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The AISC committees that I serve on normally meet twice a year, sometimes 3, usually 1-3 days each event. Depending on the amount of balloting, as ajh1 states "... In addition to the meetings themselves there is preparation time, ballot reviews and voting. Each of these may involve as much or...

Stop wasting time showing weld beads.

Loads must be stated as either ASD or LRFD. Are you a connection designer submitting your designs to the fabricator or are you the Engineer of Record delegating the connection design to the fabricator?

Reference 3rd Quarter 1989 AISC Engineering Journal Article by David T. Ricker "Some Practical Aspects of Column Base Selection".

Correct, if connections are designed and placed on the design drawings there is no need to indicate loads. The iterative design process mentioned is killer to a connection designer. At some point, which may differ from job to job, the designs should try to be "frozen" so that changes can be...

While I am a connection designer, and thus make my living by EOR's delegating connection design, I still believe connection design should remain with the EOR and fully designed connections placed on the contract documents prior to final bid. With that said I believe a system that has worked...

"... not allow the Heat-Affected Zones to overlap, or even touch " brings up a question. Say you have a WF column requiring stiffeners opposite the flange of a direct welded WF beam moment connection. The stiffener plate full pene. welds to the inside of the column flange in the shop, the beam...

Agree, not a fit issue. The 1/16" limit is primarily for 2 reasons. One the get an inspector a visual edge by which the check the weld, and two to minimize weld undercut during the welding process. Radiused edge is not that severe. Code say t-1/16" period, not t-1/16" except at angles.

Yep, pretty basic. An upwards shear connection is designed the same way as a downward shear connection.

The normal installation procedure for this case is to add washers so the nut does not bottom out. Washers can be installed under the head and/or nut. This is different than threads in the faying surface.

Only in bearing bolts does it matter, i.e. "N" vs "X". Otherwise it does not matter how many treads are in the faying surface. There is no code specifying the number of threads allowed.

Thread lengths are provided on page 7-80 of the 13th Edition AISC manual. This length is constant for a given bolt diameter. Once you know the bolt length subtract the thread length to get the unthreaded shank.

You may want to get AISC's Design Guide #7 for Industrial Buildings.

Bill Thornton developed a method of reinforcing connection thickness' for prying action by adding reinforcing plates. Go to the link below and download the paper. Then go to page 167 where you'll find his procedure. http://www.scribd.com/doc/42305267/Structural-Connections-Thornton-Kane

Mb is the moment at the gusset-beam interface. The overall moment on the joint, i.e.beam, is Vb*alpha - Hb*eb, which should approach zero.

Assuming the workpoints of all elements coincide with the neutral axis' there is no moment applied to the member. The moment you are referring to is an internal connection moment resisted by the weld and gusset plate.

Not everything in engineering has been codified, or needs to be codified, allowed or dis-allowed. There is nothing in any code that I am aware of that prohibits splicing two short members together to become one long member.

Correct, AISC 358-10 is the proper code to use and follow. AISC has taken over for FEMA in the developement of seismic code design codification; AISC 358 is result.

CJP welding two elements together to achieve one longer element is not dis-allowed by code. Happens frequently!!

Per AISC 13th, J3.b, "Plug ... welds are permitted to be used to transmit shear ... or to prevent buckling ... and join component parts of built-up members." i.e. They are not approved for tension.