Here's what I'm faced with...a contractor is redoing a deck. The deck girders were notched around the piers 2-1/2". Not sure why. Local inspector (correctly) noted that this is too much of a notch and that's where I come in. Running the NDS equation, applied shear is not close to exceeding...
I have to calculate a beam that has been notched on the tension face more than the building code allows. I'm reading the NDS and I think I'm on the right track but would like a little help.
Section 3.4.3 talks about shear design and goes into evaluating notches. They use a term..."adjusted...
UPDATE...
Don't think I'm going to do the job. Oh well. I did learn a lot, though. Our code specifies a minimum of 16" wide footer. There's a footnote, though, which allows this to be reduced to 12" if poured monolithically. (all of this doesn't apply to us as we're in a high wind zone) I...
Not sure why the design is pathetic? Making the footer the size it needs to be...not too small but not oversized so we can save some money. Same as optimizing a steel beam connection or similar. Just looking for some advise.
I read a publication by metal building manufacturer's association recommending footing design be done using 70% of the wind loads. They did, however, recommend designing anchor bolts w/ full design load.
This struck me as very practical, however, in violation of the code. I've used it in...
I made the footer bigger on the load-bearing walls. The end walls worked at 16". Not 24" but big enough to avoid overturning and excessive bearing pressue on the outer edge of the footer.
Another thing that I did was detail the exact location of conraction joints. I located a joint 3'...
Not trying to fake anything here. We've got a duct run of 5' with no turns, nothing fancy. While I don't do this often I feel like with a good resource I can figure it out.
I've consulted w/ local building department and fire marshall. Together w/ owner, exhaust criteria was determined...
Working on a small town house project...30' deep. Typical IRC allows a 16" wide monolithic footer. We're in high wind so we're supposed to [prescriptively] go to 24". We're going to build a bunch of these and want to use 16" footers to save concrete so I'm trying to design them. Everything...
I've got an "out of the box" situation. We're building a building where there will be fire tests conducted. The fire marshall has requested that an engineer spec the exhaust hood. That will be me. I talked to him because there's really no code requirement for what we're doing. We came to a...
Thanks for the responses. There is no available top flange hanger per simpson. We have to use a face mount.
Will probably use simpson screws for the connection. Hadn't thought of that.
I've got an LVL (3-ply) supporting a large concentrated load...12,000# hanging into the side. The hanger will be a simpson hanger so no issues with that. I need to figure out the best way to connect the plies together of the supporting beam. Don't think the typical connection is sufficient...
I'm specifying a steel column & baseplate to bear on a thickened slab. Loads are light ~5k or so.
Am I correct in that 4 bolts are required to anchor the baseplate? (Column supports gravity & uplift). Contractor doesn't want to put a large plate + 4 bolts. I feel certain I've read 4 bolts...
Thanks to everyone for the advice.
Got a related question...What is the technically correct way to deal with these joints?
They were never brought up as an area of concern while I was training and consequently I've never, until now, put much (any) thought to them. I've read through the...
No structural problems. Cracks are at this point only unsitely. We'll let it be for the time being.
I'll take this as a lesson learned and put more info into the slab plan as to control joints.
