Quick question on a foundation alternative:
I'm trying to size a foundation for a structure that typically needs 20'~25' deep pile (portal frames). Due to certain site restrictions, I can only go 7' deep below. Geotech is recommending a "block foundation". Is this more or less of a "pad"...
Hi, I got couple questions dealing with a cantilevered monopole sitting on a footing, using ASCE7-10 wind load procedure.
What would be the wind force coefficient, Cf in this case? The pole has a tapered cross-section and is very slender (height to depth ratio of 35 to 60). Is it more like a...
Hi,
As usual, I always appreciate any help/advice.
I'm dealing with old fiberglass wall panel (3/32" thick, flat) spanning 4 ft.
I'm trying to find some elastic strength and deflection limit, but not having much of luck. Properties of the fiberglass panel from typical manufacturers vary wide...
That catalog isn't really for "Cemesto". I've been googling hours to find some more info on the cemesto (Found one that sells on eBay). Does anyone have some info on mechanical properties of these things?
Thanks again..
Hi,
I was trying to look for some mechnical properties of "2 in Asbestos Cement Faced Fiber Board", and was not successful. The panel was used in built-up roof construction ages ago. Any advice/comments?
Thanks in advance
Question...
The 1/2in dia. rod is sitting on a 1/8in plate half-way in. Please see pic attached
To design adequacy of the fillet weld of the rod as shown below, is it ok to assume planar dimension of weld groups?
Thank you very much all for the input.
The trouble I had was that the top flange of the girder didn't have any reserve capacity due to wind load only even without any consideration of girder sweep. Therefore lateral moment was negative value which was meaningless.
I'll read up on Laszlo and see...
Hi, I've been reading up on Robert Mast's PCI article on long span girder stability during lifting and transportation. It is also printed in PCI Design manual chapter 8.10
He defines lateral moment, M_lat as top corner of flange to reach tentile rupture, and takes ratio of that to the moment...
Hi, I am a bit confused after looking at ASSHTO Design Spec. Section 5.14.2.3 in balanced cantilever construction. Using service limit state, the chart in the spec (table 5.14.2.3.3-1) which shows different load factors in combinations does not include incidental load (2A=2*segment weight) in...
