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    and stud shear connectors were applied. Design was conducted
    so as to produce full shear connection in view of strength.
    The characteristics of the composite section are depicted in
    Fig. 1(a). The bridge is a 2-span continuous composite girder
    with spans of 15 m for a total span of 30 m (Fig. 1(b)).The fabrication of the composite girder prototype proceeds
    as follows. Firstly, the precast decks manufactured in the
    factory are transported to the prototype bridge plant. Once the
    girders are positioned, the decks are lifted and installed on the
    girders. At that time, in the case of the prototype, the installation
    of the decks was performed on the girders equipped in advance
    with the shear connectors. In such case, the assembling may
    be delicate because of the lack of space due to the presence of
    the shear connectors and loop joints. As a measure to solve this
    problem, the shear connectors can be welded to the girder at
    the shear pocket locations using a stud welder after installation
    of the decks on the girder and with the shear connectors not
    welded to the girders. However, such methods require sufficient
    space for the shear pockets, and the process may also be delicate
    when space cannot be secured. Especially, the enlargement of
    the shear pockets may generate adverse results in the deck
    because of the difficulty to arrange the reinforcing bars, which
    makes it difficult to enlarge indefinitely the space of the shear
    pockets. As another measure, shear connectors in the form of
    screw-bolt can be considered.
    On the other hand, once the installation of the decks is
    completed, the transverse reinforcement shall be arranged in
    the overlapping sections of transverse loop joints (Fig. 2(a)
    and (b)). As illustrated in Fig. 2(b), six main reinforcements
    have been arranged at the top and bottom of the overlapping
    sections of transverse loop joints for the prototype. After the
    arrangement of bars, concrete is cast in the shear pockets
    and transverse joints, and curing is performed. As shown in
    Fig. 2(a), the edge of the shear pockets has been rounded to
    minimize the effects of stress concentration. The fabrication of
    the two-girder continuous composite bridge is completed with
    the end of curing (Fig. 2(c)).
    2.3. Loading and measurement locations
    For all the tests, loading was applied at both mid-spans
    (Fig. 3(a)) considering the contact surface of the wheel load
    (Fig. 3(b)). A location of loading with respect to the nearest
    joints was about 600 mm. The first loading was applied up to
    360 kN and then fatigue loading test proceeded. Lastly, static
    loading was applied up to 900 kN. The fatigue load of 1.5 Hz
    cycles was applied using a dynamic actuator with capacity of
    500 kN. Minimum and maximum load of the test were 3.9 kN
    and 360 kN, respectively.
    The deflection of the test bridge has been measured
    by means of LVDT disposed at both loaded mid-spans as
    illustrated in Fig. 3(c). In the sectional direction, deflections
    were measured both in the bottom of the girder and in the
    decks. After the development of cracks has been verified using
    Omega gauges, the crack width was measured at the bottom of
    the decks in the loaded sections and at the top of the decks in
    the internal support sections. Considering that the distribution
    of relative slip between the girder and the deck occurs anti-
    symmetrically with respect to the center of the internal support,
    measurements were performed only for the span of one girderFig. 2. Fabrication of continuous composite bridge with loop joint
    prefabricated slabs.
    at locations (SL1–SL6) indicated in Fig. 3(c) [6]. The strain
    of the girders was measured by sticking strain gauges at mid-
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