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  1. HauerEng

    Approval of Existing Retaining Wall

    I can guarantee this wall will not meet current code requirements! Your picture indicates it has no visual signs of distress and it has "withstood the test of time." Convince the "jurisdiction" that any report is unwarranted.
  2. HauerEng

    Wood Members Supporting Earth Pressures

    I guess I should have been more specific- my retaining walls are masonry- not wood. And, I see the point, that if it is a basement with a wood floor above, the wood floor would act as a diaphragms to transfer forces to the perpendicular basement walls. So, I guess the codes, (IBC/CBC), allow...
  3. HauerEng

    Wood Members Supporting Earth Pressures

    Checking to see if I am getting replies- Someone please "reply". Thanks!
  4. HauerEng

    Wood Members Supporting Earth Pressures

    I'm an engineer in California using the '19 CBC and the AISC 7-16. Is there a reference in those codes/standards prohibiting or allowing the following for resisting retaining wall earth pressures: Horizontal plywood diaphragms? Plywood shear walls? Thanks in advance, HauerEng
  5. HauerEng

    concrete slab (deck) on top of basement wall

    A 30' high retaining wall supported by a 1,200 sq. ft. 3 story house which I assume is wood framed, (you site the California Building Code- CBC)?? You won't get the wood framed house to carry the EFP of the retaining wall, especially considering seismic forces which should be given to you in the...
  6. HauerEng

    Specification of grout between tilt up panel and footing

    My experience has been that the grout used for setting and leveling the panels should be a non-shrink grout, (2 erection beds each panel), but the concrete between the bottom of the panels and continuous footing, (assuming a cont. footing and not isolated pads), is a normal pea grafel mix and is...
  7. HauerEng

    Collar Tie Design

    My suggestion is to determine the forces in the members using a simple finite analysis computer program. I think you will find, (particularly the higher to the ridge board the collar tie gets), that the forces in the tie and rafters are much greater than can be practically designed for. Good Luck!!

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