Engineering Center

I'm working on a Profis anchorage design using cast in place hex head anchors. The connection keeps failing in concrete breakout due to the proximity of the anchor bolts to the edge of the concrete. In lieu of increasing the size of the concrete pier, I'd like to use anchor reinforcement to alleviate the concrete breakout fail...

Is there any way to model and Analyze an angle embed at corner of beam with studs at 45 degree (see attachment).

I am using a 5/8" diameter kwik bolt TZ2 x 4 3/4" long to connection a beam ledge angle to a 5" thick interior wythe of an concrete insulated wall panel. I need a 3/4" thick angle. My Hilti profis run does not allow me to input the exact hnom that I will have which would be slightly less than the 2 3/4" choice in Profis. Ei...

Need some help in naming the different calculations

I am designing post installed epoxied anchors embeded into the top of a concrete column. The demand on the anchors is lateral and as a result the main failure mode is concrete edge breakout. The column is confined and has ties throughout the full embedment of the anchors, is there a setting in Profis to either neglect concrete...

I am working on a project in which high ceiling heights are desired, but such goals happen at locations where there is a roof right above it, for which the assembly is quite deep; thus creating a rather tight ceiling cavity between the concrete deck and the ceiling construction. I am working with the team in considering upsett...

We have multiple un-used hilti fire sleeves on the project that go through an 8" concrete floor slab. They need to be filled with concrete so we need detail to give to local building official for approval.

I need anchors good for 2.6 kips/bolt tension (ultimate) preferably with a 6'' spacing. The concrete is a 4'' slab 3000 psi (cracked concrete)? What do you recommend?

But I get any continuing education credit certificate for anything saying I participated in the webinar?

I would like to embed 3/4" diameter epoxy threaded rods more than the 15" embedment limit to get down through a topping slab. Is there any issue with this as long as the calculations only rely on 15" embedment? Why is there the limit?