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Put a steel face plate on the face of brick to weld the channels to. Send 1" dia,. steel rods (or similar) thru the brick to some steel plate system on the wood studs and inject the holes with caulk/ epoxy. This is what I see pretty commonly on premanufactured shade structures to help limit...

I reinforced a PEMB column one time like this. We removed an interior column and distributed the load to the two adjacent interior columns. To gain the additional capacity (reduce the buckling length), we encased the bottom 6' of the steel post columns in concrete to restrain buckling and sold...

dold, Nominal capacity (as posted by Simpson) is 43 kips apiece, or 86 kips. That was the average value at failure, so I am putting a 1.2 factor on that for a total nominal load of 103 kips. I agree that 140 kips is much larger than this and it should be fine, but just wanting to get some...

bones206, the nominal capacity of the hold downs I am using is 86 kips in tension and I am putting a 1.2 factor on that to include a safety factor. The nominal capacity of the welds I am sizing are meant to match/exceed the nominal capacity of the hold downs. The full intent is to develop the...

@canwesteng, I agree under every other circumstance. However, I am designing a host building component to separate from the storm shelter wall and am welding some simpson hold downs to an embed. plate in a storm shelter. I believe the hold downs will fail before the welds, but my office all...

Is anyone aware of a material over-strength factor for 70 ksi welding rods? Something similar to how ASTM A992 steel has an Ry = 1.1 and Rt = 1.1 that is published in AISC 341 but I can't find anything on welding rods. I am needing to design a component to withstand the full strength of a...

I really like that approach that is more of the minimal effort / information but good CYA language. I guess I was operating under if there is a subpoena, there wouldn't be an opportunity to get in the design files and print them out.

You didn't have to say it out loud, LOL! It does require a certain code of ethics operating under these type of contracts. Usually, these are projects in which a clients budget is established up front and the design team isn't to go over that budget. That is the "check and balance" with these...

Just curious what others practice is.. When we design structures using Risa, Enercalc, Tedds, etc., are you all printing out design reports? Up until this point that hasn't been something I have typically done but I am not quite sure what all is required from the legal standpoint. Is having...

I (and my firm) have always defined these as OL1 and OL2 to designate the difference in positive and negative pressures wind. We then just have to go thru and manually put them in with the applicable load factors. While it is annoying, it doesn't take me more than 5 minutes nowadays.

My experience with these kind of projects is that the design team also covers CA (construction admin.) services. This should see you thru to the end of the project and then you have to have the tough conversation that no one likes to have - you need more money. Rarely do the architects (usually...

Tomfh, going to disagree all around with you here. As far as your statement of it being impractical, that is why I choose to take the route of developing a composite section as well. It seems much more reliable and I don't have to count of the concrete beam potentially failing with flexural...

EngDM, correct. Very similar to using headed studs on a steel beam into a concrete slab. I usually default to anchor spacings @ 12" o.c. and see what % composite that gets me. Keep in mind, I am only trying to gain the additional capacity needed, not get a fully composite section!

I am going to take a different approach.. I have tried to do this before and the sizes I get are massive, too massive for the ceiling area constraints... How about trying a composite beam? Send some post-installed anchors thru the flange of the beam and into the bottom of the concrete beam...

Just wanting to add that the weld doesn't even look good for what its supposed to be. I am seeing some porosity on the far left? Aside from the intent of the weld, it would have to be dang near perfect for my to accept it and it isn't.

I am in a high seismic zone that hasn't had a large earthquake in over 100 years. I constantly agree with them how overdesigned and silly it is for us, but the code is the code that we have to follow. It requires the sizes we spec. out and we try to find every exemption possible because we...

The column web is not a protected zone, I believe that is what you're asking. What the inspector has suggested would be acceptable to myself.

I think TLHS brings up a great point, why are you examining the slab? Are you wanting to put a new piece of equipment on the slab? Are you redefining the occupancy and live load? What is the required factor of safety going to be for you?

You say you're using a two way slab but you're only taking into account reinforcement in one way from how I am reading your question. You're also calling out that you're designing with a 15' width. What is the length of the slab in the other direction? If it is more of a square shape then you...

I understand the desire for research and to have some fun doing it.. But I don't see any design authority taking these down because that is far too much liability for some numbers that have withstood the test of time. Our codes just keep getting thicker and thicker and almost never is this...