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...
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...
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...
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...
chapter K in AISC manual has some design checks for cap plate but it has a fin
i agree your design has some sort of positive support independent of the bolts
versus a fin design
and plastification can be a thing for the fin (longitudinal plate) on the beam
but the shear plate will more...
hi engtips fam
i am interested in doing raft design without having the spread the pressure along whole raft
i was exploring some flexible raft design procedures and i came across the one below
asking some clarification on the pic below
by number 1. does he mean that the balancing...
i dont think it is a requirement but you may not be able to get sufficient anchorage on
prescribed development lengths or geometry limitations (like your case)
NOTE: anchorage cannot be achieved by bending into the heel as your tie needs to be anchored into the node
the guy describes this when...
i found some doods masters thesis
he quotes alot of nilsson stuff for people who dont have access to his material
also strut and tie model to analyze retaining walls
https://repository.tudelft.nl/islandora/object/uuid:00c99fe7-cd43-44fc-a741-c5d638cf4d72/datastream/OBJ/download
