Sentence examples for base shear values for from inspiring English sources

The maximum base shear values for NSSI-1, SSI-1, SSI-2 and SSI-3 models using ESL method are constant value of 121.64 t.

Open image in new window Fig. 14 Peak base shear values for fixed-base case: a mean ((mu)) and b coefficient of variation ((c_v)) for different heights of water, H. Mean values of peak base shear and drift ratio for different soil conditions and heights of water for different hazard levels are obtained (Fig. 15).

Using response spectra method, the maximum base shear values for NSSI-1, SSI-1, SSI-2 and SSI-3 models are 82.5, 116.39, 118.73 and 117.18 t, respectively, and using time history method the average values of nine earthquake ground motion records are 198.62, 190.78, 180.12 and 178.57 t, respectively.

Open image in new window Fig. 15 Mean peak base shear values for (linear) flexible base case at hazard levels: a 2%% in 50 years, b 10%% in 50 years, and c 50%% in 50 years Open image in new window Fig. 16 Mean peak drift ratio values for (linear) flexible base case at hazard levels: a 2%% in 50 years, b 10%% in 50 years, and c 50%% in 50 years.

Open image in new window Fig. 17 Mean peak base shear values for (nonlinear) flexible base case at hazard levels: a 2%% in 50 years, b 10%% in 50 years, and c 50%% in 50 years Open image in new window Fig. 18 Mean peak drift ratio values for (nonlinear) flexible base case at hazard levels: a 2%% in 50 years, b 10%% in 50 years, and c 50%% in 50 years.

The base shear values of the eight-storey building are almost two times higher than the four-storey building.

In other words, for most of the data (80 99%), increase or decrease of base shear values falls outside this range.

Because of the pounding of foundation, base shear decreases by 1.6 and increases by 1.4 times for short (6 floors) and tall (12 floors) buildings (in adjacent building cases) than single building cases with SSI effect, respectively, giving the short building the possibility in collision with basement floor columns and increasing the total base shear values with respect to single building case.

The base shear value is normalized with the weight of the structure to get the normalized shear force.

Table 3 shows percentage of data (i.e., cities) that fall within ±10% of current CHBDC (2006) base shear value.

Results show the effectiveness of SCB in reducing the base shear force values for all studied cases without significantly affecting the sloshing displacements when compared with fixed-base support.