Figure Area ofequivalent TStub in compression

(7) The design bearing strength of the joint fd should be determined from:

where:

/j'i is the foundation joint material coefficient, which may be taken as 2/3 provided that the characteristic strength of the grout is not less than 0,2 times the characteristic strength of the concrete foundation and the thickness of the grout is not greater than 0,2 times the smallest width of the steel base plate. In cases where the thickness of the grout is more than 50 mm, the characteristic strength of the grout should be at least the same as that of the concrete foundation.

ARdu is the concentrated design resistance force given in EN 1992, where 6c0 is to be taken as (beff

6.2.6 Design Resistance of basic components 6.2.6.1 Column web panel in shear

(1) The design methods given in 6.2.6.1(2) to 6.2.6.1(14) are valid provided the column web slenderness satisfies the condition dltw < 69,?.

(2) For a single-sided joint, or for a double-sided joint in which the beam depths are similar, the design shear resistance WwpRd of an unstiffened column web panel, subject to a design shear force WwpEd , see 5.3(3), should be obtained using:

v3 Yu0

where:

6vc is the shear area of the column, see EN 1993-1-1.

(3) The design shear resistance may be increased by the use of stiffeners or supplementary web plates.

(4) Where transverse web stiffeners are used in both the compression zone and the tension zone, the design plastic shear resistance of the column web panel Wwp Rd may be increased by Wwp add Rd given by:

W 4MPUcJid u t W . 2MpU'cjid + 2Mp(,.S7,/M , , Wwp,add,Rd = --- Dut Wwp,add,Rd S ----... (6.8)

where:

0 0

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