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For lag screws into the top of a multi-ply wood beam, must one account for the minimum edge distance of each ply i.e., must the lag hit near the center of an individual ply, or can they be placed 1.5D from the edge of the whole beam, even if that means they hit too close to the edge of a ply?

I have an opportunity to help out a contractor friend. Without going too deep into why, they need to remove the face shells from an existing reinforced jamb and replace them with ground-face block (see attached photo). The EOR is concerned that doing so will create a cold joint and prevent...

racookpe1978 - that is correct. There are no visible distortions in either the web or opposite flange in either location. And you are correct, there is a much smaller dent in the top chord photo. I was focusing on the two areas with the greatest damage.

I have a steel roof truss with top and bottom chord members fabricated from W12x96 shapes (A992 steel). After erection, but before roof decking was installed, there was a crane accident which resulted in the 1-ton overhaul ball swinging around like a yo-yo and impacting both the top and bottom...

Thanks for the input guys. We had some good solutions/ideas from both forums. I had a guy w/ a pressure grouting company come out this afternoon to give me an opinion. He agreed with my fears of using the kind of pressures typically associated with real "slab jacking" techniques that close to a...

Thanks Mike. I agree about the compaction - especially against a vinyl pool. My intent this morning, to try and get a flow rate on the water. I just don't see how it could be coming from the pool. I think I would have noticed that much water going out.

Sorry about the issue with the photos. I would edit the original post, but I don't see that I can. Here they are in order.

I'm going to post this in both my favorite home improvement forum and in my favorite engineering forum because at least 5 of you guys are going to come up with a better idea than I've though of. This is my house, so it's my nickel. See the problem...

Thanks everyone for their replies. After a conversation with the architect this morning, it is entirely likely that a real geotechnical report won't be available until after our bid documents are due. Fun, right? That said, it looks like we are going to do just as PileBuckEngineer and Teguci...

We are starting design on what is mostly a fairly straightforward light industrial building - steel frame, metal panel skin, etc. One of the pieces of equipment that will go into this building requires a 10' square x 40' deep shaft. This is outside the range of anything we've previously done...

I've searched here and in a ton of literature, but I can't find a definitive answer to my question. I have a building in which the columns receive only axial gravity loads (no significant moments or net uplift). The erector is installing the columns per our typical details which call for 3/4"...

I have a warehouse/industrial building that is load bearing tilt-up with joists and metal deck. ASCE7-05 12.11.2.2.4 disallows the use of the deck as the continuous tie between diaphragm chords in the direction perpendicular to the deck span. This makes perfect sense, as the deck would buckle...

Thank you, ash060. That's what I thought, but just got a bit worried when I didn't see that explicitly spelled out.

A client of mine has asked me to look at a stair railing with a rather unusual design. In trying to break it down into simple parts, I need to check the bending strength of a 3/8" x 1 1/2" rectangular bar about it's strong axis. AISC 13th ed., section F11.1 covers yielding for rectangular bars...