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Thanks KootK, I will make this change. With respect to hokie and Mike's comments on the moment arm, hokie I think I see your point about using the riser dimension, see attached picture. Would you agree in the approximately 3.4" moment arm? Drew Dudley, P.E...

Luke: The glass is monolithic fully tempered glass with a modulus of rupture of 24,000 psi. The IBC requires that you use a safety factor of 4, so the allowable bending stress is 6,000 psi. I am using elastic beam theory equation to derive the stress demand. To account for the concentrated...

dhengr: There are (2) embedded standoffs per tread so essentially 1 standoff per linear ft of glass guardrail. I am using a couple between a standoff at an upper tread and the standoff at the tread below to resist the overturning moment. so, in short, yes I believe that if I can get the screws...

I am familiar with NDS §11.5.2 End Grain Factor, Ceg which requires a reduction for screws fastened into the end grain but what if the main member is a laminated section? Can the laminated section be treated as solid section? It would be my assumption that if you are near the joint between two...

I would appreciate tips on the best software to track proposals. Ideally it would have the ability to assign probability on whether the project will move forward so that I could use it to gauge my backlog. Drew Dudley, P.E. www.dudleyengineering.com

It sounds like you have done what you can as far as covering yourself, however lets say that for some reason the owner at a later date gets upset with you or turns around and sells it to another owner that does not care what the previous owner told you. If brought into court, as others have...

"I figured that if the governing city does not require a soil report and the client does not provide one, then as long as the engineer makes reasonable assumptions that they are not legally liable for damages as long as you have designed the foundation per code according to your reasonable...

Thanks @JoelTXCive. I have come to a similar realization as you. Even if we are not doing post-tension I still prefer to determine the moment, shear and deflection with the PTI method.

WRI TF 700-07 ( Design of Slab-on-Ground Foundations) states "It is considered imperative that a soils investigation be made on any site on which a design is to prepared". They reiterated this point in the 1996 update. ASCE Texas Section has a publication "Recommended Practice for Design of...

Typical practice in my area is to utilize #4 rebar stakes to chair the post-tensioned tendon in the bottom of the grade beams (3" clr cover). The PTI Construction and Maintenance Manual for Post-Tensioned Slab-on-Ground Foundations (PTI DC 10.2-06) appears to approve the practice in Fig 5.13...

Thanks all for your input. As this was a small job and the fees are very competitive we do not currently have any remaining fee in the budget to meet with the inspector. Should I ask the owner for additional fee to placate the inspector? On commercial jobs we add fee for items such as this but...

We are having an issue with a building inspector in a small beachfront city. Backstory: We are the engineer-of-record for the two story wood framed house on top of a concrete column pedestal in a FEMA Coast V Zone. The pedestal is at 20' above grade in order to be above the base flood...

I agree with your logic PengStruct. Can you tell us what the original epoxy was and the replacement?

Thanks for the input, I will insist on pre-drilled holes.

I have a condition where the low end of a high roof and the high end of a low roof meet and there is only 12" clearance between the two. If this gap were larger, I would just have both a high beam and a low beam to pick up each roof respectively. The other idea I had was to use a single high...

That was my suggestion but they wanted to see if it was possible without pre-drilled holes.

See the attachment for a snapshot of the detail.http://files.engineering.com/getfile.aspx?folder=62505953-24c1-4675-9d82-3ad5dacba59e&file=Wood_Tread_on_Steel_Plate.jpg

I am designing a "floating" staircase which utilizes a 3" solid wood tread on top of a 3/8" steel plate. The client would like to use a flat head self-drilling or self-piercing metal screw that they would attach from the bottom. I have only been able to find screws that are certified for...

I have a job which will have very steep (8.75:12) roof framed out with steel joists. I am working on the detail and would appreciate it if you all would review the attached details and provide your input/recommendations. My primary concerns consist of: Diaphragm shear transfer at the...

My advice would be to include the detail and let the contractor propose an alternative if they like. In our market, the good framers will ask for this even if it is not shown.