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Hi Jike, I appreciate your input. We looked at these scenario and both were not in place. slabs were flush with top surface of top flange and concrete has two inch gap from each column all around. I am sure it is only friction, but want to discuss and see how other engineers thought about it...

Thanks hokie66 for your comments. We have engineering drawings and there is no such type of connectors. I agree with you that engineers in 60 have done very smart design. They do have choice of using studs or other connectors but they did not use studs. There must be some mechanics to transfer...

Hi All, I would like to have your feedback/thoughts on my current issue. I am working on old industrial(process) structural steel building 1960 era. it has 6 floors and a roof. All floors have 5'' concrete slab on steel beam. There is no metal deck, no shear studs and no horizontal bracing...

Thanks kootk for detail description. I can consider this situation better than CS bolt and CS painted plates. Can you refer to any Refrence material for further insight into this subject.

Hi, I have concern on using galvanized bolts for structural steel connections due to bimetallic corrosion. Have any one used galvanized bolt on painted structural steel. Main Purpose for galvanizing is to protect bolts from corrosion, however i read that in this particular scenario (carbon...

Thanks for one for your feed back. I have same opinion as JAE. I am not sure about the permit is still open or not. I will check with authorities. Thanks

Hi All, I would like to get your opinion on previous code and current code application; A Industrial complex was built as per IBC 200x in 200x. I am not providing specific details. Owner engineer pointed out many deficiencies and code non-compliance during construction. Owner and EOR did not...

Hi, Thanks for your feedback. I will perform analysis more in depth.

Hi, I am analyzing a industrial building with many vibratory equipment on elevated floor. I isolated a portion of a floor from col. to col. and performed a dynamic analysis to calculate fundamental mode of floor. My results are so scattered in x,y and z direction and mass participation is very...

Thanks both of you. what kind of movement joint should be provided. we can not provide double cols at this stage.

Thanks for your feed back. Building has many floors at various heights. it has vertical bracing system over the plan in various bays. My concern is if I provide expansion joint at purlins, did i still need to design my building for temprature loads or ignore them.

Hi, I am working on a 350ftx185ft building - 175ft to 150 ft high. . Temprature difference (winter and summer months) is 80F. Building is heated but not air condioned. I have following issues to discuss 1- No expansion joint - should we design for temprature load. if yes - loads are so high it...

I am working on a industrial building. Elevated concrete floor on a composite metal deck. This is a electrical floor with some opening in the floor. Welding between metal deck and steel beam depends upon shear force transfer through deck. I am confused about the shear force. Q.1 IS it only...

Thanks every body for these useful feedback. I will keep you posted whenever we reached to any decision.

find attached file for basic load calculations.http://files.engineering.com/getfile.aspx?folder=62178374-026e-4392-b2e1-9adbafc04d79&file=Load.xlsx

kslee, let me scan my background load calculations and put on this forum.

Yes, Ksle Owner want middle span to be 16 ft 3 in. Final spans would be 8-1, 8-2, and 16 ft-3 inch. Attached plan is my proposal which owner does not agree. just ignore my propsal. I checked W8x18 even with additional w8x18 at bottom flange does not work for 16 ft span. Udl on beam is 2.35k/ft...

BA retired, attached is plan for the house. yes this beam is carrying GF, First floor and Roof load. There is a bearing wall on that beam. In my plans I am proposing 2 new posts, but client did not want any of them. in this way I have to reinforce existing footing, psot and beam. Existing...

Ok. Let me scan/draw the plan and then we can discuss. actually. BAretired, Cap plate appears to be very thin. May be 3 to 5 mm.

Thanks every body. BAretired, At this moment Column is a 3.5'' dia post with a thin cap plate. it is welded to bottom flange. what do you think is it a secure connection. To me it sounds secure. what is your opinion.