Recent content by wrxsti

thanks for sharing joeltxcive what can be done if you were to do that height around a corner though? do people counterfort around a corner?

JoelTXCive what is the wall bottom thickness for the purely cantilever 40ft?

check to see if the manufacturer has something like this you should probably do localized checks supporting beam -> floor -> building

thanks for the response guys i found this article... seems to be okish if anyone interested https://www.machinedesign.com/3d-printing-cad/fea-and-simulation/article/21831716/buckling-analysis-with-fea and this https://enterfea.com/what-is-buckling-analysis/ also from...

yea it makes sense that before excessive deformation from buckling the tension side would pickup the force beyond Pcrit to prevent it but when you run the fem it doesnt stop the load at pcrit and redistribute into tension member i am not sure if its because some software, the analysis is...

BA if the structure would behave like that why doesn't FEM software pick that up?

i remember reading once that it is unclear whether if you use a configuration like that as tension only and in stress reversal the before compression member that buckles has to now take tension personally ive seen disputes where similar steel structures were to be modified and engineers...

if the bolts can still be installed in that location you can check for possible raft action with the slab based on your drawing but that is highly dependent on your soil properties see detail below Slideruleera seems like safest solution if you can still get existing bars to tie in with...

dat 12" slab that pad looks like it would have a combination of a retaining wall and the pedestal on it but the section cut in red is only through the pad so id imagine you showing the 3x2.5 rectangle with 5 5/8s bar both way top and bottom and retaining wall starter bars coming out...

centondollar yes excuse my looseness i was trying to express that if the reinforcement was put in that location because fixity ( which we know doesnt exist in the analysis unless its connected to some rock mountain) it should have been atleast equal to the top

well seeing there is some fixity should definitely have bottom reinforcement in the slab lets look on (for discussion purposes simplified) DIAGRAM POINT LOAD NEAR SUPPORT WITH END FIXED DIAGRAM POINT LOAD NEAR SUPPORT WITH END PINNED fixed end moment is approx 90pc of simply supported...

thanks dik and hturkak i dont have a structural plan but it is as you described.

hello again engtips fam so i was looking on a boef for 3 columns in a section 2 external and internal and i got a moment diagram like this i notice however i see some details like this for the edge column/walls where they have main reinforcement for the slab at the edge columns in the...

thanks BA

oh right the transparent beam you only have weld in one direction though for the rafter to plate also are you bolting through the hss for that secondary? beam? oh i just checked back on the cap plate equations it seems like it just converges to Fy*A when load width is larger than column itself...