I have a short (5ft or less) frame supporting a mechanical equipment skid in SDC D. My intent is to avoid seismic detailing per AISC 341 and use the higher R value since the skid and framing are not too heavy.
I am using ASCE 7-05 table 15.4-1 for non-building structures similar to buildings...
I am looking at designing an OMF per AISC 341-05 Section 11. This will be the first time I do a full blown design to 341 and I have a few questions I would appreciate any input on.
I have an exterior pipe rack in SDC D (non-building structure similar to buildings) designed to R=3.5 (using ASCE...
I am looking through a design example in the NEHRP (FEMA 451) Recommended Provisions Aug 2006 and it states that “if a value of R in either direction is less than 5, the smaller value of R must be used in both directions”.
It references NEHRP 2000 sec 5.2.2.2.1 (2003 sec 4.3.1.2) for this...
I have an existing 36WF300 member (A7 steel) supporting a regenerator vessel and was asked to look into the existing shear stress at the copes. The web plate flexural stress is approx 30% over allowable due to the loss of flange steel at the cope location and a reinf bar has been proposed at the...
I am currently designing a foundation / blast wall system for an electrical transformer ( greater then 5,000 gal). I have the separation and line of sight requirements to determine the height of the wall but looking at FM Global, IEEE and NFPA, I do not find a way to determine the design blast...
I am currently designing a foundation / blast wall system for an electrical transformer ( greater then 5,000 gal). I have the separation and line of sight requirements to determine the height of the wall but looking at FM Global, IEEE and NFPA, I do not find a way to determine the design blast...
