Step 5 the available tensile strength for the bolts

Step 5. The available tensile strength for the bolts used in the ConXL connection is
specified as the minimum bolt pretension load. The purpose of assigning the mini-
mum pretension load as the available bolt tensile strength is to prevent overcoming
of bolt pretension, at least up to the bolt loading subjected by the probable maximum
moment. The minimum bolt pretension load is 102 kips (454 kN). Bolts are checked
for tension only because the frictional force developed by the bolt pretension will
resist beam shear (see Steps 6 and 7 ).

Prequalified Connections for Special and Intermediate
Steel Moment Frames for Seismic Applications, May 12, 2016
American Institute of Steel Construction
9.2 -205 DESIGN PROCEDURE Comm. 10.8.]
Steps 6 and 7. Beam shear is resisted by the friction developed between the col-
lar flanges and the collar corners. The collar flanges are clamped against the collar
corner assemblies and column when the collar bolts are pretensioned. This preten-
sion clamping force creates friction between the machined surfaces of the collar
flanges and collar corners. The machined surfaces are classified as a Class B surface
(unpainted blast-cleaned steel surfaces). From AISC Specification Section J3.8, the
design frictional resistance per bolt is:
R D h T n
D
h
T
n
R
= 0.85 for oversized bolt holes
= 0.50
1.13
1.0
102 kips (454 kN)
1
(0.85)(0.50)(1.13)(1.0)(102)(1) = 49.0 kips/bolt (218 kN/bolt)
n u sc b s
u
sc
b
s
n
= uni03BC
uni03D5
uni03BC
=
=
=
=
uni03D5 =
There are 16 bolts per beam end providing a total of 784 kips (3490 kN) of frictional
resistance against shear. This frictional force is significantly greater than any beam
shear developed by an allowable beam.
Steps 8 and 9. The available length of weld for the collar web extension and collar
corner assemblies allow for minimum sized fillet welds to resist beam shear.
Steps 10 and 11. The collar corner assemblies provide additional strength to the
column walls to resist panel zone shear. Without taking into consideration the contri-
bution of the concrete fill, the column section along with the collar corner assemblies
should provide sufficient strength for anticipated panel zone shear; this should be
confirmed during the design procedure calculations.
( Spec. Eq. J3-4)

Prequalified Connections for Special and Intermediate
Steel Moment Frames for Seismic Applications, May 12, 2016
American Institute of Steel Construction
9.2 -206
CHAPTER 11
SIDEPLATE MOMENT CONNECTION
11.1. GENERAL
The SidePlate ® moment connection is a post-Northridge connection system that uses
a configuration of redundant interconnecting structural plate and fillet weld groups,
which act as positive and discrete load transfer mechanisms to resist and transfer
applied moment, shear and axial load from the connecting beam(s) to the column.
This load transfer minimizes highly restrained conditions and triaxial strain concen-
trations that typically occur in flange-welded moment connection geometries. The
connection system is used for both new and retrofit construction and for a multitude