Re-Entrant Corner Collector Design
Re-Entrant Corner Collector Design
(OP)
I have a 7000 sq. ft U-shaped commerical wood building located in SDC "C" and in A 90 MPH wind speed zone. I have re-entrant corners exceeding the 15% requirement per ASCE 7-02 for plan structural irregularities. Although I am not in a SDC "D" to trigger the usuage of the special seismic load combinations, am I still required to design a collector element to transfer the forces? Or would it be adequate to design the shearwalls to take the loads entirely from one side? My gut feeling is to design a collector, but I am sure if this other method is a viable solution. Any ideas or references?






RE: Re-Entrant Corner Collector Design
2. But, it appears that section 12.10.2.1 of ASCE 7-05 has an Exception that sez "structures braced entirely by lightframe shearwalls need only be designed to resist forces in Section 12.10.1.1". I think that this is "ASCE-speak" for saying that one does not have to use the overstrength factor, omega in lightframe structures.
I hope that this helps.
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design
Mike McCann
McCann Engineering
RE: Re-Entrant Corner Collector Design
LG
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design
RE: Re-Entrant Corner Collector Design