It needs to be 2004, though I suspect that the rules for flange design haven't really changed over the years. Also, I don't think the Section III rules are much different from the non-nuclear rules, especially the stuff I am asking about in my original post, which is why I figured I'd throw the...
...to calculate flange bolt stress. The definitions in XI and L don't match, and neither are very clear. Per App. XI I would think it would be #bolts*clamping force/bolt-(pd*AreaID, but that doesn't really match the definition in L. How do I calculate HG?
2. Equivalent pressure when there are...
...to calculate flange bolt stress. The definitions in XI and L don't match, and neither is very clear. Per App. XI I would think it would be #bolts*clamping force/bolt-(pd*AreaID, but that doesn't really match the definition in L.
2. Equivalent pressure when there are external loads on the...
I have a nozzle I am evaluating to teach myself. I am trying to use the guidance in UG-37 but am struggling.
The detail in Table UG-37.1 assumes the pipe is attached to the vessel inner wall and reinforcing pad by fillet welds. My situation is different. The pipe is welded to the vessel outer...
I am primarily interested in the fracture toughness for use with the Paris Equation, which according to my understanding is an equation for predicting the growth rate of a fatigue crack. Fracture toughness is used to calculate the crack size at fracture, which is one of the limits of integration...
Yeah I know, but if is there anything at all on it? I have ASTM specs for the material, does that narrow the search down at all? Even a range of values just to try to get in the ballpark.
I am trying to apply the Paris Equation to some cast iron piping and coming up short on the fatigue properties. Everything I can find is for steel. Does anyone have a good resource for cast iron fatigue? I found one paper with some values for fracture toughness but I'd like to see if anything...
HILTI makes epoxy anchors that have high capacities. Which one you need depends on how you are mounting the pump, what loads it will see, etc. Once you determine the loads on the anchors HILTI bolts are pretty cook-booky.
The plastic neutral axis will be set at wherever the area is perfectly bisected, not necessarily true for the elastic neutral axis (I suspect your book is calling the E.N.A. the centroid). The sum of forces on the cross section must always equal zero. The location of neutral axis (elastic or...
Instead of making a science project out of the glue, couldn't you just wrap it with some steel banding to provide bracing? Shoot some screws or lag bolts through the banding to brace each 2x4 either direction? Make it stainless so it looks nice.
A sketch would help, but if you're welding two pieces together you're creating a composite section so the flexural strength wouldn't just be a simple summation of the two pieces added together.
...on the weld. The 9th edition of AISC has cases for partial pen. welds in several orientations, but I do not see one for shear perpendicular to the axis of the weld. Am I safe in treating it similar to a fillet as 0.3*Ft of the weld rod material? How do others treat flare bevel groove welds...
When you say "prevent rotation" are you saying prevent actual rotation due to moment (and thus make the joint have some moment carrying capacity) or are you trying to provide restraint against lateral torsional buckling at the ends?
I would treat that as simply supported with the span the distance between each set of rod hangers and assume the splice is capable of carrying no moment. There doesn't seem to be much capacity for lateral support either.
I had looked at older threads in the past, and most of them seem to discuss how to do this with a program. I do not want to use a program. I understand that the hand calcs for this will be more involved than a typical pinned-pinned truss, but I was hoping there would be some info out there for...
I am looking for some more in depth reference material for truss analysis. The standard methods we were taught all assume pinned members at each node. Not all trusses are built this way (members continuous across several nodes) and I am trying to analyze them using hand calcs/matrix methods...
36"x18" = 648sq. in or 4.5 sq. ft. At 50psf LL, you have an allowance for 4.5(50)=225 lb per file cabinet. Do you expect the file cabinet to weigh more than this? Do you expect people to stand or find other ways to occupy the same foot print, thus adding to the loading over the affected area? Is...
Why not just flip the channel over and weld it to the HSS?
Without a sketch of the framing it is hard to visualize what you are describing regarding loads
