[ppt]design of beam-column connections in steel … web viewdesign process – step 3 calculate the...
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Beam-Colum Connection Recommended in GB50011-2001: WUF-B Connection – Beam Parallel to Column Web
• Column through, joint panel zone in the column • The 2 welds between the beam flanges and the columns flange must be CJP groove welds• The beam web to column flange connection by high strength friction grip bolts via a column
connection plate• The weld between the column flange and the column connection plate shall be fillet weld both
sides, >=5mm, and to develop the full shear strength of the connection plate. If the plate exceeds 16mm in thickness, use double bevel CJP groove welds
• Continuity plates and beam flanges equal thickness and equal strength
Beam-Colum Connection Recommended in GB50011-2001: WUF-B Connection – Beam Perpendicular to Column Web
Design Process – Step 1 Design Connection for Bending
• Mu >= 1.3Mp
• Mp = full plastic moment capacity of the plastic hinge of the beam (column through), or of the column (beam through)
• Mu = Bending moment resistance capacity of the joint connection provided by the flange connections and based on the design strength of connection
• If column through and if CJP groove welds are used to connect the beam flanges to the column, this overtrength requirement is considered met
Design Process – Step 2 Design Connection for Shear
• Vu >= 1.2(2Mp/ln)+VGb
• Mp = full plastic moment capacity of the plastic hinge of the beam (column through), or of the column (beam through)
• ln = clear span of beam• VGb=(seismic weight UDL)ln/2, shear force at beam
ends, determined by considering static equilibrium of the isolated beam under the seismic weight UDL
• Vu = Shear resistance capacity of the joint connection provided by the web connection and based on the design strength of connection
Design Process – Step 3 Calculate the Required Panel Zone Thickness and Determine if a Doubler Plate is Needed
• The shear stress in the panel zone bounded by the flanges of the column and the continuity plates shall meet t = y(Mpb1 + Mpb2)/Vp<=4fyv/3, as well as t = (Mb1 + Mb2)/Vp<=(4/3)fv/gRE
• Vp = hbhctp is the volume of the panel zone, tp is the panel zone thickness >=(hb + hc)/90
• y = 0.6 for Seismic Resistance Class 3 and 4, 0.7 for Seismic Resistance Class 1 and 2
• Mb1 and Mb2 = the factored bending moments of beams at the two sides of the joint panel
• gRE=0.75• fv = design shear strength of steel• fyv = 0.58fy, is the yielding stress in
shear of steel material
Beam-Column Joint Panel Zone
Doubler Plate if Required
Design Process – Step 4 Design the Shear Tab and the HSFG Bolts
• To resist the connection shear force demand 1.3(2Mp/l) • FEMA 350 recommends that the bolts should be designed for
bearing• Chinese code recommends the following for checking the shear
resistance of HSFG bolts: Nvb = 0.75nAn
bfub
• Nvb = shear resistance provided by one HSFG bolt
• n = number of cross sections resisting shear in the bolt• An
b= net cross section area of bolt• fu
b = tensile strength of bolt material