I've designed alot of Pre-Eng Metal Bldg fdns, and am very curious on any research or forensic evidence on actual horizontal loads transferred from bottom of column to top of pier due to gravity loads to the rigid frames. I've always designed according to the conventional "theory" and, as...
I would lap the new balcony joists with the existing joists a reasonable distance (say 2' lap to every 1' cantilever). then design the lap connection for the moment using a force couple (one force near the bearing wall and one force near the end of the lap). Then provide nominal nailing or...
Undoubtably, unbalanced snow loads will occur for this roof because when wind blows across the roof, it will remove snow in one spot and deposit it in another. The more important question is what will the magnitude of this unbalanced snow load be? IMHO, code provisions are conservative, but if...
I agree with the last post. Also, using appropriate FEM software with appropriate modelling and appropriate interpretation of results will solve your problem.
Is the force caused by wind or earthquake? If wind, you will never, ever, ever, ever see these design forces in your building unless you're located within hurricane zone or by tornado. If by tornado, just smile and say building code does not require design for tornado (except for tornado...
As a side note to AggieYank's post:
Since doesn't meet code for conventional light-frame, must be an engineered design, i.e. designed & stamped by competent P.E. or S.E.
Where can I find standard details for the following roof-to-wall connections:
1. Steel bar joist bearing on CMU wall. Question: Should the embedded steel bearing plate in the masonry be flush with the top of CMU, or should the top of plate be slightly above the CMU so that the joist bearing...
Where can I find standard details for the following roof-to-wall connections:
1. Steel bar joist bearing on CMU wall. Question: Should the embedded steel bearing plate in the masonry be flush with the top of CMU, or should the top of plate be slightly above the CMU so that the joist bearing...
Thanks for your response. I plan to weld another angle to this angle so that the final section will look somewhat like a channel section. We cannot remove the existing curvature in the angle.
Any thoughts on whether welding to this already curved angle will weaken and/or make the column more...
Analyzing an existing 30 year old grandstand bleacher structure that seats 2000 people (20 rows of bleachers total). The tallest columns in the structure (17.5 ft long, angle 3 1/2 x 2 1/2 x 1/4) show signs of buckling or deflection of the tops of the columns (about 1 1/2 in. from plumb line at...
...Vu and Mu. Large point loads are located very near the steel supports. Because of this, my results show very high Vu (in k/ft) that exceed (phi)*Vn in localized areas along the support beam where the point loads are located, while the remainder of the slab located along the support beam is...
I have a mass flow rate of air of 698,000 lb/hr NEMA standard. What would the mass flow rate of air be under ISO conditions? Where can I look up this conversion factor?
Daski-
Unless the type of scissor truss you are thinking of is different than the one I am, the truss reactions will cause negligible outward thrust on the walls.
Thank you all for the informative and timely posts.
Dik--curious to where your formula comes from. Can you point me in the right direction?
JAE-- I'm not a highway engineer and not too familiar with AASHTO standards, but from what I've read, isn't the formula you gave based on tire...
I have another structural steel question I hope you can help me with. Here is the current situation: We have a number of point loads on a structurally supported, one-way concrete slab. Our calculations indicate that the slab is overloaded due to the concentrated load pattern.
To correct...
ronster-
Could you give me the source of this information? No 27WF62 for circa 1956? Are you sure? This is the shape listed on the drawings in numerous places. I may have to try to field verify the depth if I can get to it.
Looking for opinions on the best way to analyze the following situation:
One-way concrete slab reinforced top & bottom both ways, 6 1/2" thick with 1" Kalman topping (7 1/2" thick total).
Slab supported by WF steel beams @ 6'-8" O.C. with top flange embedded in slab (no...
Rope & IJR--
I had the same question a little while back. I got hairpin design information from Butler Manufacturing Co. (Butler Buildings) while we were planning on specifying their product for our project. I'm not sure if I'm at liberty to copy this information and give to you, so I will...
