If i use line welds and calculate section properties and compute the lbf/in, then i am doing this assuming the stress is equally distributed to all the weld lines. With different sized welds, will the stress be equally distributed to all welds? or will there be a variance in stress distribution...
This is for a elevator brakes welding and force is 9500lbf. Since the force is applied eccentrically there will be moments acting on the welds too.
I require a FOS of 5! I did try 3 sides only and was only able to get a FOS of 2.31.
I have a 2" plate that is sitting on (2) W10x15 beams. The plate is welded ( by the contractor) to the flanges of the W10x15 with a rectangular line weld 3/8" all around. Considering that the thickness of the W10x15 flange is 0.27", my understanding is that on one side the weld can be no more...
I guess what I was tryin to get at is that we will not have the internal pressure calculated using the positive GCPi term in case of cold storage facilities.
I thought about it for a moment and have more question than answers.
What causes the positive or negative internal pressure i.e. the term GCPi within a building.
For an enclosed building, the wind uplift force on a roof is caused by difference of pressures above and below the roof membrane. The motion of the wind blowing over the roof creates a area of low pressure and the air under the roof membrane is at a higher pressure and so the wind tries to move...
The cross-section shown is of a similar adjacent wall which is load-bearing..So the double T stems are shown resting on the wall..The wall under discussion does not have this...
Please see the attached cross-section. I have considered the passive soil pressure as well. It does not help much considering the small cross-sectional area of the footing. Please note that the shear force is in-plane to the wall and that is a precast concrete shear wall.
I have one more...
Please see the wall footing snip attached. I have a 450 kip lateral force at the top of the wall which is about 23 ft high and 10 inches thick and 39ft long.
This is a non-load-bearing wall and the wall self is the only thing I have to resist overturning as well as sliding. The footing is...
I am required to design a condenser supporting steel structure for seismic loads. It will consists of 4 steel columns and tension only x bracing between the columns. There will be a network of beams connecting the columns at the top, thus forming a platform on which the condenser unit will be...
oh! I did not know that.. I figured the strap beam would have soil pressures as well. I guess that is the fundamental difference between the two types of models i.e modelling this as mat slab vs modelling it as two individual foundations connected by a strap beam.
The mat slab approach seems...
@Celt83
I am aware of this page. This was my initial approach to model these foundations. The beams as modelled are connected to the nodes of the pedestal and not necessarily to the discretized nodes of the mat foundation. Also, all parts of beam and foundations are considered to be rigid...
WinelandV - Unfortunately, in RISA foundation, this is the only way to model strap beams/grade beams between columns. Just generally drawing in a beam element between columns does not redistribute the column forces. I'm starting to think deep foundations may be the only option for this building.
Guys I need you help on this again...
In RISA Foundation, when modifying the subgrade modulus I find that a higher subgrade modulus produces a higher soil bearing pressure. However, in reality a higher subgrade modulus should reduce bearing pressure under the footing. I understand this is...
JoshPLumSE
I have used SAP2000 extensively for finite element modeling and seismic analysis such as non-linear time history analysis. I have yet to find a software that is better than SAP2000.
But a lot of companies either do not know about it or don't want to use it. Not sure why...
