# V. IS 1893 2015 Static Seismic

Calculate the design lateral force at each node in each global direction by the equivalent static seismic method per the IS 1893 (Part 4) 2015 specification.

## Details

The loads at each node are taken as the same in each global direction (i.e., Wxi = Wzi = Wyi). Loads at nodes 2, 8, and 14 are 15 kN ea. Loads at nodes 3, 4, 7, 9, 12, and 13 are 10 kN ea.

Sections used for all members: ISMB 450

Materials used: steel

The structure is modelled in STAAD.Pro considering the following:
• Seismic zone factor, Z = 0.36 (ZONE 0.36)
• Importance factor, I = 1.0 (I 1.0)
• Response reduction factor, R = 5 (RF 5)
• Soil site condition = Hard (SS 1)
• Structure type is a category 4 (ST 4)
• 2% Damping (DM 0.02)

## Validation

Seismic Loads as per IS 1893 (Part 4): 2015 specifications are generated along two horizontal directions, global X & global Z and also along vertical direction, global Y.

Time period in X direction: Tx = 0.09734 sec.

Time period in Z direction: Tz = 0.51406 sec.

Time Period, T, is calculated by the Rayleigh Method

As per Table 15 of IS 1893 (Part 4): 2015

Damping Factor (DF) for 2% damping = 1.4

From figure 1 of IS 1893 (Part 4): 2015, for Hard Soil sites for (0 second <T<0.1 second)

Spectral acceleration coefficient value ($S a g$) in X, Z, and Y directions for 2% damping:

From figure 1 of IS 1893 (Part 4): 2015, for Hard Soil sites for (0.4 second <T<10 second)

$S a g z = D F × 1 T = 1.4 × 1 0.51406 = 2.723$

As per clause 10.2 of IS 1893 (Part 4): 2015

As per clause 7.3.2 of IS 1893 (Part 4): 2015

The seismic coefficient in X, Z and Y direction
$A h _ x = Z 2 × I R × S a g x = 0.36 2 × 1 5 × 3.444 = 0.124$
$A h _ z = Z 2 × I R × S a g z = 0.36 2 × 1 5 × 2.723 = 0.098$
$A h _ y = Z 2 × I R × S a g y = 0.36 2 × 1 5 × 2.296 = 0.083$
Node W (kN) Design lateral force in X direction

Qx = Wx × Ah_x

Design lateral force in Z direction

Qz = Wz × Ah_z

Design force in Y direction

Qy = Wy × Ah_y

2 15 (15 × 0.124) = 1.860 (15 × 0.098) = 1.471 (15 × 0.083) = 1.240
3 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
4 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
7 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
8 15 (15 × 0.124) = 1.860 (15 × 0.098) = 1.471 (15 × 0.083) = 1.240
9 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
12 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
13 10 (10 × 0.124) = 1.240 (10 × 0.098) = 0.980 (10 × 0.083) = 0.827
14 15 (15 × 0.124) = 1.860 (15 × 0.098) = 1.471 (15 × 0.083) = 1.240

## Results

Table 1.
$S a g x$ 3.444 3.444 none
Ah_x 0.124 0.124 none
$S a g z$ 2.723 2.723 none
Ah_z 0.098 0.098 none
$S a g y$ 2.296 2.296 none
Ah_y 0.083 0.083 none
Qx at Nodes 2,8,14 (kN) 1.860 1.860 none
Qx at Nodes 3,4,7, 9,12, 13 (kN) 1.240 1.240 none
Qz at Nodes 2,8,14 (kN) 1.471 1.471 none
Qz at Nodes 3,4,7, 9,12, 13 (kN) 0.980 0.980 none
Qy at Nodes 2,8,14 (kN) 1.240 1.240 none
Qy at Nodes 3,4,7, 9,12, 13 (kN) 0.827 0.827 none

