I have some very highly loaded anchor bolts ("through bolts") in shear. The service load shear force is 32kips to the worst case bolt of an 8-bolt group. The bolts are "through bolts" through an 8" slab with a thick steel plate at both the top and bottom of the slab. The concrete crushing of...
Does anyone know what Sf of Eq. C3.1.2.1-14 is in the 2001 Edition of the AISI Standard? Is it merely the elastic section modulus about the neutral axis of the shape? The definition of Sf seems to imply that it is a modulus taken about some other place, other than the neutral axis.
I'm trying...
I could swear the UBC used to have a "Masonry Wall Frame" lateral system. We cannot find it in the new IBC. This is where the narrow CMU wall piers combine with the CMU lintels to act as a moment frame. Does anyone know if this is a legitimate IBC lateral system or where some guidance on this...
A cantilevered retaining wall that I am designing has vertical bars, lapped with vertical footing dowels. The wall height from top of footing is 8-feet. There are footing dowels (#4 @ 9") which extend from the footing, 3-feet into the wall. They are lapped with vertical wall reinforcing (#4 @...
I have a client who wants to release a PT slab from a CMU wall along the full length of the wall with (2) layers of 10 mil polyethylene. This would seem to change my shear friction capacity of the joint. ACI addresses monlithic, roughened and smooth-formed, but not double plastic sheeting...
Are the wind loads in ASCE 7-02 at ultimate or service level. IBC 1605.3.2 seems to want you to multiply ASCE 7 wind forces by 1.3 and this requirement is in the "allowable stress" subsection of IBC 1605.3. But ASCE 7 indicates ultimate strength level forces for seismic load. This is...
