Search results for query: *

trying to understand how SAFE works using a simple model: I have a grade beam sitting on soil, with an huge uplifting vertical force towards one end. by hand, the grade beam overturns despite the grade beam's weight (the uplift force is way more than the gradebeam weight, btw - the gradebeam...

i'm designing an HSS platform on a concrete roof. the platform supports two AC units, and the platform consists of beams which span to short HSS posts. the columns are anchored to the concrete roof slab, over concrete columns (the slab and beams cannot support the AC/platform dead loads). the...

thanks a bunch!

just in general what it's about. i tried reading it but i know those with experience here would be better at summarizing it. it seems to involve reductions due to holes in flanges i assume? any examples of how i'd use this in design/practice? i.e., if someone asked me about F11, i'd explain...

hey guys. anyone have any experience with Chapter F13 of the steel manual? i've never used it nor heard of it and just came across it. if anyone had just some general thoughts on it or even design examples, that'd be jolly. thanks in advance

sorry - the AISC manual 14th edition, that has the 360-10 specifications within

hi guys. anyone ever use AISC Table 8-1, with the coefficients C? just curiuos how to use it. if someone could spit out a quick example, that'd be tubular.

thanks all for the feedback and thoughts. i think i will compare the values from 29.4 and 29.5 and go with the more conservative values. thanks again.

ah, that one looks viable too. i only worry that chapter 29 is specifically related to designs for the MWFRS (i.e., my building is of concrete shear walls), and believe loads from figures within are not for C&C designs (i.e, anchorages, elements, etc.). but that's a good point to just compare...

hi azcats. thanks for the response, but my understanding is that figure is for a 'free standing' sign, which i don't think is my case. i could be very wrong however. my understanding of free stand is as though the sign is anchored by itself to grade or otherwise isolated. i figure my sign in...

hey guys. i'm having to check an existing roof top sign. the sign is anchored on the roof structure. via a braced frame type of system. the height of the roof is about 170', and the sign is an addition 30' high or so. i'm trying to nail down the wind loads from asce 7-10, but having a hard time...