I have a sign 100' in the air. The wind force on the sign at the centroid of the sign is =~ 5k. My question is if anyone knows the drift limits for solid freestanding signs. Using a 32" x-Strong Pipe gives me a nodal displacement of =~ 15" (L/80) I know the wind drift limits for buildings are...
I have situation where a contractor used ITW Trubolts to anchor some equipment onto an existing slab. The problem is that Trubolts are not rated to resist seismic loads only "Trubolt +" are. (Which he did not use) No the county wants pull testing done on the anchors.
I have done the calcs and I...
Thank you for the responses guys. I know that hairpins are looked down on and are susceptible to the owner cutting holes in the slab and possibly cutting a hairpin. However, more to my point was does the slab need to be designed per aci 318? Reinf. spacing reqs, ect.
I am planning on using full length #5 bars as hairpins to take the kickout force from the dead/collateral load in a premanufactured steel building. The idea is that the force will be transmitted to the slab and thus reduces the req'd size of my ftg. It is my belief that since I am using the slab...
Ron: I used allowable loads not ultimate loads based on the MFR tables with the appropriate f'c
Briancpotter: I also checked for 1 way and 2 way shear of the SOG.
Thanks for the responses, they really help out.
I am painfully aware of appendix D. However, I know my anchorage works between the column base plate to the slab. What I am worried about is engaging enough of the SOG to resist overturning.
So, I am trying to make sure that I have all of my bases covered. I am verifying the anchorage of some elevated mechanical equipment to an interior 6" SOG reinforced with #3 @ 18"oc. I calced the T/C force to be 974# per base plate and the contractor used 4- 1/2" x 6" Redheads and an 8"sq base...
