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Hi, I have provided reinforcement for the moment required at the face of the support for concrete beam design. Done this when they are built integral. If the beam and columns are poured separately and if the bars are developed as required per ACI, can I still size the reinforcement in the beam...

Hi, 1) Have a drilled pier subjected to shear, should the minimum shear reinforcement be provided per ACI chapter when Vu > 0.5 phi Vc? Or should this be just treated like a foundation and just make sure that Vc > Vu and move on without checking the minimum shear reinforcement requirement. I...

Thanks.

How does the design change for the drilled pier cap with uplift. isnt it still the same

Hi, I have a situation where the steel column directly rests on the drilled pier with a cap. As the column is directly supported off the drilled pier there is no punching shear or one way shear check nor any flexure in the pier cap. Cap for the drilled pier is provided to accommodate the base...

Hi, I have a drilled pier which needs to extend all the way to rock per geotech report for the bearing. The diameter for the drilled pier that I am coming up with is a 4'-0" based on loads. The rock profile is 70'-0" down, which means the drilled pier length will be +/- 70'. IBC 2012, 1810.2.2...

@bones206 This is one of the paper I looked at and based on the tables, looks like steel framing classifies as restrained condition.

Sorry, yes Fire rating assembly

Hi, I have a steel framing roof with 3" roof deck. Lateral system is braced frame. I am trying to figure out, whether the roof system is considered to be restrained or unrestrained for fire rating assembly. Looking into some papers, ASTM E119, pretty much classifies all streel framing as...

Thank you.

To keep it simple, lets say KISS method is being used. Should I consider the eccentricity form the bolts to line of weld for connection design? Does not seem like it. But having tough time to prove it to myself

I have never designed the braces for the eccentricity forces. Always incorporated in the connection. This can be viewed as a column braces connection correct? And use UFM to resolve the forces? Feels like the Hb component that results from the brace force, the web needs to be checked for it.

Hi, I have a question regarding horizontal brace attached to beam web with a welded gusset plate connection. See image below. In such connections, do the plate and weld need to be checked for the eccentricity from the bolts to the weld? If yes, can I assume the eccentric moment will be resisted...

Hi, What are the methods for cleaning rust off a structural steel? Is sand blasting way to go? Is there a testing method out there to verify the strength of the steel subjected to rust? Thanks

AISC is pretty clear with extended shear tab, following the procedure per AISC, eccentricity for the column design can be ignored. Does the same apply for conventional shear tab connection as well?

Hi, When the beam/girders are attached to HSS tube with shear plate connection, should the column be designed for eccentricity from the bolt to center line of column? Can we get away from designing the column from eccentric moment if we design the connection for the eccentricity? Similar to...

Hi, I am looking at a design example on shear lug weld design in AISC DG 1. For the shear lug weld check, the DG does not use directionality factor for designing the welds. Is there a reason for that? The forces are pretty much perpendicular to the weld. why cant directionality factor of 1.5 be...

Does anyone have an example of CMU shaft wall design? Like an elevator shaft

Yeah though so. I will have to brace it back at the mezzanine level at 40’-0”. Then I can get it to work

Hi, I have a 80'-0" tall unbraced non-load bearing CMU wall. Not able to get this to work from axial capacity perspective under just the self-weight. Its 12" CMU wall, fm' = 2500psi, with #6@32" vertical rebars. I have 8" deep bond beams at every 4'-0" spacing. With the bond beams at 4'-0"...