Annex G(Clause 5) SYMBOLS

G -1 The symbols and notations given below apply to the provisions of 5 of this Code:

$A_{h}$ = Design horizontal earthquake acceleration coefficient

$A_{\mathrm{k}} =$ Design horizontal earthquake acceleration spectrum value for mode $k$ of oscillation

$b_{i}$ = Plan dimension of floor i of the building, perpendicular to direction of earthquake shaking

$C =$ Index for the closely-spaced modes

$d =$ Base dimension (in metre) of the building in the direction in which the earthquake shaking is considered

$DL =$ Response quantity due to dead load

$e_{\mathrm{di}} =$ Design eccentricity to be used at floor $i$ calculated as per 5.4.8.2

$e_{\mathrm{si}} =$ Static eccentricity at floor $i$ defined as the distance between centre of mass and centre of resistance

$EL_{\mathrm{X}} =$ Response quantity due to earthquake load for horizontal shaking along $X$-direction

$EL_{\gamma} =$ Response quantity due to earthquake load for horizontal shaking along $Y$-direction

$EL_{z}=$ Response quantity due to earthquake load for horizontal shaking along Z-direction

$F_{\mathrm{roof}} =$ Design lateral forces at the roof due to all modes considered

$F_{\mathrm{i}} =$ Design lateral forces at the floor $i$ due to all modes considered

g = Acceleration due to gravity

h = Height (in metre) of structure

$h_{i}$ = Height measured from the base of the building to floor i

$I =$ Importance factor

IL = Response quantity due to imposed load

$K_{\mathrm{i}} =$ Lateral translational stiffness of storey $i$

L = Dimension of a building in a considered direction

$M_{k} =$ Modal mass of mode $k$

n = Number of storeys or floors

$N =$ Corrected SPT value for soil

$N_{m} =$ Number of modes to be considered as per 5.4.7.5.2

$P_{\mathrm{k}} =$ Mode participation factor of mode $k$

$Q_{i}$ = Lateral force at floor i

$Q_{ik} =$ Design lateral force at floor i in mode k

$R =$ Response reduction factor

$S_{a}/g =$ Design / Response acceleration coefficient for rock or soil sites as given by Fig. 12 and 5.3.4.2 based on appropriate natural period

$S_{\mathrm{i}} =$ Lateral shear strength of storey $i$

T = Undamped natural period of oscillation of the structure (in second)

$T_{\mathrm{a}} =$ Approximate fundamental period (in second)

$T_{k}$ = Undamped natural period of mode k of oscillation (in second)

$T_{1}$ = Fundamental natural period of oscillation (in second)

$V_{\mathrm{B}} =$ Design seismic base shear

$\overline{V}_{B} =$ Design base shear calculated using the approximate fundamental period $T_{a}$

$V_{\mathrm{i}} =$ Peak storey shear force in storey $i$ due to all modes considered

$V_{\mathrm{ik}} =$ Shear force in storey $i$ in mode $k$

$V_{\mathrm{roof}} =$ Peak storey shear force in the top storey due to all modes considered

$W =$ Seismic weight of the building

$W_{\mathrm{i}} =$ Seismic weight of floor $i$

$Z =$ Seismic zone factor

$\phi_{ik} =$ Mode shape coefficient at floor $i$ in mode $k$

λ = Peak response (for example, member forces, displacements, storey forces, storey shears or base reactions) due to all modes considered

$\lambda_k = \begin{array}{l} \text{Absolute value of maximum response in mode} \ k \end{array}$

$\lambda_{c} =$ Absolute value of maximum response in mode $c$, where mode $c$ is a closely-spaced mode

$\lambda^{*} =$ Peak response due to the closely-spaced modes only

$\rho_{ji} =$ Coefficient used in complete quadratic combination (CQC) method while combining responses of modes i and j

$\omega_{i} =$ Circular frequency (in rad/s) in mode $i$