Etabs BY Subash Pathak

ETABS
Project Report
design and analysis of building by Etabs
Design and Analysis of G+22 Building
using Etabs
Done by:
Subash Pathak

Table of content
1. Introduction
2. Objectives
3. Code used
4. Plan and detail
5. Material and section property
6. Load case and design by Etabs
7. Procedure

Introduction
• ETABS is the leading design software available in the market. Many of
the design company’s use this software for project design purpose.
ETABS stands for “Extended 3D analysis of building systems” which is
a product of computers and structure analysis and design programs.
This software is loaded with an integrated system that consists of
modeling tools and templates, analysis methods, code-based load
prescriptions and solution techniques which can handle complex
building models and associated configurations. This software is
embedded with CAD-like drawing tools with an object-based interface
and grid representation.

Objectives:
• i.To develop and analysis model of the high rise structure using ETABS
• ii.To calculate the types of loads acting on such kinds of buildings
• iii.To analyze the building as per code IS 1893:2016(part I) criteria for
earthquake resistance Structure.
• iv.To study the behaviour of building under the action of the seismic
loads.

CODE USED
IS 456 : 2000 Code of Practice Plain Reinforced Concrete, Bureau of Indian Standards
IS 875 (Part 1) : 1987
Code of Practice for Design Loads (other than earthquake) for buildings structures
Dead Load, Bureau of Indian Standards
IS 875 (Part 2) : 1987
Imposed Load, Bureau of Indian Standards
IS 875 (Part 3) : 2015
Wind Load, Bureau of Indian Standards
IS 875 (Part 5) : 1987
Special Loads and Combinations, Bureau of Indian Standards
IS 1893 : 2016 Criteria for Earthquake Resistant Design of Structures, Bureau of Indian Standards
IS 13920 : 2016
Ductile Design and Detailing of Reinforced Concrete Structures Subjected to
Seismic Forces Code of Practice, Bureau of Indian Standards
SP 34 : 1987 Handbook on Concrete Reinforcement and Detailing, Bureau of Indian Standards

Course - Complete Design of G+22 Storey RCC Building as per IS Codes
General Details
- An Architectural Plan of Building confirming to all Architectural aspects as required
- Type of Structure :
Multi-Storey Rigid Jointed RC Frame
Structucture
- No. of Storey : G+22 Storey
- Floor to Floor Height : 3 meter
- Plinth Level : 3 meter above Ground Level
- Location of Structure : Mumbai-Maharashtra-India
Site Details
-
Surrounding Location of
Structure
: Urban Region: Developed Complex Area
-
Type of Soil on which Structure
is rest
:
Medium Soil (Poorly Graded Sand: Stiff
Soil)
- Safe Bearing Capacity of Soil : 400 kN/m2

COLUMN AND BEAM AND
MATERIAL AND REINFORCEMENT SIZE
COLUMN BEAMS
500*500 650*400
550*550 550*350
600*600 600*400
SPECIFICATION
M40 CONCRETE
FE500, MILD 250 REBAR
SLABS
150mm, M40
Name Diametermm Areacm2
6 6 0.3
8 8 0.5
10 10 0.8
12 12 1.1
14 14 1.5
16 16 2
18 18 2.5
20 20 3.1
22 22 3.8
25 25 4.9
26 26 5.3
28 28 6.2
32 32 8
36 36 10.2
40 40 12.6
50 50 19.6
Load used

LOAD DETAILS
• DEAD LOAD
• IMPOSED LOAD
• WIND LOAD
• EARTHQUAKE LOAD
Detail load
wall load exterior 13.8 kn/m
interiour wall load 6.9 kn/m
parapet wall 3 kn/m
clading .2 kn/m
floor load live 2kn/m
roof live load 1.5 kn/m

DEAD LOAD
S.No. Material Unit Weight kN/m3
1. Plain Cement Concrete 24
2. Reinforced Cement Concrete Steel 25
3. Steel 78.5
4. Brick Masonry (Cement Plaster) 20
5. Stone Masonry Granite 24
6. Asbestos Cement Sheets 0.13
7. Mortar
(i) Cement
(ii) Lime
20.4
16
8. Marble 26.7
9. Glass 27

