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This is a geat thread, I too have been hesitant with my interpretation of the code (IBC)... I agree that the code reads such that 2x members are acceptable given the staggered attachment on opposite sides. This clearly reflects a concern that the studs may split with the increased nailing...

Using the 2000 IBC code and current NDS standards. Can built-up 2x members be substituted for the situations where a 3x member is required per code to achieve the allowable shearwall design values? i.e. (2)2x6 studs in place of a 3x... this would ofcourse assume that the built-up studs are...

thank you everyone for the help. your feedback has been great and it provides us with some answers on our assumptions and solution process. I had placed a more detailed explanation of the situation on the following thread in the general structural area: thread507-69213 some of you may have a...

IMHO- Thank You for the response. A full penetration weld at the flanges (top and Bottom) should allow us to consider the webs and connecting portions of flanges as a closed section. The additional plates stiffen the flanges and we feel that the beam will perform well against localized...

A current project in our office has required us to size a very large W-section. A height restriction of 24" has been set by the architect to make the beam more "interesting" for us. The beam spans 45' and with its cont. and point. loads must resist a 154K-ft moment. We have just...

A current project in our office has required us to size a very large W-section. A height restriction of 24" has been set by the architect to make the beam more "interesting" for us. The beam spans 45' and with its cont. and point. loads must resist a 154K-ft moment. We have just...

I currently have a project with masonry in a similar condition. I used the values from Amrhein's book for unreinforced masonry. Fortunately with new structural additions that I have added to the building I have been able to reduce the shear stress in my calculations to below 9 psi. I have used...