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\06 Loading\IS 1893\IS 1893 2015 Static Seismic.std is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 25-Mar-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 4 0; 3 3 7 0; 4 6 4 0; 5 6 0 0; 6 0 0 5; 7 0 4 5; 8 3 7 5;
9 6 4 5; 10 6 0 5; 11 0 0 10; 12 0 4 10; 13 3 7 10; 14 6 4 10; 15 6 0 10;
MEMBER INCIDENCES
2 1 2; 3 2 3; 4 3 4; 5 4 5; 7 6 7; 8 7 8; 9 8 9; 10 9 10; 11 2 7; 12 8 3;
13 4 9; 14 2 4; 15 7 9; 16 11 12; 17 12 13; 18 13 14; 19 14 15; 20 12 14;
21 7 12; 22 9 14; 23 8 13;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
2 TO 5 7 TO 23 TABLE ST ISMB450
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 5 6 10 11 15 FIXED
2 8 14 FX 15 FY -15 FZ 15
3 4 7 9 12 13 FX 10 FY -10 FZ 10
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 4
DIA 2 TYPE RIG HEI 7
ZONE 0.36 RF 5 I 1 SS 1 ST 4 DM 0.02
PRINT ANALYSIS RESULTS
FINISH


   LOADING     1  LOADTYPE NONE  TITLE STATIC_X
-----------
-----------
-----------
**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION
OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH
UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS & CHANGE.
BASE SHEAR AND TIME PERIOD IN X
*********************************************************
* UNITS - KN    METE                                    *
* SA/G PER 1893=    3.444, LOAD FACTOR= 1.000           *
* AH PER 1893=    0.124 WEIGHT=      105.00 KN          *
*********************************************************
***NOTE: For Industrial Structures, Static Seismic Load is applied
per node. Use command: PRINT LOAD DATA to view the applied load at
each node. Ref. Cl.10.2
BASE SHEAR AND TIME PERIOD IN Z
*********************************************************
* UNITS - KN    METE                                    *
* SA/G PER 1893=    2.723, LOAD FACTOR= 1.000           *
* AH PER 1893=    0.098 WEIGHT=      105.00 KN          *
*********************************************************
***NOTE: For Industrial Structures, Static Seismic Load is applied
per node. Use command: PRINT LOAD DATA to view the applied load at
each node. Ref. Cl.10.2
BASE SHEAR AND TIME PERIOD IN Y
*********************************************************
* UNITS - KN    METE                                    *
* SA/G FOR Y-DIR CALCULATED AS PER CL.10.2              *
* FOR INDUSTRIAL STRUCTURES                             *
* SA/G PER 1893=    2.296, LOAD FACTOR= 1.000           *
* AH PER 1893=    0.083 WEIGHT=      105.00 KN          *
*********************************************************
***NOTE: For Industrial Structures, Static Seismic Load is applied
per node. Use command: PRINT LOAD DATA to view the applied load at
each node. Ref. Cl.10.2
STAAD SPACE                                              -- PAGE NO.    5
JOINT            LATERAL          TORSIONAL            LOAD -    1
LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
-----            -------          ---------
2     FX        1.860    MY        0.000
4     FX        1.240    MY        0.000
7     FX        1.240    MY        0.000
9     FX        1.240    MY        0.000
12     FX        1.240    MY        0.000
14     FX        1.860    MY        0.000
-----------        -----------
TOTAL =      8.679              0.000 AT LEVEL     4.000 METE
3     FX        1.240    MY        0.000
8     FX        1.860    MY        0.000
13     FX        1.240    MY        0.000
-----------        -----------
TOTAL =      4.340              0.000 AT LEVEL     7.000 METE
JOINT            LATERAL          TORSIONAL            LOAD -    2
LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
-----            -------          ---------
2     FZ        1.471    MY        0.000
4     FZ        0.980    MY        0.000
7     FZ        0.980    MY        0.000
9     FZ        0.980    MY        0.000
12     FZ        0.980    MY        0.000
14     FZ        1.471    MY        0.000
-----------        -----------
TOTAL =      6.863              0.000 AT LEVEL     4.000 METE
3     FZ        0.980    MY        0.000
8     FZ        1.471    MY        0.000
13     FZ        0.980    MY        0.000
-----------        -----------
TOTAL =      3.431              0.000 AT LEVEL     7.000 METE
JOINT            LATERAL          TORSIONAL            LOAD -    3
LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
-----            -------          ---------
2     FY        1.240    MY        0.000
4     FY        0.827    MY        0.000
7     FY        0.827    MY        0.000
9     FY        0.827    MY        0.000
12     FY        0.827    MY        0.000
14     FY        1.240    MY        0.000
STAAD SPACE                                              -- PAGE NO.    6
-----------        -----------
TOTAL =      5.786              0.000 AT LEVEL     4.000 METE
3     FY        0.827    MY        0.000
8     FY        1.240    MY        0.000
13     FY        0.827    MY        0.000
-----------        -----------
TOTAL =      2.893              0.000 AT LEVEL     7.000 METE