Indian IS875:1987 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated by ETABS.
Exposure Parameters
Exposure From = Diaphragms
Structure Class = Class C
Terrain Category = Category 4
Wind Direction = 0;90 degrees
Basic Wind Speed, Vb [IS Fig. 1]
Windward Coefficient, Cp,wind
Leeward Coefficient, Cp,lee
Top Story = Story23
Bottom Story = Base
Include Parapet = Yes, Parapet Height = 1.1
Factors and Coefficients
Risk Coefficient, k1 [IS 5.3.1]
Topography Factor, k3 [IS 5.3.3]
Lateral Loading
Design Wind Speed, Vz [IS 5.3]
Design Wind Pressure, pz [IS 5.4]

EARTHQUAKE
- Eqivalent Static Analysis is made to Analyse the Structure
Seismic Analysis Important Terms
- Seismic Zone : III
- Zone Factor (Z) : 0.16
- Site Type :
II for Medium Soil as per Table 4 of IS
1893 (Part 1): 2016
- Importance Factor (I) :
1.2 as per Cl.7.2.3 and Table 8 of IS 1893
(Part 1): 2016
- System : SMRF (Special Moment Resisting Frame)
- Response Reduction Factor (R) :
5 as per Cl.7.2.6 and Table 9 of IS 1893
(Part 1): 2016
-
Percentage of Imposed Load to be
Considered in Seismic Weight
:
25% for LL is up to 3 kN/m2 as per
Cl.7.3.1 and Table 10 of IS 1893 (Part 1):
2016

IS 1893:2016 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic
loads for load pattern EQx according to IS 1893:2016, as calculated by
ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 3]
Response Reduction Factor, R [IS Table 9]
Importance Factor, I [IS Table 8]
Site Type [IS Table 1] = II
Spectral Acceleration Coefficient, Sa /g [IS
6.4.2]
Seismic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.2]

1. Enter basic input data; Define Grid and story Data:
open etabs, click on the new > Model initialization >use built-
in setting with : Display units – Metric SI, Steel section database –
Indian , Steek Design Code – IS 800:2007 , Concrete Design Code
– IS 456:2000. Click ok
Provide Grid Spacing and Story Dimensions as per
requirement. Select Grid only. Click ok
PROCEDURE

Story Data
Tower Name Heightm Master Story Similar To Splice Story Color
T1 Story23 3 Yes None No Yellow
T1 Story22 3 No Story23 No Gray8Dark
T1 Story21 3 No Story23 No Blue
T1 Story20 3 No Story23 No Green
T1 Story19 3 Yes None No Cyan
T1 Story18 3 No Story19 No Red
T1 Story17 3 No Story19 No Magenta
T1 Story16 3 No Story19 No Yellow
T1 Story14 3 Yes None No Blue
T1 Story12 3 No Story14 No Cyan
T1 Story8 3 Yes None No Gray8Dark
T1 Story7 3 No Story8 No Blue
T1 Story5 3 No Story8 No Cyan

• 2.Defining material properties
• Go To Define > Material properties > Add New
Material > Region: India , Material type:
Concrete, Stanndard: Indian, Grade: As per
requirement> Ok > Give material Name >
change the value as standard> ok
• Material properties > Add New Material >
Region: India , Material type: Rebar, Stanndard:
Indian, Grade: As per requirement> Ok > Give
material Name > change the value as standard>
ok
• Click ok

Material
Material Type SymType Grade
4000Psi Concrete Isotropic f'c 4000 psi
A416Gr270 Tendon Uniaxial Grade 270
A615Gr60 Rebar Uniaxial Grade 60
A992Fy50 Steel Isotropic Grade 50
HYSD500 Rebar Uniaxial HYSD Grade 500
M40 Concrete Isotropic M40
Mild250 Rebar Uniaxial Mild Grade 250

3 Defining section Properties
Go To Define > Section properties> Frame Section > Add
New Properties > Select the shape (Rectangle/circle / T … ) as
required > Property Name: Column C1 ; Material: Grade of
concrete previously ; Specify Dimension;> Modify/ Show
Modifiers > Change modification if required then ok. > Modify/
show Rebar> Design type: Column; Rebar material: as per
previously defined; Reinforcement configuration : rectangular/
circular as per design ; check/Design : Reinforcement to be
designed ; provide detail for Longitudinal bars and Confinement
bar > ok> ok
 Go To Define > Section properties> Frame Section > Add
New Properties > Select the shape (Rectangle/circle / T … ) as
required > Property Name: Beam B ; Material: Grade of concrete
previously ; Specify Dimension;> Modify/ Show Modifiers >
Change modification if required then ok. > Modify/ show Rebar>
Design type : Beam; Rebar material: as per previously defined;
Reinforcement configuration : rectangular/ circular as per design ;
provide detail for Longitudinal bars > ok> ok
Go To Define > Section properties >slab section> Add new
Property > change the detail as per requirement.> ok>ok

