Recent content by Robert222

It is rusted steel rod which is completely exposed after digging in the crawl space....goes from one side upper footing to the other side lower footing (house on slope).....I don't want to cut it if it is loaded and maybe holding the foundation.

Is there any way to test if the steel rod spanning from one footing to another is loaded in tension?

I have heard that the perimeter footing could become unstable if you don't don't have the slab attached to the perimeter footing to work as a stiffener/diaphragm.

slab on grade no freezing area residential first floor is concrete....or garage slab?...any of those

1)monolithic concrete slab 2)floating concrete slab 3)separated concrete slab, but supported by perimeter footing When to use which case?

simpson strongtie and hardy frames offer only moment frames with beam welded on side of the columns.....

steel tube sounds easier for nailers attachment on sides of the beam. Why are all steel moment frames constructed the way beam on side of the column? i think it would transfer the moment even if the beam is set on top of the column over the end plate....

I am designing steel tube columns with steel tube beam. It is not a moment frame. Only for supporting vertical loads. When is better to weld the beam on side of the column and when is it better on top of the column?

Could someone help me understand when to use epoxy and when to use expansion anchors for masonry or concrete?

Does it mean that i can use 160% per simpson + 1.2 increase per ASCE ? both together?

160% at strongtie.com catalog is not allowed per code?

What is the permitted allowable stress increase when using wind and seismic load combination per IBC2006 ? I lived in belief that it shall be 133%. But some manufacturers like simpson, usp etc. have 133% or 160%. Where is the truth? thanks.

Existing condition: 2 story wood framed house on slope. I am doing seismic retrofit. 1) How to investigate if the existing footing is appropriate? Do i need to dig or call soils engineer? I have never seen anybody to be doing this when doing seismic retrofit. 2) How to retrofit wood diaphragms...

For preliminary purposes I picked 36" depth @ 16" o.c. for roof and 24" depth @ 12" o.c. for floor...is this reasonable?

Wood trusses, roof span 40ft (live load 20psf), floor span 20ft (live load 125psf). Could somebody help me with the truss depths pls?