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GFRP plate. However, as bond failure between glass fiber-reinforced polymer
plates was observed in the experiment but appropriate data about the failure
bond stress of the cementing agent were not available, so two numerical models
were built on the basis of different assumptions between GFRP plates. Perfect
bond between GFRP plates was assumed for model 2 and perfect separation
was assumed for model 3. In addition, the authors applied a phase study, in
which the first phase was about the dead load and second phase was about
the applied load in the experiment. Glass fiber-reinforced polymer was simu-
lated as linear elastic until failure. The elastic module was taken as constant of
18.3 GPa according to material test. In order to account for the effect of
rubber-latex and the composite action between steel and concrete, interface
element was used in the numerical analysis. The shear force-slip response of
interface depended on the slab-steel surface treatment.
6.3 FINITE ELEMENT MODELING AND RESULTS
OF EXAMPLE 1
The first example presented in this chapter is for a small-scale built-up
I-section plate girder steel bridge tested under bending by Nakamura and
tigating bending and shear strength of steel and partially encased steel-
concrete composite plate I-girders. The plate girder is denoted in this study
as (T1). The small-scale plate girder was SS and had a length between sup-
ports of 3.6 m as shown in
Figure 6.1
.
The web of plate girder T1 was
900 mm high and 6 mm thick, while the flange of the plate girder was
200 mm wide and 12 mm thick. The web was stiffened by steel plates at
the end supports and the loading positions and also stiffened by intermediate
stiffeners at intervals of 375 mm. The plate girder was restrained laterally at
the end supports to resist lateral-torsional buckling. Tensile coupon tests
were conducted to determine the yield and ultimate tensile strength of
the steel used, which were 372.3 and 511.4 MPa, respectively. The plate
girders were loaded at two points as shown in
Figure 6.1
subjecting the plate
girder to a pure bending moment zone at midspan with a length of 600 mm.
Strain gauges were used to measure the strains in the plate girder section, and
displacement transducers were used to measure the midspan deflections dur-
ing loading. The strain measurements showed that the upper flange was in
compression, the lower flange was in tension, and the strain at the web center
was nearly zero, indicating that the neutral axis was at the web center. When
the strain of the upper flange reached 1000 microstrain, the upper flange
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