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Thank you

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.

Not sure what the allowable deflection is? I know of the CBC allowable deflections but not sure if it applies to posts.

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.

@WARose Yes, a MF after a big seismic event. Essentially, there are going to be yielded rebar. Can they be replaced? How do you determine if they are in good shape? I know of assessments found in P58 and ASCE 41. I also know of taking core samples too.

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"...

@WARose Do you mean it undergo more cycles or it is repairable?

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.

@GC HOPI What do you mean by pad it out? Haven't heard of that verbage.

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.

@HTURKAK What do you mean by 10% beams?

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.

@SlideRuleEra I want to compare prices for beams and columns of the two.

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?