The current code I am using for the load combos is the ASCE 7-10. I gathered the existing loads from some hand calcs the precastors originally did for the extra pipe loading. Regardless of the existing loads though, ice is applied very differently between ASD and LRFD. With LRFD how the ice...
Has anyone ever ran ice load combinations in both ASD and LRFD? I am analyzing an existing structure that had a pipe rack added to the roof. The original design had 30psf Lr where as now code only requires 20psf. The current loading has 11psf more DL due to the pipe and over 13psf more of ice...
For concrete with exposure type C2, the ACI dictates that larger concrete covers are used, higher strength concrete is specified along with a lower w/cm ratio. I am not seeing any recommendations on additional corrosion resistance for the reinforcement. If all these extra concrete...
There is a very small amount perpendicular to that edge face. The bulk of the shear runs parallel to the beam. The beam is arched and we are connecting at an angle do to the arch. The tension acts vertically, but due to the arch angle it is causing a shear load.
There is rebar everywhere in this and I am currently using it to help resist shear and tension. The individual capacities are not exceeded, it is the combination of the tension and shear that pushes it over capacity.
That's the thing, when I draw the cones, any breakout due to the tension has...
I am using HDA-T anchors (4.9” embed roughly) and they are going into a concrete arched beam (16” wide, 3’+ deep). The ceiling is also concrete (integral with beam). Being conservative, I am using an edge distance of 5”, but I am pushing the capacities of these anchors above their limits doing...
yes the corridor can move, so using 80psf across the entire floor covers that. But according to 4.3.2 it needs the partition provision because it does not exceed 80psf.
Yes, 80.1 psf would satisfy the code, I guess what I am trying to determine is the intent of this exception and the use of the word exceeds. Is the code really recommending that we add the 15psf to the corridor because of the potential for partitions, or is it that anything less than the...
ASCE 7-10 4.3.2 provisions for partitions
Exception: A partition live load is not required where the minimum specified live load exceeds 80psf.
For a second floor office if one were to use the office loading (50psf) the 15 psf load would need to be added. Where corridors are not defined and...
It is an underhung bridge crane and the supporting framing hangs from a concrete roof structure. The framing is attached to the above structure (which is at a slope)with the HDA-T anchors, so they will always have some tension and shear load (dead load of the structure). Hilti does state that...
The required hole depth is about 5.5" with an embed depth of about 5". Some holes hit steel 1-2" into the concrete and others hit steel at 4.5" in. The 1-2" deep holes do not concern me, but the 4.5" deep ones that are basically full depth are the ones that I am concerned with.
I have a hanging bridge crane that is connected to an existing concrete structure using expansion anchors. Holes were drilled for these anchors and many hit existing reinforcing before making the required depth. I have contacted a Hilti rep for guidance on this issue and they said that they...
Received an RFI asking if it is okay to have primer on joists that are to have studs. Concern is that the primer will be where the studs are shot through decking due to the joists being dipped and will interfere with stud connection. Is dipping the joists in primer acceptable?
I have a Building with multiple roof heights. The roof steps up twice in a relatively small distance. The middle roof height drift load can be easily calculated using ASCE-7. The middle height roof drift length comes to about 23' so 2' short of the entire length. So for the lower roof height...
