This sounds like a bad idea without consulting a structural engineer. Cutting truss bottom chords will affect the tensile capacity of the truss bottom in gravity loads, and will also affect its compression capacity in uplift mode. Anytime you cut a truss consult a truss engineer, they can...
Thank you for all the responses, I looked up a few of the links and found some good information. The EPS steel skin panels I am dealing with use and adhesive to bond the EPS to the metal skins. Based on my research one of the failure modes could be the adhesive used to bond the EPS to the steel...
I would verify the uplift of the solar panel attachment, this should probably be treated as roof-top structure per ASCE 7, this should yield higher uplift pressures that you would typically find in zones 2 and 3 for C&C loadings. Even for simple span pressurs for trusses at 16" oc or 24" o.c at...
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...
Yes by implying "stiffer" I meant lake of flexibility. I apologize for my mis-use of my terminology. Combing gypsum and wood structural panel is allowed in wind loading conditions only and is not allowed in seismic for shearwall assemblies . For a gypsum shearwall the R value would be 2.0, much...
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 guess what I meant, was that if the shearwalls along the "wings" are designed to resist the horizontal wind loads, would a load transfer at the re-entrant corner to that shearwall be required?http://files.engineering.com/getfile.aspx?folder=f2e0e6a9-a21d-43ab-878c-de48555c59ab&file=u_shaped.pdf
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...
