Nonlinear Material Behavior of the Bridge Components - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 106

combined tension and shear force, to better identify the stress state at the
interface connection. In addition, it was concluded that ignoring this cou-
pling might lead to a significant underestimation of the connectors' available
capacity. Furthermore, a prescriptive failure criterion based on the von
Mises yield condition was proposed for shear connectors. Valipour and
Bradford [ 2.94 ] presented the formulation of a force-based one-dimensional
steel-concrete composite element that captured material nonlinearities and
partial shear interaction between the steel profile and the reinforced concrete
slab. A total secant solution strategy based on a direct iterative scheme was
introduced by the authors. The slip forces along the element axis were cal-
culated analytically. The accuracy and efficiency of the formulation are ver-
ified by some numerical examples reported by other researchers in the
literature. It was shown that the formulation could lead to virtually closed
form of analytic results as long as the integrals in the formulation were cal-
culated accurately.
Recently, Erkmen and Saleh [ 2.95 ] have shown that when modeling
composite or built-up beams using finite element software, analysts con-
nected two standard Euler-Bernoulli beam elements at the nodes by using
a rigid bar or master-slave-type kinematic constraints to express the degrees
of freedoms of one of the members in terms of the other. The authors have
shown that this type of modeling can lead to eccentricity-related numerical
errors and special solutions that avoid eccentricity-related issues may not be
available for a design engineer due to the limitations of the software. There-
fore, a simple correction technique was introduced in the application of
master-slave-type constraints. It was shown that the eccentricity-related
numerical errors in the stiffness matrix can be completely corrected by using
extra fictitious elements and springs. The correction terms were obtained by
using the exact homogenous solution of the composite beam problem as the
interpolation functions, which impose the zero-slip constraint between the
two components in the point-wise sense. Yu-hang et al. [ 2.96 ] developed a
steel-concrete composite fiber beam-column model. The model consisted
of a preprocessor program that was used to divide a composite section into
fibers. Uniaxial hysteretic material constitutive models were incorporated in
the model. The authors showed that the steel-concrete composite fiber
beam-column model can be used for global elastoplastic analysis on compos-
ite frames with rigid connections subjected to the combined action of gravity
and cyclic lateral loads. The model was verified against a number of exper-
iments, and the results showed that the developed composite fiber model
behaved better compared with traditional

finite element models. In