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Moments equal and opposite Moments unequal

 Beam-to-column joint with bolted end-plate connections Number of bolt-rows in tension Stiffness coefficients X, to be taken into account Single-sided One ki, k2; X3; X4; X5; X10 Two or more k1; k2; keq Double sided - Moments equal and opposite One k2; k3; ki; k5; k^ Two or more k2; keq Double sided - Moments unequal One kù k2; k3; ki; k5; k^ Two or more k1; k2; keq Beam splice with bolted end-plates Number of bolt-rows in tension Stiffness coefficients k, to be taken into account Double sided - Moments equal and opposite One h [left] ; k5 [right] ; kw Two or more ^eq Base plate connections Number of bolt-rows in tension Stiffness coefficients k, to be taken into account Base plate connections One k13; kx5; k16 Two or more ki3; k15 and k16 for each bolt row

6.3.2 Stiffness coefficients for basic joint components

(1) The stiffness coefficients for basic joint component should be determined using the expressions given in Table 6.11.

 Component Stiffness coefficient X Column web panel in shear Unstiffened, single-sided joint, or a double-sided joint in which the beam depths are similar stiffened 1 P" k = œ z is the lever arm from Figure 6.15; P is the transformation parameter from 5.3(7). Column web in compression unstiffened stiffened 0,7 beffX,wc twc kz = A dc kz = œ ieff,c,wc is the effective width from 6.2.6.2 Column web in tension stiffened or unstiffened bolted connection with a single bolt-row in tension or unstiffened welded connection stiffened welded connection 0,7be//,wc twc k3 — q dc k3 — » beff,t,wcis the effective width of the column web in tension from 6.2.6.3. For a joint with a single bolt-row in tension, beff,twc should be taken as equal to the smallest of the effective lengths £eff (individually or as part of a group of bolt-rows) given for this bolt-row in Table 6.4 (for an unstiffened column flange) or Table 6.5 (for a stiffened column flange). Columnflange in bending (for a single bolt-row in tension) £eff is the smallest of the effective lengths (individually or as part of a bolt group) for this bolt-row given in Table 6.4 for an unstiffened column flange or Table 6.5 for a stiffened column flange; m is as defined in Figure 6.8; End-plate in bending (for a single bolt-row in tension) £eff is the smallest of the effective lengths (individually or as part of a group of bolt- rows) given for this bolt-row in Table 6.6; m is generally as defined in Figure 6.11, but for a bolt-row located in the extended part of an extended end-plate m — mx , where mx is as defined in Figure 6.10. Flange cleat in bending £eff is the effective length of the flange cleat from Figure 6.12; m is as defined in Figure 6.13.

Component

Stiffness coefficient k

Bolts in tension (for a single bolt-row)

Lb is the bolt elongation length, taken as equal to the grip length (total thickness of material and washers), plus half the sum of the height of the bolt head and the height of the nut.

Bolts in shear

EdU16

k11 = œ

dM16 is the nominal diameter of an M16 bolt; nb is the number of bolt-rows in shear.

Bolts in bearing (for each component j on which the bolts bear)