The 2009 IBC states 1704.3 Exception 2.1 that Single pass fillet welds not exceeding 5/16" in size do not require continuous inspection. Since IBC defers to AISC 360-10 Chapter N I can't find an exception to continuous special inspections for small fillet welds in Chapter N.
Can somebody help...
I think I may have found a book that proposes a method of analyzing cables. Others may find it of use but its math looks to be beyond my capabilities.
Cable Structures by H. Max Irvine.
I found it on www.ScribD.com. This is my first introduction to the website and it appears to have some...
"Thus the shortest secondary cable near the midspan of the primary cable will be approximately 25' long."
Good point, that is a significant error. However, wouldn't the length of the secondary cable be closer to 36.9'- 6'=30.9' (not including sag from the primary cable at the north end)?
"so...
Thanks Eric.
Do you know if I can assume a higher sag condition with for wind loads that at service loads? Let's say I want to keep the sag at 1'-0" for typical conditions but when the wind blows for a 90 mph wind load it can sag for 6 feet. Will the structure have any give to it?
KGH
I've read through the posts on cables and gathered that the most appplicable equation to use to analyze the the attached schematic is wL^2/8=TH.
T = tension in cable
H = amount of sag in cable
The attached diagram shows the support for a net suspended over some bleachers. The net spans 6 feet...
That means for my net for one thread I have 1.28 lbs/ft. With 1 3/4" x 1 3/4" spacing I end up with roughly 17.6 psf LRFD, 12.3 psf ASD. Thats 1 1/2 gallons of water on each square foot of the net. Aye carumba. Thanks for the input.
KGH
I need to figure out the ice load on some netting but am getting a nnumber that can't be correct. The equations are straight forward. ASCE 7-10 by the way.
t = 0.5"
Vc = 30 mph
temperature = 15 degrees Farenheit
Kzt = 1.0
Ii = 1.0
Dc = .0945 in.
Per 10.4-4
fz= 0.980
Per 10.4-5
td = .98 inches...
The HSS criteria came from the engineer above me. Ease of tying in cold formed steel studs and cleaner connection details around an HSS is one reason, architect preference another. The project started with W columns and has switched. Not sure on the exact reason why but I'll get clarification...
I've been tasked with designing columns for a 4 story building (interior columns only, the perimeter is concrete tilt wall).
Story Height: 15 feet
Floor: Vulcraft VLI composite slab/metal deck with open web steel joists and wide flange steel beams.
Roof: Metal Deck
Column Shape: Square HSS...
wannabeSE: Detail A is independent of B and C. They are two separate questions: Thanks for the link.
I've looked further into the required bearing condition and it looks like AISI 2001 Eq. C3.4.1-1 web crippling capacity calculation is only valid for bearing lengths >= 3/4". This eliminates...
For architectural reasons it's better to turn the cees in the direction shown in the attached document. My concern is buckling of the clip angle. Is this wise? How do I calculate the capacity of the clip?
As best I can tell I could approximate the condition conservatively as a cantilever to get...
Does anybody have an example of the deflection calculation for WRI/CRSI Design of Slab-on-Ground Foundations method? I've got a company spreadsheet that had errors and is now (conceivably) corrected and I want to verify my results with a worked out example but can't find one. The calculation, as...
