During inspections and plan review I have noticed the engineer allows 8" -12" from the corner holddown anchor bolts to the 2-2x4 chord of a wood SWS.
It seems the moment on the plate which is acting as a cantilever is much higher than designed for.Also the shear is higher than a 2x4 can take(...
How do you verify existing footings and wall specs when designing an addition that will bear on existing wall?
Do you allow the existing trusses to carry the loads of the rafters and sheathing?
As an inspector I assumed someone had looked at all this but in retrospect I doubt the plans examiners...
Here are some pics of this disaster.See my post below under similar heading and code sections violated.
http://files.engineering.com/getfile.aspx?folder=e7328b03-6893-4c90-8f3d-38bb36283372&file=20150616_163432.jpg
I have read post on this forum regarding not using shear wall and diaphragm engineering on residential projects in high wind areas.Some designers are not providing drag struts or chords, not providing shear walls under diaphragm ends,using flexible diaphragms with no OM resistance, etc
What...
Hello group,
In Florida I notice many situations where porches open on 3 sides have 4x4 post with 2- 2x10 in post caps on the open long side parallel to the front wall of the house.. On the beams is a porch roof diaphragm. The bottom of the post usually has a simple PB 44 base plate which...
