I am reviewing some composite theory to better understand sandwich panels so that I may compare tested results to theoretical results. I am having diffuclty obtaining the relative density of EPS. Also, in exploring the limit states of panel stiffness, face yielding, face wrinlking, core shear...
I am reviewing some composite theory to better understand sandwich panels so that I may compare tested results to theoretical results. I am having diffuclty obtaining the relative density of EPS. Also, in exploring the limit states of panel stiffness, face yielding, face wrinlking, core shear...
I have a wood building installed on a raised floor foundation. I know typically the assumption for the effective seismic weight in a single story building is to assumed that the lower wall height and floor are distributed directly to the foundation and are not accounted for in the seismic base...
I have a rather unique situation. Table 2508.5 note a of the 2006 IBC indicates that gypsum board horizontal diaphragms are not cummulative with wood structural panels. IBC section 2305.3.9 exception allows the summation of wood structural panel and gypsum wall board in shear wall members to be...
I have a wood floor joist system with 2x joists and plywood decking. How would the 2000# concentrated business loading in ASCE 7-05 distribute to the floor joists? I have heard several arguments about the load sharing ability that the plywood decking allows especially at 16" and 12" o.c...
I had a contractor ask about using surface bonding cement mortarless masonry. Has anyone ever heard of this.. or knows if ACI 530 even covers these type of situation. I would suspect this would only be a remotely valid in a low wind and low seismic area.
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...
