Recent content by Respawn

Thank you for the replies. I ended up suggesting installing rigid insulation or the zip system on top of the plywood sheathing.

I would do wood posts with knife plates. Analyze it as a cantilevered column.

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...

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.