Has anyone substituted a roof diaphragm design with zip system (insulation side down)? I am being asked to see if R6 zip will work. Doing some research I only found that there are shear capacities for a shearwall application. Would this work in a seismic design category D? Looking for references...
Does anyone know if you need to apply a vehicle impact load to a deck post? I ask this question because I have a home with a garage on the ground level and there is a deck surrounding the perimeter of the structure. I have been trying to find an exemption to this in code, or if it is even necessary.
Hello,
I was wondering if anybody knows how to calculate the design strength of a circular weld? I have a way of doing it quick and dirty, however, I would like to know how to do it.
Does anybody have any good solutions for top mounting a 4x4 wood post guardrail to n existing 8" concrete wall? I have been dancing around different hardware but nothing works for a 200lb point load at the top. I am free to shift the post anywhere on the width of the wall.
I was looking over some plans for learning purposes and I saw a RFI that said "3/4" aggregate size is acceptable for beams, columns, slab except for use in high rebar and post-tension congested areas like column to post-tensioned beam connection". It then pointed to use 3/8". Why would a 3/8"...
I have been wondering if concrete moment frames, like the special moment frame, are reusable? Can the yielded rebar be replaced or is it just an analysis procedure to deem the structure occupiable? What about mild steel in precast hybrid moment frames? Can they be replaced?
I am having a hard time understanding how these work in modeling. I know for standard concrete modeling for beams it is 0.35Ig. What if this was 0.9Ig? Does it resemble what member yields under EQ?
I'm not to sure how to model a Double Tee beam on Etabs. My approach was going to be using a tee section for each tee and just cut the DT beam in half when inputting geometry for a singular tee section.
Any suggestions on how to connect (2) side by side TJI's to a steel wide flange column? I have been digging around the Simpson catalog trying to find something. The I-joists make it hard.
How is yielded rebar repaired after a seismic event? This question pertains to rebar found in the yielding zone of a beam. Does anyone have any references regarding this?
How can I stop my ramp elements in ETABS from acting as a brace? The main ramp in question is the ground level ramp. It hinders the story drift ratio at that level.
I'm having a hard time quantifying cost of precast (High f'c, fly ash in mix) vs Cast In place. I have done a lot of research but can't seem to find a decent answer.
I am running a ELF analysis on a model with rigid diaphragms and precast moment frames at the perimeter. There are moment end releases in those perimeter frame beams along with moment rotational springs. My period and mass participation look great. Even the story disp., increases as the height...
I'm estimating the cost of concrete and rebar. I used 125/cf for concrete. I am not sure what the cost of the rebar is. I found 450/ ton upon research. Is this correct?
I am not sure how to find moment strength when there are PT tendons at the top of the beam cross-section. Do I treat it the same way as compression rebar in strain compatibility?
I am doing a nominal moment strength calculation of the following SMF RC beam attached. I just wanted to ensure my approach was correct. The beam has two sets of 5 PT tendons on the compression side of the beam and the same amount on the tension side. Additionally, it has both compression rebar...
I have a small question regarding my story drift results for sap 2000. I exported the joint displacements (Descending order U2) of a parking structure (Special concrete reinforced moment frame) in one direction. I then did the *Cd etc. to get to my drifts. Each story is within the allowable...
