Recent content by Delmarva_Struct

JAE I understand.. My apologies! I don't feel like i have the experience to contribute just yet. I will plan on doing that as i feel more comfortable.

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...

Canwesteng..Can u give me a reference or a worked out example?

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...

Thank you EngDM!

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...

Thanks! Dritflimiter..Ill give that a shot..

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...