ACI318-08 Appendix D, attachment ductile yielding
ACI318-08 Appendix D, attachment ductile yielding
(OP)
I don't see the chance of D.3.3.4 will happen for most of post-installed anchors. Then the choice will be to use either D.3.3.5 or D.3.3.6. I'm a little bit confused about the attachment ductile yielding if I use D.3.3.5. What's the definition of that?
The attachment, not the anchor bolt, not the structure, will yield in ductile way at the force level of 0.75*phi*Nn & 0.75*phi*Vn? Could anyone please give me a example? How often do we use this kind of situation? For any kind of MEP seismic brace, can I assume D.3.3.5 will happen?
The attachment, not the anchor bolt, not the structure, will yield in ductile way at the force level of 0.75*phi*Nn & 0.75*phi*Vn? Could anyone please give me a example? How often do we use this kind of situation? For any kind of MEP seismic brace, can I assume D.3.3.5 will happen?





RE: ACI318-08 Appendix D, attachment ductile yielding
Hence, if you want to approach the nominal strength of an anchor assembly outside the scope of 3.3.4, you need to include a yield fuse between the connected part and the base anchor assembly.
For example, assuming you were only to transmit shear, you would include a receiving shear tab or weld where the weld or plate thickness itself lead to yield prior to overstraining the base anchor assembly over its nominal strength in shear.
If we were sayomg "prior to for every case overstraining", quite likely we would have to include a overstrength factor for the strength of the yield fuse, in more than retiring the fi factors.
RE: ACI318-08 Appendix D, attachment ductile yielding
The intent of such paragraph is that the base assembly must be sized in that case for any forces (shear in the example) that could potentially be transmitted by the "fuse", overstrength of the same included.
RE: ACI318-08 Appendix D, attachment ductile yielding
RE: ACI318-08 Appendix D, attachment ductile yielding