AISC sdm page 5-20
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OK. I think I've got it. Since to develop the full plate strength of say, A572 Grade 50 plate, you would have to use 1.1RyFy as follows:
t = 6.19D/Fu , but substitute Fu with 1.1*1.1*Fy= 60.5 ksi. Then solve for D, but remember D is in 16ths: D=1.1RyFy/(6.19*16)=0.610. 0.610 is very close to 5/8.
If anyone could clarify or converse with me on this at some point, I'd appreciate it.
t = 6.19D/Fu , but substitute Fu with 1.1*1.1*Fy= 60.5 ksi. Then solve for D, but remember D is in 16ths: D=1.1RyFy/(6.19*16)=0.610. 0.610 is very close to 5/8.
If anyone could clarify or converse with me on this at some point, I'd appreciate it.
Also, because 6.19 is based on shear rupture (theta=zero), I believe that it could increase by 1.5 for a transverse weld, which would reduce the 0.61 to 0.407 (or roughly 7/16 of the plate if in pure tension).
The collector on page 5-20 has shear and tension going on, so in this example a shear rupture weld is conservative.
The collector on page 5-20 has shear and tension going on, so in this example a shear rupture weld is conservative.
McEngr:
Is this the latest edition of SEAOC Vol 1? http://www.iccsafe.org/Store/Pages/Product.aspx?id=9011S091
Is this the latest edition of SEAOC Vol 1? http://www.iccsafe.org/Store/Pages/Product.aspx?id=9011S091
McEngr:
From AISC Manual pg 9-5 for a 2-sided fillet, tmin = 6.19*D/Fu.
Therfore to develop the plate, Dmin = tp*Fu/6.19 = tp*(58/6.19) = tp*9.4
Therfore weld leg size, w = tp*(9.4/16) ~ tp*(5/8)
This derivation is a common unstated simplification of the manual equation used in connection design (read: underived - just state in your calcs "use 5/8*tp to develop plate").
From AISC Manual pg 9-5 for a 2-sided fillet, tmin = 6.19*D/Fu.
Therfore to develop the plate, Dmin = tp*Fu/6.19 = tp*(58/6.19) = tp*9.4
Therfore weld leg size, w = tp*(9.4/16) ~ tp*(5/8)
This derivation is a common unstated simplification of the manual equation used in connection design (read: underived - just state in your calcs "use 5/8*tp to develop plate").
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Sorry - couldn't find the ole' double tildy! Hope that helps.
ip: What Kevo said - get the versions for IBC2009 if available but watch for errors. That said, though, I studied using the versions written for IBC2006, and they were more than adequate, since a) IBC2009 still references ASCE7-05 (same as IBC2006), and B) changes made to IBC2009 for seismic were few and minor.
The most major changes would be in volumne 3 for concrete, since reference changed from ACI318-05 to 318-08, but even there it's mostly section number changes, not substantive changes - so more of a PITA than anything else.
ip: What Kevo said - get the versions for IBC2009 if available but watch for errors. That said, though, I studied using the versions written for IBC2006, and they were more than adequate, since a) IBC2009 still references ASCE7-05 (same as IBC2006), and B) changes made to IBC2009 for seismic were few and minor.
The most major changes would be in volumne 3 for concrete, since reference changed from ACI318-05 to 318-08, but even there it's mostly section number changes, not substantive changes - so more of a PITA than anything else.
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Hey McEngr, I happened to be reading through this publication written by Larry Muir, and came across a much more pure, truly theoretical derivation of the (5/8)*tp. Pages 70-71.
http://larrymuir.com/Documents/Design%20of%20Unstiffened%20Extended%20Single%20Plate%20Shear%20Connections.pdf
http://larrymuir.com/Documents/Design%20of%20Unstiffened%20Extended%20Single%20Plate%20Shear%20Connections.pdf
dakota: very nice find! One thing I noticed is that the SDM is incorrect as the Muir article makes the correlation between 50 ksi yield and 70 ksi electrodes. Of course using 5/8 with 36ksi is conservative forthat example.
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