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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)

k10 = 1,66 / G preloaded or non-preloaded

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

non-preloaded

preloaded '

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)

non-preloaded

preloaded '

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