Hhk

NOTE 1: When calculating beff and leff the distance c should be taken as 1,25 times the base plate thickness.

NOTE2: Backing plates should be assumed not to affect the rotational stiffness Tj of the joint.

NOTE 3: For welds (Xig) the stiffness coefficient should be taken as equal to infinity. This component need not be taken into account when calculating the rotational stiffness Tj .

NOTE 4: For beam flange and web in compression (X7), beam web in tension (X8), plate in tension or compression (Xg), haunched beams (X20), the stiffness coefficients should be taken as equal to infinity. These components need not be taken into account when calculating the rotational stiffness

NOTE 5: Where a supplementary web plate is used, the stiffness coefficients for the relevant basic joint components X1 to X3 should be increased as follows:

- X1 for the column web panel in shear should be based on the increased shear area 6vc from 6.2.6.1(6);

- X2 for the column web in compression should be based on the effective thickness of the web from 6.2.6.2(6);

- X3 for the column web in tension, should be based on the effective thickness of the web from 6.2.6.3(8)._

6.3.3 End-plate connections with two or more bolt-rows in tension 6.3.3.1 General method

(1) For end-plate connections with two or more bolt-rows in tension, the basic components related to all of these bolt-rows should be represented by a single equivalent stiffness coefficient keq determined from:

where:

K is the distance between bolt-row r and the centre of compression;

kf is the effective stiffness coefficient for bolt-row r taking into account the stiffness coefficients k, for the basic components listed in 6.3.3.1(4) or 6.3.3.1(5) as appropriate;

zeq is the equivalent lever arm, see 6.3.3.1 (3). (2) The effective stiffness coefficient keffr for bolt-row r should be determined from:

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