# Step 5 the available tensile strength for the bolts

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Step 5.The available tensile strength for the bolts used in the ConXL connection isspecified as the minimum bolt pretension load. The purpose of assigning the mini-mum pretension load as the available bolt tensile strength is to prevent overcomingof bolt pretension, at least up to the bolt loading subjected by the probable maximummoment. The minimum bolt pretension load is 102 kips (454 kN). Bolts are checkedfor tension only because the frictional force developed by the bolt pretension willresist beam shear (seeSteps 6and7).
Prequalified Connections for Special and IntermediateSteel Moment Frames for Seismic Applications,May 12, 2016American Institute of Steel Construction9.2-205DESIGN PROCEDUREComm. 10.8.]Steps 6and7.Beam shear is resisted by the friction developed between the col-lar flanges and the collar corners. The collar flanges are clamped against the collarcorner assemblies and column when the collar bolts are pretensioned. This preten-sion clamping force creates friction between the machined surfaces of the collarflanges and collar corners. The machined surfaces are classified as a Class B surface(unpainted blast-cleaned steel surfaces). From AISCSpecificationSection J3.8, thedesign frictional resistance per bolt is:RD h T nDhTnR=0.85 for oversized bolt holes=0.501.131.0102 kips (454 kN)1(0.85)(0.50)(1.13)(1.0)(102)(1)=49.0 kips/bolt (218 kN/bolt)nuscbsuscbsn= uni03BCuni03D5uni03BC====uni03D5=There are 16 bolts per beam end providing a total of 784 kips (3490 kN) of frictionalresistance against shear. This frictional force is significantly greater than any beamshear developed by an allowable beam.Steps 8and9.The available length of weld for the collar web extension and collarcorner assemblies allow for minimum sized fillet welds to resist beam shear.Steps 10and11.The collar corner assemblies provide additional strength to thecolumn 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 assembliesshould provide sufficient strength for anticipated panel zone shear; this should beconfirmed during the design procedure calculations.(Spec.Eq. J3-4)
Prequalified Connections for Special and IntermediateSteel Moment Frames for Seismic Applications,May 12, 2016American Institute of Steel Construction9.2-206CHAPTER 11SIDEPLATE MOMENT CONNECTION11.1. GENERALThe SidePlate®moment connection is a post-Northridge connection system that usesa configuration of redundant interconnecting structural plate and fillet weld groups,which act as positive and discrete load transfer mechanisms to resist and transferapplied 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. Theconnection system is used for both new and retrofit construction and for a multitude

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Term
Winter
Professor
MSW
Tags
Tensile strength, AMERICAN INSTITUTE OF STEEL CONSTRUCTION, Steel Moment Frames, PC SPEC 358 01 FM indd