I have, and they say that NO competitor has been able to meet that spec with a fender pile, and that they plan on using axial capacity as a secondary evaluation as to which customer's piling they want to go with, if 2 competitors seem a deadlock tie.
I would think if no one is meeting the spec...
Ah, thanks SlideRule. Embedment depth would make sense in most cases, and I think that may be what the engineer was going for, but IMO 1,900 kips is a bit high, since these piles are not battered and are only 16" diameter, so even a solid concrete pile @5000psi wouldn't have that axial...
Anyone know why an engineer would spec out a fender pile to have 1,900 kips of axial capacity? I would think EI, Ma and radial compression would be the most important design criteria for a fender pile.
Question is going around the office since this spec doesn't seem to make sense.
hmmm I guess there is a confusion as to which cables we are looking at.
I'd use the same process as above, and follow the load path of the tributary system to the next sequence, at the columns.
You wouldn't need to iterate between cables and column (unless you wanted to incorporate 2nd order...
In terms of conservative/unconservative, well it depends.
If you neglect the weight of the fabric and self weight of the cables, then it is unconservative.
Who knows how "permeable" your fabric is. From the picture it looks like some air can slip through, but since this would be hard to...
Maybe you could lift it like the manufacturer? Put those fasteners in, and run a shackle through them. You can then connect your slings via the shackles and lift with a forklift.
What is the ultimate goal to finding the tension in these cables? Looks like the structure is already standing. Is it to check the design so that it doesn't fall down or do you need the loads because you are modifying what is already there?
500-600 lbs shouldn't be excessive for a normal forklift. We lift pallets of 4-8 drums of resin daily, and those barrels weigh close to 400lbs apiece. How big is this box? You can't tilt each end to put some dunnage underneath then slide your forks under to get a good grab?
Our lift...
I would look at it like tributary loading. Figure out what the pressure profile due to wind on your barrier will be for the given return period you need. Multiply this pressure by the area of fabric each cable supports to get the tension force in each cable.
this was a question proposed in our office, and was more of a "what if" type of scenario to get our brains thinking. I guess it was more of an ideal gas type of question, with an increase in pressure.
Hi, I was wrestling with a thought experiment about the relative end displacements of a pipe with many bends in it versus a straight pipe (See attached) For ease of calcs lets just say that the total length of pipe for both types is ~100ft, and the cross sectional area of the pipe is 1 sq-ft...
this is not true...
an element that has no supports subjected to a uniform temperature gradient undergoes strain with no internal stress.... when there is no restraint to elongation then no stresses are picked up in the member.
the reverse is true for the fixed-fixed case with a uniform...
BA is right. both ends fixed gives no deflection, but gives a constant moment throughout the beam due to equal fixed end actions: apha*deltaT*E*I.
No matter how hard you try you want to say that the beam bows up because it has stresses in it. But in our case, we have stresses with no strains...