Table 2.2 - Frame Section Property Definitions -
Summary (Part 1 of 3)
Name Material Shape Color
Areac
m2
Jcm4
I33
cm4
I22
cm4
As2
cm2
As3
cm2
S33Po
scm3
auto beam Auto Select
auto column Auto Select
beam
650*400
M40
Concrete
Rectangular
Red 2600
85549
1.5
915416.7 346666.7 2166.7 2166.7 28166.7
beam
550*350
M40
Concrete
Rectangular
Magenta 1925
47521
7
485260.4 196510.4 1604.2 1604.2 17645.8
beam
600*400
M40
Concrete
Rectangular
Yellow 2400
75124
9.4
720000 320000 2000 2000 24000
colum
500*500
M40
Concrete
Rectangular
Yellow 2500
88020
8.3
520833.3 520833.3 2083.3 2083.3 20833.3
column
550*550
M40
Concrete
Rectangular
Blue 3025
12887
13
762552.1 762552.1 2520.8 2520.8 27729.2
column
600*650
M40
Concrete
Rectangular
Green 3900
21230
62.5
1373125 1170000 3250 3250 42250

Shell section
Name Type Element Type Material Total Thicknessmm
Deck1 Deck Membrane 4000Psi 162.5
Slab150 Slab Shell-Thin M40 150
Wall1 Wall Shell-Thin 4000Psi 250

4.Defining Diaphragm
• Define> Diaphragm > Add New
diaphragm > rigidity : rigid >ok.
• Define diaphragm for each
floor level

5.Drawing the structure component
• Select all storey > Quick draw column> property: select Column
defined previously> left click and select the grid.
• Select all storey > Quick draw Beam> property: select Beam defined
previously> left click and select the grid
• Select all storey > Quick draw floor> property: select Slab property
defined previously> left click and select the grid

6.Assigning Support condition
• Plan> base> Select one storey > select all >delete
• Assign> joint> Restraint > click fixed> select the grid > apply>ok

• 7.Assigning Diaphragms
• Plan> story 1> Assign> joint> Diaphragm > select the diaphragm>
select the grid > apply>ok
• Moveup> select grid> Diaphragm D2>ok
• Similarly, Assign Diaphragm for all the floor level

• 8.Checking Model for any
Modeling Error
• Analyze> Check model > Select
all> ok.
• Wait for the dialog box appear.

8. Defining load pattern for load cases and mass source for seismic weight
• Define> load pattern> define load pattern as per requirement. ( Dead
load, Wind Load , Live load, Earthquake load, super dead load….)
• Define>mass source command.: As per As per IS: 1893-2016,25% live
load if Live load less3 KN/m2 and 50% if more than 3KN/M2 than is
considered on all floor of building except at roof level.

Name
Is Auto
Load
Type
Self
Weight
Multiplier
Auto Load
Dead No Dead 1
EQx No Seismic 0 IS 1893:2016
EQx(1/3) Yes Seismic 0 IS 1893:2016
EQy No Seismic 0 IS 1893:2016
EQy(1/3) Yes Seismic 0 IS 1893:2016
external wall No Dead 0
floor finish No Dead 0
internal wall load No Dead 0
Live No Live 0
parapet wall No Dead 0
roof live load No Live 0
wind load No Wind 0 Indian IS875:1987
wind load(1/2) Yes Wind 0 Indian IS875:1987
wind load(2/2) Yes Wind 0 Indian IS875:1987
Load Pattern Definitions
Name Load Pattern Multiplier
MsSrc2 Dead 1
MsSrc2 Live 0.25
MsSrc2 wind load 1
MsSrc2 internal wall load 1
MsSrc2 floor finish 1
MsSrc2 roof live load 0.25
MsSrc2 EQx 1
MsSrc2 EQy 1
MsSrc2 parapet wall 1
Mass source Definition

