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Moments equal and opposite Moments unequal
Beamtocolumn joint with bolted endplate connections 
Number of boltrows in tension 
Stiffness coefficients X, to be taken into account 
Singlesided 
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 endplates 
Number of boltrows 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 boltrows 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, singlesided joint, or a doublesided 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 boltrow 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 boltrow 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 boltrows) given for this boltrow in Table 6.4 (for an unstiffened column flange) or Table 6.5 (for a stiffened column flange).  
Columnflange in bending (for a single boltrow in tension) 
£eff is the smallest of the effective lengths (individually or as part of a bolt group) for this boltrow 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;  
Endplate in bending (for a single boltrow in tension) 
£eff is the smallest of the effective lengths (individually or as part of a group of bolt rows) given for this boltrow in Table 6.6; m is generally as defined in Figure 6.11, but for a boltrow located in the extended part of an extended endplate 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 boltrow) 
k10 = 1,66 / G preloaded or nonpreloaded 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 
nonpreloaded 
preloaded '  
EdU16 
k11 = œ  
dM16 is the nominal diameter of an M16 bolt; nb is the number of boltrows in shear.  
Bolts in bearing (for each component j on which the bolts bear) 
nonpreloaded 
preloaded '  

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