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Hello, What is the best software for designing slab embed plates with headed anchors?

I'm doing a torsion weld calc on a pipe and cant figure out why the polar moment of Inertia formula (Jw) for a weld treated as a line is different than the standard polar moment of inertia formula for a circle. In my text book, the polar moment of Inertia (J) of a circle (with axis on CG)is...

How does one calculate the corner zone width "a" for an irregular building? ASCE 7-05 states that the corner zone shall be 10% of the least building width but not less than 3ft. The ASCE approach is for a standard/rectangular shaped building. Based on the geometry of the attached building...

I don't have equipment to perform a friction test.

How would i go about doing that?

Anyone know the coefficient of friction between glass and vulcanized fibre? or glass on a similar material to fibre. Anyone have a good reference for coefficients of friction? Thank you.

hokie66 so in same scenario as above but with two buckling restraints equally spaced the beta value would be 1.0? same would apply if 3,4,5 equally spaced restraints where present as restraints near max moment would govern. Correct? Lastly when due the negative beta values come into play? In...

Anyone know how to interpret table C1 in appendix C of AS1288 "COEFFICIENTS FOR SLENDERNESS FACTOR" More specifically how to choose the right moment parameter (beta)on the attached table. Need to choose the appropriate g1 factor but don't know if the moment parameter (beta) should be...

The 10.6ksi that structural EIT is talking about is for edge stress not surface stress which is what will govern in your analysis. Allowable surface stress is 13.5ksi (tempered Glass)per E1300-07 Allowable edge stress is 10.6ksi ((tempered Glass) per E1300-07

I'm in the process of designing a wedge anchor connection per appendix D of ACI 318-08. I'm trying to figure out when to assume cracked vs uncracked concrete. When anchoring to a compression zone, one would assumed uncracked concrete and cracked for tension zone. What happens when you anchor...

Thanks for all your help.

nutte, any chance you can scan the sheet for me?

nutte I have the 6th edition what section is it under?

dik, anymore insight or text book reference to the 0.85 or the 0.9 that you use? also what does rtg refer to? sorry i'm new at this. Thanks for all your help guys.

in my origional post i stated that the moment arm was to be multiplied by 0.85 which is incorrect. its the distance from bolt to pivot point (as shown in sketch in my previous post) that the reviewing engineer is asking to be multiplied by 0.85.

I have attached the detail in question for review. Rotate pdf counterclockwise to get correct orientationhttp://files.engineering.com/getfile.aspx?folder=a393670a-4f7e-4f1f-a75a-a192f3c99e04&file=PRYING_FORCE.pdf

I recently got a comment back from a reviewing engineer with the following comment regarding one of my analysis. In the analysis i was calculating the prying (tensile) force on a bolt. I was asked to multiply my moment arm by a factor of 0.85 to account for the difference in strain rates...