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Thank you PhamENG. There are only few handful of beam missing from W14 and W16 i see most them on the table. As you mentioned that could be the reason and it seems if it does not perform in flexure then those seems to be not included as well.

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...

Thank you guys for your input. The movement on the beam will be both in plane and out of plane. With long slotted holes in angle in plane movement is achieved but for out of plane movement would you do horizontal slots in column to angle attachment as well? My big dilemma is how to allow out of...

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...

I received the steel shop drawings after contractor started erecting the steel on the site. These location has high ceiling and i could not add angle brace below the beam. Can the concrete plank be treated as structural slab? I was thinking of adding angle braces on both sides and beam to...

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...

Thanks Mike and Koot K for clarification......It helped a lot...

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 usually dont think that the reduced density will affect your concrete final strength by that much...I usually watch the water cement ratio and the size of aggregate the contractor is planning to use which will affect the strength of concrete.....Hope that helps...

Hokie93..the loads i mentioned are 30 to 80kips are factored loads...Thank you for your comment...

Thank you Tomfh...

Than you jayrod12...

Thak you Koot K... The column works fine for the moment...I am still not sure about the failure mechanism....I am debating that the 1/4" stiffener plate will buckle before the failure of angle seat..is that correct?...do you agree?...My boss disagrees that 1/4" stiffener plate wont work....I am...

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...