Indian IS875:1987 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated
by ETABS.
Exposure Parameters
Exposure From = Diaphragms
Structure Class = Class C
Terrain Category = Category 4
Wind Direction = 0;90 degrees
Basic Wind Speed, Vb [IS Fig. 1]
Windward Coefficient, Cp,wind
Leeward Coefficient, Cp,lee
Top Story = Story23
Bottom Story = Base
Include Parapet = Yes, Parapet Height = 1.1

Applied story forces
Story Elevation X-Dir Y-Dir
m kN kN
Story23 69 59.3059 0
Story22 66 67.696 0
Story21 63 66.8713 0
Story20 60 66.0516 0
Story19 57 97.8555 0
Story18 54 96.6412 0
Story17 51 95.3163 0
Story16 48 92.6384 0
Story15 45 89.1316 0
Story14 42 85.6782 0
Story13 39 82.293 0
Story12 36 78.9761 0
Story11 33 75.7273 0
Story10 30 71.6892 0
Story9 27 64.434 0
Story8 24 56.7715 0
Story7 21 49.925 0
Story6 18 47.3114 0
Story5 15 47.2692 0
Story4 12 47.2692 0
Story3 9 47.2692 0
Story2 6 47.2692 0
Story1 3 47.2692 0
Base 0 0 0
m kN kN
Story23 69 0 29.653
Story22 66 0 33.848
Story21 63 0 33.4356
Story20 60 0 33.0258
Story19 57 0 97.8555
Story18 54 0 96.6412
Story17 51 0 95.3163
Story16 48 0 92.6384
Story15 45 0 89.1316
Story14 42 0 85.6782
Story13 39 0 82.293
Story12 36 0 78.9761
Story11 33 0 75.7273
Story10 30 0 71.6892
Story9 27 0 64.434
Story8 24 0 56.7715
Story7 21 0 49.925
Story6 18 0 47.3114
Story5 15 0 47.2692
Story4 12 0 47.2692
Story3 9 0 47.2692
Story2 6 0 47.2692
Story1 3 0 47.2692
Base 0 0 0

• Factors and Coefficients
Risk Coefficient, k1 [IS 5.3.1]
Topography Factor, k3 [IS 5.3.3]
Lateral Loading

Auto sesmic loading (X)
• IS 1893:2016 Auto Seismic Load Calculation
• This calculation presents the automatically
generated lateral seismic loads for load
pattern EQx according to IS 1893:2016, as
calculated by ETABS.
• Direction and Eccentricity
• Direction = Multiple
• Eccentricity Ratio = 5% for all diaphragms
• Structural Period
• Period Calculation Method = Program
Calculated
• Factor of coefficient
Seismic Zone Factor, Z [IS Table 3] Z = 0.16
Response Reduction Factor, R [IS Table 9] R = 5
Importance Factor, I [IS Table 8] i = 1.2
Spectral
Acceleration
Coefficient, Sa
/g [IS 6.4.2]
• Seismic Reponse

• Equivalent lateral forces
Seismic Coefficient, Ah [IS 6.4.2]
• Calculated Base shear
/ Period Used (sec) W (kN) Vb (kN)
X 2.44 57307.4919 613.1749
X + Ecc. Y 2.44 57307.4919 613.1749
X - Ecc. Y 2.44 57307.4919 613.1749

• Applied Story Forces
m kN kN
Story23 69 35.8627 0
Story22 66 33.1699 0
Story21 63 29.8303 0
Story20 60 27.057 0
Story19 57 58.2343 0
Story18 54 53.8112 0
Story17 51 47.9983 0
Story16 48 42.5175 0
Story15 45 37.3689 0
Story14 42 44.9374 0
Story13 39 39.0158 0
Story12 36 33.2442 0
Story11 33 27.9344 0
Story10 30 23.0863 0
Story9 27 18.7447 0
Story8 24 18.8193 0
Story7 21 14.4926 0
Story6 18 10.6673 0
Story5 15 7.4294 0
Story4 12 4.7654 0
Story3 9 2.6889 0
Story2 6 1.199 0
Story1 3 0.3002 0
Base 0 0 0

