Applied Loads and Stability of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 193

in the joint is capable of resisting the internal forces and moments, (c) the
deformations implied by this distribution do not exceed the deformation
capacity of the fasteners or welds and the connected parts, (d) the assumed
distribution of internal forces shall be realistic with regard to relative stiff-
nesses within the joint, (e) the deformations assumed in any design model
based on elastic-plastic analysis are based on rigid body rotations and/or
in-plane deformations that are physically possible, and (f) any model used
is in compliance with the evaluation of test results.
3.10.2 Connections Made with Bolts or Pins
Let us now review the design rules specified in Eurocode for connections
made with bolts or pins. The rules specified in EC3 (BS EN 1993-1-8)
[2.13] are valid for the bolt classes given in Table 2.6 of EC3 (BS EN
1993-2) [1.27]. The yield strength f yb and the ultimate tensile strength f ub
for different bolt classes are given in Table 2.6. These values should be
adopted as characteristic values in design calculations.
3.10.2.1 Bolted Connections
According to EC3 (BS EN 1993-1-8) [2.13], bolted connections loaded in
shear should be designed as categories A, B, and C. In category A (bearing
type), all bolts from class 4.6 up to and including class 10.9 can be used. No
preloading and special provisions for contact surfaces are required. The
design ultimate shear load should not exceed the design shear resistance
nor the design bearing resistance. In category B (slip-resistant at serviceabil-
ity limit state), preloaded bolts should be used. Slip should not occur at the
serviceability limit state. The design serviceability shear load should not
exceed the design slip resistance. The design ultimate shear load should
not exceed the design shear resistance nor the design bearing resistance.
Finally, in category C (slip-resistant at ultimate limit state), preloaded bolts
should be used. Slip should not occur at the ultimate limit state. The design
ultimate shear load should not exceed the design slip resistance nor the
design bearing resistance. In addition, for a connection in tension, the design
plastic resistance of the net cross section at bolt holes N net,Rd should be
checked at the ultimate limit state. The design checks for these connections
are summarized in Table 3.22 specified in EC3 (BS EN 1993-1-8) [2.13].
Bolted connection loaded in tension should be designed as categories D
and E. In category D (non-preloaded), bolts from class 4.6 up to and includ-
ing class 10.9 can be used. No preloading is required. This category should
not be used where the connections are frequently subjected to variations of