I'm a building plans examiner in FL, and the energy code requires the capacity of the installed equipment to be no more than 115% of the load. Typical load calculations are ~80%SHR, while the capacity is always figured at 70% SHR. This gives a unit which has less sensible capacity than load...
I am working as a plans examiner, and have seen several designs using interior shear walls. These are generally connected to trusses parallel to the shear wall, but not necessarily directly over the shear wall. I have started requiring a sign off by the truss engineer, as well as a foundation...
I'm working as a plans examiner in north central Florida. We have expansive clay in some locations, and the comon fix seems to be cast in place concrete piles. The troble is, no one wants to really take the time or expense to obtain soil borings and actually do a rational engineering desigh...
I'm biding on a remodel/rebuile of a small historic house (1200 SF). The architect has specified brick faced piers on foundation pads with rebar and tie downs. The pier is to be constructed by laying the brick in an open box shape and filling it with concrete. The bricks will have tabs that...
In the Florida Code, Tables 2310.2A,B. give values of allowable shear for walls and diaphrams as a function of panel thickness, nailing etc. The footnote at the bottom of table A (but not B)states that these values are for short-term loads from wind and must be reduced 25% for normal loading...
I posed this question in Sturtural-other, but this looks like the better forum. Please excuse the duplication, but my question is how to determine wind loads on open buildings with other than monoslope roofs. ASCE-7 Chapter 6 seems to sidestep this issue entirely, as does the "Guide to ..."...
