Stability and Ductility of Steel Structures (SDSS' 2010) Volume 2_下.pdf

A. C. C. Lavall et al.
ht = 140 mm and span shear Ls = 450 mm. Figure 1 show a typical cross-section profile of the Deck-60
and its nominal dimensions in millimeters. The ‘‘V-shape’’ embossments were pressed onto the webs.

Figure 1 - Typical geometric profile of the Deck-60.

The modulus of elasticity of structural steel, Ea, was taken equal to 200 GPa and the characteristic
compressive strength of concrete, fck = 20 MPa. Each model was subjected to a symmetrical mode of
loading consisting of a two-point concentrated line load arrangement, as shown in Figure 2. This system of
load application is similar to those indicated by [1] and [3].
Vertical deflections at the centre of span were measured by means of two mm displacement
transducers (DT), symmetrically arranged at approximately 20 cm from the edge of the slab. The end-slip
between the steel deck and concrete was recorded through two mm digital dial gauges (RC),
attached at the ends of each specimens, two on each side.

Figure 2 - Typical test set-up arrangement.

Electrical resistance strain gauges (EER) were applied to all of the specimens to ascertain the state of
strain in the steel. Loading was applied in increments and each load level was maintained only until the
necessary strain, deflection and end-slip readings were recorded. Cracking characteristics, mode of
failure, end-slip and ultimate load of each specimen were documented.
3 TEST RESULTS AND ANALYSIS
The analysis of results and a general behavior description posite slabs are studied by referring
to the relationships load versus end-slip, load versus midspan deflection and load versus strain of the
steel.
Figure 3 shows the load versus end-slip curves of the specimen 01A. It can be seen that initially
horizontal slip is almost zero, occurring a full shear connection between the sheeting and concrete. After
the formation of initial cracks, the chemical bond between the sheeting a