Auto sesmic loading (Y)
• IS 1893:2016 Auto Seismic Load Calculation
• This calculation presents the automatically
generated lateral seismic loads for load
pattern EQy according to IS 1893:2016, as
calculated by ETABS.
• Direction and Eccentricity
• Direction = Multiple
• Eccentricity Ratio = 5% for all diaphragms
• Structural Period
• Period Calculation Method = Program
Calculated
• Factor of coefficient
Seismic Zone Factor, Z [IS Table 3] Z = 0.16
Response Reduction Factor, R [IS Table 9] R = 5
Importance Factor, I [IS Table 8] i = 1.2
Spectral
Acceleration
Coefficient, Sa
/g [IS 6.4.2]
• Seismic Reponse

• Equivalent lateral forces
Seismic Coefficient, Ah [IS 6.4.2]
• Calculated Base shear
Direction Period Used (sec) W (kN) Vb (kN)
Y 2.407 57307.4919 621.7822
Y + Ecc. X 2.407 57307.4919 621.7822
Y - Ecc. X 2.407 57307.4919 621.7822

• Applied Story Forces
m kN kN
Story23 69 0 36.3661
Story22 66 0 33.6355
Story21 63 0 30.249
Story20 60 0 27.4368
Story19 57 0 59.0518
Story18 54 0 54.5666
Story17 51 0 48.6721
Story16 48 0 43.1143
Story15 45 0 37.8935
Story14 42 0 45.5682
Story13 39 0 39.5635
Story12 36 0 33.7109
Story11 33 0 28.3265
Story10 30 0 23.4103
Story9 27 0 19.0079
Story8 24 0 19.0834
Story7 21 0 14.696
Story6 18 0 10.817
Story5 15 0 7.5337
Story4 12 0 4.8323
Story3 9 0 2.7267
Story2 6 0 1.2158
Story1 3 0 0.3044
Base 0 0 0

9. Set Load Case as per load
pattern
• Define> Load case: load case
generated from the load pattern
will be viewed
Name Type
Modal Modal - Eigen
Dead Linear Static
Live Linear Static
wind load Linear Static
internal wall load Linear Static
floor finish Linear Static
roof live load Linear Static
EQx Linear Static
EQy Linear Static
parapet wall Linear Static
external wall Linear Static

10. Assigning Load
• Select the beam, column,slab and apply the load as per the code
and requirement.
• Assign>frame load>distributed load>select the load pattern, provide
the load>ok
• Assign>Shell load>distributed load>selet the load pattern, provide
the load>ok

11. Defining Load combination
• Define>Load combination > Add new combo or Add default design
combos>concrete frame section>ok

Name Type Is Auto Load Name SF Notes
DCon1 Linear Add Yes Dead 1.5 Dead [Strength]
DCon1 internal wall load 1.5
DCon1 floor finish 1.5
DCon1 parapet wall 1.5
DCon1 external wall 1.5
DCon2 Linear Add Yes Dead 1.5 Dead + Live [Strength]
DCon2 Live 1.5
DCon2 roof live load 1.5
DCon3 Linear Add Yes Dead 1.2 Dead + Live + Wind + Snow [Strength]
DCon3 Live 1.2
DCon3 wind load 1.2
DCon4 Linear Add Yes Dead 1.2 Dead + Live - Wind + Snow [Strength]
DCon4 Live 1.2
DCon4 wind load -1.2

DCon5 Linear Add Yes Dead 1.5 Dead + Wind [Strength]
DCon5 wind load 1.5
DCon6 Linear Add Yes Dead 1.5 Dead - Wind [Strength]
DCon7 Linear Add Yes Dead 0.9 Dead (min) + Wind [Strength]
DCon7 wind load 1.5
DCon8 Linear Add Yes Dead 0.9 Dead (min) - Wind [Strength]

DCon9 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength]
DCon9 Live 1.2
DCon9 EQx 1.2
DCon10 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength]
DCon10 Live 1.2
DCon10 EQx -1.2
DCon11 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength]
DCon11 Live 1.2
DCon11 EQy 1.2
DCon12 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength]
DCon12 Live 1.2
DCon12 EQy -1.2

DCon13 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength]
DCon13 EQx 1.5
DCon14 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength]
DCon14 EQx -1.5
DCon15 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength]
DCon15 EQy 1.5
DCon16 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength]
DCon16 EQy -1.5

DCon17 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength]
DCon17 EQx 1.5
DCon18 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength]
DCon18 EQx -1.5
DCon19 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength]
DCon19 EQy 1.5
DCon20 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength]
DCon20 EQy -1.5

