Hi All,
Why are beam sizes missing from table 3-10 AISC. I always thought they had the moment capacity for all beam as long as span to depth ratio is with in 30. I might have been lucky with beam sizes I was looking all these year but this morning I came across beam W14X176 used on one of my...
Hi All,
On buildings with glass roof almost same as skylight would you consider the compression flange of beam to be fully braced by glass roof same as metal decks. I am considering all beam to be fully unbraced at the moment and the beam are requiring to be beefier than expected anyone on the...
Hi all,
I ran into a situation where steel beam runs through the expansion joint at the end of exterior walls and frames into the steel column located beyond expansion joint. I do not see any guidelines or detailing options mentioned on AISC. Anyone ran into this situation? See attached sketch...
Hey all,
Is there any limitation on the length of wall that could be utilized for overturning/holddown capacities calculation on wood shear walls? For example, if the shear wall is 50' long , would it be effective to take the full length of shear wall to calculate tension or compression forces...
Intermediate Moment connection requirements.
- I have project where the intermediate moment frame is not braced at the bottom flange as per the AISC requirement near the support. The top of beam is braced by the concrete planks. My question is if the bottom flange of beam is not braced is there...
Hi.
Question #1.
I am designing the basement for carwash in flood zone. The basement is 30X32X10ft deep in size. The flood ht is 10ft in my case. I am using timber piles to resist the buoyancy. But even with 25 piles I am getting an uplift of 30kips. Please suggest the practical methods to...
I am confused with the design of Diaphragm shear calculation in floor or flat roof for plywood. Let say I have five shear walls carrying 20kips of shear force on each shear walls of length 20 ft. My roof and floor width is 40ft wide by 120 ft long. So, I when i calculate the diaphragm shear...
I had a client who wants to offset beams from the stud wall line so he can run his steel studs to parapet. My boss wants to create a seat angle to bear the beam on top of it. The seat angle we used is angle8x8x3/4" with 1/4" stiffener plate welded to steel column of Hss6X6X3/8". I designed the...
I am used to designing the PT Slab on grade foundation with uniform interior and exterior beams. The design load on the foundation is from the stud wall and brick veneer around the perimeter of slab. The PTI slab I have designed is monolithic. Now , my question is Can I design the exterior...
