed to weather and is an "interior" item, are vertical joints still necessary? I couldn't find a code section...

The architectural drawings are in their very basic / conceptual stages. It's actually a parking garage, and all they have at this point is 3 versions of One plan view with different square footage. Does this help? Thanks