I don't venture north of the border too much in work, but I am looking at a building up in BC. The drilled piers per the structural drawings have a 'Factored ULS Strength' for axial compression. Is that similar to what we in the States would call the Ultimate Capacity (nominal strength...
I have gone through ASTM A6 a few times and for the life of me I can't locate the tolerance on thickness for flanges and webs of wideflange shapes. Can anyone point me to where they are?
Live load reduction per ASCE 7 uses the Kll factor. The item is question is a double tee used in an office building, with a 3.5" (average) thickness topping slab . I would use Kll = 1.0 for this double tee. The original calcs used Kll=2.0. This seems optimistic to me, but is it common in the...
I have a two way slab designed in 1960. only one or two legible drawings and they indicate bars similar to what you would expect nowadays for a two way slab. In that time frame was 40ksi the predominate steel strength? Seems 'safe' to make that starting assumption.
I am looking for a good reference on calculating axial load capacities of driven piles. I relocated to an area where it pretty common and wanted to get a feel for it. I am not designing anything.
I have a SAFE model. When I graphically look at the magnitude of moments in a column strip at the face of a column the values look in the right ballpark. The reinforcing steel is very high. When I look in the Tables, I find that SAFE is sizing rebar for a significantly higher moment that what...
I cannot get SAFE to generate design strips. I ask it to, but nothing happens. Any idea what I am doing wrong? I know I can draw them in manually if need be
One a project the framer has run out of 5.5"x6" glu-lam posts, and wants to substitute (2)3.125"x7" glu-lam posts instead. The posts are western species Grade 3. The (2) pieces can be bolted together per NDS. My concern is with ripping them down to fit.
I believe glu-lam posts have...
For an elevated parking slab, primarily the slope is achieved either through constant thickness, or use of a flat bottom and varying thickness slab. Both have their good and bad points. What methods do you prefer?
I am leaning towards the varying thickness. In that scenario would the top...
I was having a discussion with the regional engineer for a rather large nationwide firm. He told me that he 'ignores' the affects of water table on the embedded portion of cantilever soldier beams (uses a moist unit weight instead of a submerged unit weight). Does anyone know of a rational for...
Would you consider apparent earth pressures for an anchored wall to be closer to at-rest or active? I have typically thought of them as more akin to active, but in thinking about it and how they they were originally developed it seems like they are somewhere in between, and depending on the...
I have a 28ft diameter temporary access shaft that is to be constructed using secant piers. No ring beam at the top. Down about 26-ft they need to cut a 11-ft diameter hole in the piers to jack a pipe. Theoretically it is a ring, and for most of the ring I am ok with assuming it acts as one...
A great simplification over my actual case, but to keep it simple: lets say you have a building that is 100-ft square. Grade at one side is such that the mean roof height is 40-ft, and on the opposite side the mean roof height is 70-ft. The grade slopes uniformly down from the high to the low...
I have to provide the architect with C&C wind loads. Vult=145mph. I know IBC has provisions that allow a 'reduction' in wind loads for checking deflections. I doubt it does, but am looking to see if and similar reductions on window design pressures exist.
I was working in an old spreadsheet and found something strange happening. I am sure there is some goofy setting somewhere but I have never seen this before. Take the following 3 columns of numbers:
10 2 5
8 4 5
0 0 5
The 1st two columns are numbers, nothing...
I am trying to model a temperature change through the thickness of a plate element to simulate edge curling. Far as I can tell you can not specify a temperature gradient through the thickness. So I am trying it through some frame elements above the plates with rigid links down to the plates to...
I need to model the affects of a temperature gradient through an element. The temperature gradient option for a shell element is only from the mid-depth to the top surface. Anyone know of a way to model it through the full thickness? The temperature at the bottom is the reference temperature...
Looking at a circular jacking pit. Intention is to use secant piers. Inside diameter 26-ft, depth 26-ft, 24" shafts, no facing. I am good with all facets of the design except one. The pipe is 10'-6"O.D.. I am having trouble deciding how to model the portion of the compression ring with the...
Somebody posted a picture of this suspension bridge over in the Earth retention Forum. I was looking at the anchorage in horror. Went looking on the internet, and found the following http://delsurnewsonline.com/san-juan-del-sur-foot-bridge-collapses/
Sadly, not too...
I am looking for information on Oriented Strand Board swell characteristics as well as nail performance due to wetting. I need to decided what to due with some houses where the OSB shearwalls have water damage.
Thanks