12. Assign Meshing and check model again and relabeling
• Assign > frame>frame auto-mesh option>select structure>apply>ok
• Assign > frame>frame floor meshing auto-mesh option>select
structure>apply>ok
• Assign > Shell> floor auto-mesh option>select structure>apply>ok
• Analyse>check model> select all>ok
• Edit >Auto level>done

13 Set load case to run
Analysis>Set load cases to run>select centre of
rigidity>Run Now
14. Analysis the structure and check the
behaviour
Analysis>Run Analysis
Analysis>Last Analysis Run log
longitudinual reinforcement IS456

15.Check storey drift limitation
as per Cl.7.11.1.1 of IS 1893(part
I):2016
• Display>Story response plot
or
• Display>result>story
drift>select the shell >paste it
in excel>
• Story drift should not be
more than 0.004 * story height

TABLE: Story
Drifts
Story Output Case Case Type Step Type Direction Drift Label Z actual story drift
allowable story
drift
check
Story16 DCon5 Combination Max X 0.002343 3 48 112.464 192 O.K.
Story16 DCon8 Combination Min X 0.002191 3 48 105.168 192 O.K.

Note:
Storey Drift is nothing but relative displacement between floors above and/or below
the storey under consideration. Storey drift in any story shall not exceed 0.004 times the storey
height, under the action of design base shear VB with no load factor that is, partial safety factor
for all loads taken as 1.0 which is nothing but service load combinations. The check is given
Calculations:
in Clause 7.11.1 of
IS 1893 (Part-1):
2016.
as per Indian Standard 1893:2016 Clasue 7.11.1.1 Storey Drift Limitation
Storey Drift in any storey shall not exceed 0.004 times the storey height
Drift shown in ETABS is as Storey Drift / Floor Height
where, Height between slabs is 3 m
Allowable Drift = 0.004 × Storey Height
hence, here Storey Drift for all storey is not exceeding 0.004 times the storey height for all Service Load Combinations
⸫
Check for Storey Drift Limitation is O.K.

16.Check Torsional Irregularity as per Cl.7.1 and Table 5 of IS 1893 (Part
1) : 2016
• Display>result>Story max/avg displacement >select the shell for
earthquake load case>paste it in excel. Check if it is ok or not as per
code

Story Output Case Case Type Step Number Direction Max Drift Avg Drift Ratio Check
Story19 EQx LinStatic 3 X 1.729 1.384 1.249 O.K.

Notes:
The designer should review the structural arrangement of the structural elements to
ensure that the code requirements against building irregularity will be satisfied. Building
Irregularity checks are depending on the code that we are using, although there are similarities.
The most common checks under a building irregularity are the torsional irregularity check
which will be tackled by applying check as per IS 1893: 2016 (Part-1) Clause 7.1 and Table
No. 5. The code states that the ratio of maximum horizontal displacement at one end minimum
horizontal displacement at another end should not exceed 1.5
as per IS 1893:2016 Clause 7.1 Table 5 Torsional Irregularity
Building is Torsionally Irregular when, Maximum Displacement / Minimum Displacement > 1.5
hence, our all ratios are with in acceptable limit i.e. all the Ratios are less than 1.5
which is as per Indian Standard 1893:2016 Clause 7.1 Table 5
⸫
Check for Torsional Irregularity is O.K.

17. Design the structure
• Design> Concrete Frame Design>View/Revise References. Check the parameter
• Design> Concrete Frame Design>Rebar selection rules for column As per IS456:2000
Cl. 26.5.3 and 26.5.3.2
• Design> Concrete Frame Design>Rebar selection rules for Beam> provide the sizes
• Design> Concrete Frame Design>Select design combination
• Design> Concrete Frame Design> start design
• Design> Concrete Frame Design>verify all member pass
• Design> Concrete Frame Design>Verify analysis vs design section
• Design> Concrete Frame Design>Display design info> re-bar percentage

Concrete frame design preference

Rebar selection rules for column Rebar selection rules for Beam

Verify analysis vs design section verify all member pass

Conclusion
• Building of G+22 pass the design as story drift and torsoinal
irregularity is ok
• Develop and analysis model of the high rise structure using ETABS is
done
• Calculating the types of loads acting on such kinds of buildings
• analysis of the building as per code IS 1893:2016(part I) criteria for
earthquake resistance Structure is done and is equal
• Behaviour of building under the action of the seismic loads is
calculated.

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