I was tasked with designing a concrete specification for a major company that has warehouses around the world. Their drive path at one of the facilities was deteriorated and we embarked on a project to remove all of the concrete in the drive paths and replace it. In order to avoid shut-down...
I have been doing some work with a telecom group and I have been asked to review embedment calcs for a light pole with an antenna on top. Normally for something like this, I use the module built into Tekla TEDDS for "flagpole embedment" which uses the IBC method. The designer who sent me his...
I did look some things up regarding the differences between TC and pretensioned. My understanding is that elongation won't occur with TC bolts because the head snaps off before you get adequate torque to pretension. Is that not correct?
No. Tension controlled are the snap-off type of bolts. They are wholly different from pre-tensioned bolts. I understand their benefit with respect to inspection. I'm just curious if anyone has noticed a trend toward using them recently BECAUSE of their ease in inspection. Does the premium for...
Hello all,
Has anybody seen a trend towards the preference of tension controlled bolts for steel erection recently? I'm involved in a pretty large steel project relative to the town that we are located in and recently got an RFI from the steel guys wanting to switch from snug-tight hex bolts to...
You are both pointing to the same provision, just in different codes. This helps. Thank you. As a follow-up, so if I have a pier that is 30x30 (900 sq in) because it has a steel column on it and I need that much area for the anchors, I can design an imaginary pier that is Ag_new = 450 sq in, or...
Hello all,
Since I started working at this company 11 years ago, my boss always stressed to us that concrete columns need 0.01Ag minimum steel and pedestals/piers need 0.005Ag minimum steel. This engineer is no longer with the company and our new boss is a little less "old school" and continues...
The only provision from the ASCE that I would consider using in such an application is an elevated sign, but that isn't right either because there are internal pressures in a walkway, plus a roof and soffit that will be loaded, so I end up just using regular building design. I just don't think...
I found a previous forum from 2014 that discussed wind on elevated structures, but I would like to re-open the topic. I am working on an elevated enclosed walkway with a rectangular cross section, and I am trying to determine the correct uplift forces. The walkway is elevated about 16 feet above...
