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Can anybody point me to a publication somewhere that has lateral loads for garbage. I'm working with an incinerator complex with upwards of 80ft deep pits with interior walls that will only have garbage piled up against them and using a soil load seemed a little too conservative. Thanks in...

I have an existing 1920s building where the floor framing appears to be concrete pan joists and the designation on the drawings is 12" TILE - 2-1/2" SLAB...Is anybody familiar with that? Is that saying the total depth is 12"? Was there a standard width for these I couldn't find it on the...

Thanks for some of the responses everyone. Being that I was in a structural engineering forum I admit I didn't anticipate PTA's being so controversial...lol (that's laughing out loud for the acronym averse)

More than once now I've gotten complaints from contractors on the use of PTA's attached to the bottom flange of a steel beam. Their argument is that once the masonry gets up to the beam its not possible to grout the bond beam course immediately below the beam due to it being blocked by the...

Here is a sketch of what I was talking about. Now that I've sketched it out I think I just need tie rods connecting the foundation to the opposite side instead of going into the slab assuming I can get the overturning to work out. Thanks for your...

I have a condition where the pre-engineered building we have is on a sloped grade but the architect wants the rigid frames to be the same size so at one end the pier comes up to grade and then as the grade slopes down the top of pier stays at the same elevation until the last rigid frame is...

AISC 360-05 Appendix 6. The .004P is a concentrated force but like I said I'm not sure if I'm looking at it correctly.

I have an 80' clear spanning wall with steel x-bracing and I'm trying to locate a reference for the stability load required for out of plane forces at the brace connections in the columns (occurring at 20', 40', and 60'). I've looked through Appendix 6 but I wasn't sure if it was just a...

dik - Yes but unfortunately the GC is acting as more of a push through as opposed to actually reviewing. UPDATE - I asked the GC (who didn't know what BFA was either but it looks like from nutte that "Back From Approval" sounds right) and he explained that the fabricator just wanted to make...

I recently sent back review comments for a steel shop drawing using a comment sheet I attached to the drawings and I got a response from the fabricator saying that they need the drawings BFA marked up per AISC? What is BFA and are there some Code of Standard Practice requirements that I'm...

I'm a little out of my discipline here but I'm looking for a good text on designing pressure vessels per ASME sect. 8 div 2 and also a text that goes through both flange design and how to deal with localized stresses. That may be more than one book but I appreciate any direction on this.

I'm actually curious about the IBC 1612.5 section that refers to flood hazard documentation as well as the 1612.4 flood design section and wether or not ASCE 7-02 can be used or if ASCE 24 has many more requirements not stated in ASCE 7. I'd apprecciate any discussion on these topics.

I have a general procedural question. I'm curious how other firms are handling the shop drawing process in terms of the time it takes to transfer comments to the 6,7,8,9+ sets of shop drawings that come in for review. When we run into things like 200+ page structural steel submittals that come...

I've been looking everywhere for a Moody Table (i.e. plate analysis) book but can't find one anywhere...could somebody point me in the right direction. Thanks

I'll be taking the Structural 1 PE in October and I have the NCEES practice problem book but I can't seem to find any others. Does anyone know where I might find them??

When going through PCA's "Circular Concrete Tanks Without Prestressing", there does not seem to be any accounting for loads on the outside of the wall. I've heard references to compression ring action which makes sense but could someone tell me where I could find some documentation on...

I'm designing an underground rectangular concrete tank using Moody Tables and I have a condition where the fixed end moment of a wall is 60 ft-kips and the FEM of the adjoining wall is 20 ft-kips. After I redistribute the moments, my balanced moment ends up being 42 ft-kips. Now my question is...