maramos,
I agree with ron. I would also apply the corner zone wind loads to the stepped corners. In this case I might use the same zone width based on the 80ft-or you could use width of the stepped walls if needed.
We have done this quite a bit. The real time waster is trying to modify your beam/column/gridline locations in Risa. I usually get the model pretty close to perfect, then export to RISA, and see where the problems are (columns not on gridlines, beams not attached, etc). Then I go back to...
SteelPE,
you may want to download an excel file called 'IBC 2009 & ASCE7-05 edition (Revised 7/26/2011)' from http://seaoc.org/software.html
One of the tabs is on perforated shear walls.
Risa has a great technical support staff. Risa 3d is pretty user friendly-it is spreadsheet driven. You can copy paste to and from spreadsheets. I use Risa Floor mainly when I have composite beam/slab. Risa floor and Risa 3d work pretty well together. Floor does gravity, 3d does lateral.
I was thinking about using all of the walls to find the center of rigidity. This way I could get correct Torsion due to lateral load in either direction. If I neglect them in my center of rigidity calculation, I think my torsions will be off. Am I thinking correctly?
Attached is a crude drawing of a c-shaped 8" reinf. CMU wall. 50' x 250' bldg 2 story. Roof Flexible, Floor rigid All thick walls may be shear walls.
I am looking for the shear per foot for the walls. I know there will be torsion introduced because of the C shape nature of the walls. I am...
Thank you Mike and JAE.
JAE, that is a clear explination of the code. That helps a lot.
My next question:
I did not create this spreadsheet and it is locked. I am having trouble finding out how the Fpx column is calculated. If I could only remember how to use sums (Fpx=(nSUMi=x Fi)/(nSUMi=x...
Equation 12.10-1 in Section 12.10.1.1 Diaphragm Design Forces of ASCE7-05 has the following equation:
Fpx=(nSUMi=x Fi)/(nSUMi=x wi)*wpx
It has been a while since college. I looked at Daniel T. Li's Seismic Analysis Based on CBC 2007 Chapter A found at http://www.engineering-international.com/...
We have 50 feet of standard brick. Supported laterally by studs/ ties. Only used as veneer. We have checked stress due to dead load... it is fine.
Is there anything else I should worry about?
Thanks steve1. That is good to know...great advice.
So I will definately need to get formal training first.
Then I'll need to do some learning on my own (by way of Autodesk tutorials and manuals)
Does any one know of an unauthorized trainers (might be cheaper than authorized)?
Does anyone...
Our office has two people going to Revit Structure.
Training is $1500/day for Applied Software, Inc. and other similar resellers.
Any one know a good alternative? (We are in Macon, Ga)
webcasts?
non-authorized trainers?
really good tutorials?
Thanks IceNine! Good resource.
I checked out http://www.bia.org/html/frmset_thnt.htm
Is this as easy as it gets?
Seems like someone would have put this in a spreadsheet by now...or a simple program.
If not...I'll muscle my way thru the equations.
Thanks for the resource.
I have 2 (major)? arches:
Span=20', rise=2', rise/span=0.1, only supports 4ft of brick veneer (0.2k/ft)
Span=12', rise=3', rise/span=0.25, only supports 5ft of brick veneer (0.25k/ft)
I would like it to support itself.
Does anyone have an easy formula, example, or spreadsheet?
Every where I...
What checks must I do to see if a wideflange beam can have a hole in it?
I do the following checks: Am I on the right track?
1-Check to see if how much section modulus was removed by the hole
2-Check to see how much I was removed
3-Check to see if shear is ok for section with hole.
