Recent content by NCIndiana

Thank you all for taking time to respond. Generally in accordance with prudent thinking that I anticipated.

Approximately 15ft tall MSE bridge abutment wall (non-load bearing, enclosing a pile and pile-cap system), observed during construction that it was going up slightly off plumb (away from fill), but visually perceptible when looked at carefully. After erection, it has come up for situational...

It has received interest from insurance companies. There is mention that "water infiltration" has in some cases caused structural degradation in roof framing members. I would like to hear real life experiences.

I am looking for anyone who has experienced or heard of structural complications caused by green roofs. Talking about design of new structures. Unintended consequences. Gaps in codes. Adverse structural effects in structural maintenance, etc.

Does anyone have any design specification or allowable stress information for Ash wood, by any code or agency?

I am looking at a 1 1/4" diameter anchor bolt (A307). Contractor failed to provide enough threaded length above the concrete pour, therefore I am not able to thread the entire length of the heavy hex nut (1 1/4" thick) above the base plate. Is there any guideline on determining the pullout...

What are benefits and pitfalls to watch out for when using Hydronic Tubing Heating in concrete slab on grade?

ChipB Yes, I would like to receive your spreadsheet. I just could not figure a way to e-mail to you. My address is, with proper modification, mmp(deletethis)@troyergroup.com Thank you.

The WWF is strictly to satisfy shrinkage requirements. If the metal deck is a composite member, I would include that in the area of steel resisting shrinkage of concrete. However, if the metal deck is strictly a form, the WWF becomes a more structural component, in the sense that, if the...

Is there any design guide/tool/analysis that adresses Single Plate connections to Tube Steel Columns? I am particulary interested in welded single plate connections against the side of the tube column supporting beams in shear connections. When do we get beyond what is reasonable for the tube...

Is there any design guide/tool/analysis that adresses Single Plate connections to Tube Steel Columns? I am particulary interested in welded single plate connections against the side of the tube column supporting beams in shear connections. When do we get beyond what is reasonable for the tube...