Within each specimen, the parameters considered were the flange thickness and the distance between the bolt's line to the end of the flange.
For each specimen, the parameters for skeleton lines (f y, f u, E, E h, Δε y) and the mean values of other parameters (E 1, E 2, E 3, E 4, α f, ( alpha_{text{f}}^{text ), ( {{Delta }}varepsilon_ ), ( {{Delta }}varepsilon_{text )) were used.
For the beam specimens, the test parameter is the cross-sectional depth.
The design of bi-axial experiment is presented, in which the effects of the specimen geometric parameters, the contact between the specimen and the support, and the plastic deformation of substrate are numerically analyzed.
To account for the randomness of the calibration parameters over space and across specimens, the spatially varying parameter is represented as a random field.
For the stub column specimens, the main test parameters for stub column specimens are the steel ratio, the concrete strength and the cross-sectional type.
Several aspects were studied with the numerical model: the effect of the used virtual fields, the minimum number of specimens required to identify the parameters, the stress distribution obtained from the specimen and its influence in the identification performance.
From Fig. 6 it can be seen that for STC specimen these parameters also depend on distributed-load width and the a c /D ratio shows maximum deviation for STC specimen with β = 0.15 from those obtained for TPBT for a given specimen size.
Conventional laboratory experiments on the soil sample were conducted to obtain the basic parameters (grain size distribution, specific gravity, in-situ dry density and void ratio) which will be used to control the parameters of specimens for triaxial tests.
