sorry if this is something you've already looked at, but using ASCE 7-10 wind design chapters (Chapter 26 and so on) would provide some info. i'm not sure of any elevated structure sections, but it'd be the place to start?
max. allowable loads, considering gravity only, are normally split between dead (permanent) loads and live (occupancy) loads. for a roof, dead loads would be the weight of the roofing, insulation, attached ceiling, structural weight (of the deck and beams), and other loads. live loads for a roof...
thanks for the input wannabeSE!
i wanna be an SE too (in california) - failed last october (both portions, sadly), but will be trying again this coming october. been going through SEAOC's 5 volumes, and soon will be looking at those bridge books by connor, and ppi's six minute solutions and...
@sandman21
thanks i've seen that clause... this is me being a code reader; it says the geotechnical report must have that information... but i don't see where the code says the building's LFRS must be designed for it?
i know it's implied, but i swear there was another section. maybe it was in...
i remember there's some code line that says something to the effect of, where structures sit on sloping grades where the grade difference between the two opposing sides is 6' or over, the structure's LFRS shall be designed for seismic forces from the soil.
is this clause in the IBC somewhere...
ps. i need to design the members for the C&C load. and here's the picturehttp://files.engineering.com/getfile.aspx?folder=f5707f70-0905-4c9f-8168-c61288f050ab&file=Section.jpg
thread507-244903
i have a circular domed trellis (see attached picture. is a half circle (180 degrees) with radius of about 6'. the trellis is continuous in and out of the page. the cmu wall on the right in the picture is not continuous but only columns spaced every so often. the wall on the...
i have an architect who would like a curved WT9x38 beam, with the flange on the outer most radius of the curve. The radius is about 5'4" and makes a half a circle.
i'm worried whether this is possible with the WT beam. i see the web buckling during bending but what do i know. could make this...
the key is constructed supposedly using a shaped 2x4 centered on the wall and along its plane (in and out of the detail), with the top of the 2x4 flush with the top course of the masonry. the 'shaped' sides are beveled outwards. sorry i don't have a second to sketch but hope that helps.
anyway...
the wall is indeed bearing, and this is an existing condition.
1) it is an existing condition
2) a) doesn't the shear friction of ACI 318-11, Sect. 11.6.4 address the shear dowel design? b) laterally (out of plane of the wall) i would think some consideration would be required especially with...
1) oh wow i didn't really think about that (the clamping together) - thanks for that insight. however, in my case the surfaces are smooth and nor roughened. there is a key present but my supervisor said to ignore the the key in resisting lateral movement of the wall. therefore, it'd be only the...
hey guys.
please see attached detail.
http://files.engineering.com/getfile.aspx?folder=66805665-7dff-4311-b64d-6f0798f8a746&file=20160503_095833.jpg
i'm checking the CMU wall anchorage for out of plan loads per ASCE 7-10, Sect. 12.11.2.1
i thought i should check the hook development length...
I've been studying the referenced ACI code section, specifically (a)3 and a(5), and am having a hard time understanding what exactly 'stretch lengths' are, how it's detailed, the benefits of its use. Also, I can't find a clear definition/explanation of what 'upset threads' are. I've tried...
SlideRuleEra & JAE
Oops -- I meant 40% open, ...which now sounds not conservative at all. Hah. Anyway, many thanks for your inputs. First Eng-tips thread, too. Will definitely post again. Cheers.
