Recent content by JMC3178

Original question to John Henry, P.E. ICC: Section 2305.3.8.2.4, Equation 23-3. Can net overturning moment (OM-RM) be used to calculate the uplift forces? The equation only uses OM and will give a very conservative result. Please clarify. Response: Perforated shear wall design in the IBC is...

I have been informed by my local city official and a representative from ICC that since the formulas for the perforated shearwall design in the IBC is empirical, that the dead load resistance from the roof (ect.) is to be ignored. Anyone have thoughts otherwise?

At the typical connection of wood TJI floor joist to exterior shearwall, can I splice the plywood at the center of a LVL Rim Board, P.E.N. ea. side of the splice to achieve shear transfer to the lower wall, and then utilize the rim board as my 3x "sill plate" ? I am trying to eliminate the need...

Do you include the seismic weight of snow on a deck? Do I take 20% ground snow load, drift load, flat roof load or sloped roof load? Thanks

onetimedeal, any suggestions on the clip? Just an 4x4 16Ga clip or is there a premfr. style?

Thank you for the speedy responses: The occurance of this detail isn't too much, so I went with the 12" stud idea. I am questioning attaching it with Titan screws vs. DN52. I will be able to use continuous 6" (braced) studs when they will be able to be supported by the foundation below. Any...

A picture is better than words.http://files.engineering.com/getfile.aspx?folder=9d54cc87-330e-47d9-b49f-ab8ed815a7cf&file=RF09.pdf

I have 6" metal studs that are placed in front of a masonry wall to form the parapet. They are hanging from the wall and extend 5' past the top of the wall. I was planning on having angle braced studs from the masonry wall to the studs to carry the load. How do I connect an angled (45 deg.)...

Well it seems that my assumptions are right then. Can someone else verify that Enercalc is doing wood beams incorrectly?

I have asked him which standard they are using, and he claims 2005 NDS. He is using the 1.67 (i'm assuming) for both wood and steel. Its a fairly popular program that alot of people on here are using.

Actually its another omega factor. This one is unrelated to seismic. As teh 13th AISC states the check for flexure is Ultimate Moment vs. the nominal moment over omega sub B. This omega value is always 1.67 Should I stop using the wood module of this program because it incorrectly evaluates...

Sorry for any confusion. CSI is the interaction between allowable and actual. I do own the NDS and I have gone through it quite well now. I am just questioning the use of the omega factor in ASD wood by the program manufacturer. I have questioned him and he claims it is an acceptable method...

Excuse me for being behind the ball a bit. I have just finished up all of my 2001 CBC work and now beginning to look at the new code requirements a little deeper. As I understand it, ASD wood design hasn't changed any (i,e, fa/Fa and fb/Fb), and LRFD is a similar fashion just added adjustment...

Anyone else have a problem with their Wood Beam Calculations? ASD calculations are based on Mu<Mn/Omega as it would be for a steel beam. For wood shouldn't it be based on fb<Fb? I could be missing alot here.

Thanks for the link. However, I don't believe that it mentions reasons for changing formulas about notching on the compression side. I was hoping someone could give reasoning why the change in "d" between formula. Also, does this formula apply to chamfer cuts beams as well or just straight...