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Thank you for your responses. In 25+ years this is the first report that I have questioned. I have a call into the architect to set up a meeting between all parties. I don't mind talking with the geotech directly, I just want to make sure other people are aware of the questions should...

I would post this in the Geotechnical forum., but that forum isn't as active as this one..... I have a project that I am designing a foundation for. The project is a single story industrial/manufacturing building that will be constructed using a metal building. I received the geotechnical...

Yes, that is a pour stop... and yes, the 39" does account for the pour stop and the slab opening

We don't have hand calculations, but we did run this through a modeling software.... and, as suspected beff = 39" I suppose we could just say the beam is no longer composite and reinforce the beam accordingly. Currently beam is W18x35 and needs to be a W21x44 if it were to be non composite.

We did not run hand calculations on this particular beam..... but I am guessing, if I dug into everything the effective width would be much wider than the proposed concrete section with the cold joint.

I have a project under construction that utilizes composite steal beam and deck (concrete slab supported by composite steel deck on steel beams with nelson studs). See attached photo. For whatever reason, the contractor decided to pour a cold joint right at the edge of this composite beam...

Well, if we need to change the end connection around then we will need to make sure the end connection works properly. The client would like to bolt a large block through the existing column with 4-1" dia bolts.... I need to make sure the bolts work, and come to terms with the eccentricity...

I have a client who needs to do some work on an old post and beam structure. The client, a restoration contractor, is looking to removed and replace some beams that are 150+ (maybe even 200+) years old. These beams are sagging and have some shear cracks at their ends. The client is extremely...

Punish the contractor... Trying to stay out of the mud, but I can't sat that didn't cross my mind. If I'm going to believe in brackets and bolting to the existing concrete using post installed anchors then I might as well believe in shear friction. I am going to push for adding a column to be...

Based upon this discussion and what I can figure we have a demand of: Vu = 31 kips Of we use shear friction with saying the concrete was cast monolithically (mu = 1.4) and normal weight concrete. 1-#8 bars will provide a shear friction resistance of phi Vn = 49.8 kips. We have a whole bunch...

As far as I know, they placed all of the intended reinforcing 4-#8 top 2-#8 mid/skin 4-#8 bottom with #3 ties at 10" o.c. Beam is 2'-2" tall x 16" wide So yes, the chamfer is just eating into the concrete cover and reducing the concrete shear capacity.... but there is now a vertical...

I have a project that is currently under construction that I designed over 4 years ago. In the infinite wisdom of the foundation contractor, they decided to install a contraction joint at the end of a concrete beam in a foundation wall at the location we have a integral concrete beam...

Honestly, compared to the column cap we were about to specify this hanger is a far more economical option..... It's the only hanger I have found so far that will fit the 3-LVL's we are specifying.

I have a brief question regarding Simpson Joist hangers Due to some design constraints, I would like to connect a beam to a PT column using a concealed joist hanger. I can't find anywhere where this is prohibited.... or, for that matter, allowed. I have a few different instances on a project...

So the mfr is saying the increase in capacity is due to the increase in the yield strength of the material........ makes me now wonder what other manufacturers are using for their yield strength. I don't want to rely on these numbers only to find some other manufacturer is using a lower yield...

From what I can tell, for 18ga, the steel thickness did not change (t = 0.0474 inches). So I don't think that is the issue. The second table lists ASD, so we appear to be using the same methodology (not an ASD vs LRFD thing). I am not sure what the FOS is in the second chart as I find the...

I just find that most people are not doing their job anymore. It's top to bottom industry problem. People say they will do the work.... then just not do it and pass the buck.... and if you think design-build will be any better.... I got news for you, it's all the same. I would bet, most...

I am currently trying to rough out the design of a small single-story retail building. I am check the diaphragm and I am calculating a demand of roughly 850 plf (allowable) which is quite high. Currently, due to loading issues, I have open-web steel joists spaced at 3'-0"+/- o.c. I opened up...

I have this book and have used it quite a bit over the years. The copy I have doesn't have much in regards to the design of the stops. Maybe a few paragraphs about what the design force should be. The detail located in the DG is bolted as well.

I have a building I am designing with a small bridge crane inside. We are being asked to provide a detail for the end stops of the crane. The crane manufacturer has provided the force that needs to be resisted of 3,000 lbf (not exactly sure about the height.... but it looks to be applied 7"...