Design of G+4 residential building ||Major project ||
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About This Presentation
A final year major project of civil engineering .
Slide Content
MAJOR PROJECT REPORT
ON
ANALYSIS DESIGN AND DETAILING OF MULTISTOREY
RESIDENTIAL BUILDING USING ETABS
SUBMITTED IN THE PARTIAL FULFILLMENT OF THE REQUIREMENT FOR THE
AWARD OF A DEGREE
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
BATCH (2019-2023)
SUBMITTED BY:-
KESHAB THAPA (4919711)
UNDER THE SUPERVISION OF
Ms. Feba S. Thomas
Assistant Professor
DEPARTMENT OF CIVIL GEETA ENGINEERING COLLEGE.
KURUKSHETRA UNIVERSITY, KURUKSHETRA -136119
ON
ANALYSIS DESIGN AND DETAILING OF MULTISTOREY
RESIDENTIAL BUILDING USING ETABS
SUBMITTED IN THE PARTIAL FULFILLMENT OF THE REQUIREMENT FOR THE
AWARD OF A DEGREE
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
BATCH (2019-2023)
SUBMITTED BY:-
KESHAB THAPA (4919711)
UNDER THE SUPERVISION OF
Ms. Feba S. Thomas
Assistant Professor
DEPARTMENT OF CIVIL GEETA ENGINEERING COLLEGE.
KURUKSHETRA UNIVERSITY, KURUKSHETRA -136119
DECLARATION
We hereby declare that the work which is being presented in the major project, entitled
“ANALYSIS DESIGN AND DETAILING OF MULTIST OREY RESIDENTIAL
BUILDING USING ETABS v21” for the award of the degree of Bachelor of Technology in
Civil Engineering under the supervision of Ms. Feba S. Thomas of the Civil Department of
Geeta Engineering College Kurukshetra University, Kurukshetra. The content presented in
this project has not been submitted by us for the award of any degree/diploma of this or any
other University/Institute.
Further, we declare that where other’s ideas or words have been included, I have adequately cited
and referenced the original sources. We also declare that we have adhered to all principles of
academic honesty and integrity and have not misrepresented or fabricated or falsified any
idea/data/fact/source in our submission. We understand that any violation of the above will be
cause for disciplinary action by the Institute and can also evoke penal action from the sources
which have thus not been properly cited or from whom proper permission has not been taken
when needed.
We hereby agree to indemnify GEETA ENGINEERING COLLEGE and its Teaching Staff
against any and all losses incurred in connection with the processing related to any claim of
plagiarism and/or copyright infringement. Further, the responsibility of this act of
plagiarism or infringement, if proved, will be borne solely by us.
We hereby declare that the work which is being presented in the major project, entitled
“ANALYSIS DESIGN AND DETAILING OF MULTIST OREY RESIDENTIAL
BUILDING USING ETABS v21” for the award of the degree of Bachelor of Technology in
Civil Engineering under the supervision of Ms. Feba S. Thomas of the Civil Department of
Geeta Engineering College Kurukshetra University, Kurukshetra. The content presented in
this project has not been submitted by us for the award of any degree/diploma of this or any
other University/Institute.
Further, we declare that where other’s ideas or words have been included, I have adequately cited
and referenced the original sources. We also declare that we have adhered to all principles of
academic honesty and integrity and have not misrepresented or fabricated or falsified any
idea/data/fact/source in our submission. We understand that any violation of the above will be
cause for disciplinary action by the Institute and can also evoke penal action from the sources
which have thus not been properly cited or from whom proper permission has not been taken
when needed.
We hereby agree to indemnify GEETA ENGINEERING COLLEGE and its Teaching Staff
against any and all losses incurred in connection with the processing related to any claim of
plagiarism and/or copyright infringement. Further, the responsibility of this act of
plagiarism or infringement, if proved, will be borne solely by us.
CERTIFICATE
This is to certify that the project entitled “Analysis Design and Detailing of Multistorey
Residential Building Using Etabs v21” submitted by Student Keshab Thapa (4919711) to the
Department of Civil Engineering of Geeta engineering college, Kurukshetra University,
Kurukshetra for the award of the Degree of Bachelor of Technology, is a bona fide project work
carried out by him under my supervision and guidance. Ms. Feba S. Thomas the project has
reached the standard of fulfilling the requirements of regulations relating to a Bachelor’s degree.
I wish him success in all his future endeavors.
Ms. Feba S. Thomas (Asst. professor) Department of Civil Engineering of Geeta engineering
college, certifies that Keshab Thapa is a bona fide student of Bachelor of Technology in Civil,
underclass Roll No. 4919711 The dissertation is, in our opinion worthy of consideration for the
award of Bachelor of Technology in Civil. Head of Department Dr. Amit Gupta (Dean) & all
the team members of Geeta engineering college. Naultha, Panipat, Haryana, Kurukshetra
University, Kurukshetra.
This is to certify that the project entitled “Analysis Design and Detailing of Multistorey
Residential Building Using Etabs v21” submitted by Student Keshab Thapa (4919711) to the
Department of Civil Engineering of Geeta engineering college, Kurukshetra University,
Kurukshetra for the award of the Degree of Bachelor of Technology, is a bona fide project work
carried out by him under my supervision and guidance. Ms. Feba S. Thomas the project has
reached the standard of fulfilling the requirements of regulations relating to a Bachelor’s degree.
I wish him success in all his future endeavors.
Ms. Feba S. Thomas (Asst. professor) Department of Civil Engineering of Geeta engineering
college, certifies that Keshab Thapa is a bona fide student of Bachelor of Technology in Civil,
underclass Roll No. 4919711 The dissertation is, in our opinion worthy of consideration for the
award of Bachelor of Technology in Civil. Head of Department Dr. Amit Gupta (Dean) & all
the team members of Geeta engineering college. Naultha, Panipat, Haryana, Kurukshetra
University, Kurukshetra.
ACKNOWLEDGEMENT
This Project would not have been possible without the essential & gracious support of Ms. Feba
S. Thomas (Asst. Professor). Her willingness to motivate us contributed tremendously to our
project. We also would like to thank her for showing us some examples related to the topic of
this project.
Besides we would like to thank the authority of Geeta Engineering College for providing us
good environment & facilities to complete this project.
Also, we would like to especially thank our Civil Department without leaving Dr. Amit Gupta
(Dean) & all the team members.
We are grateful to our family for their distant but persistent love, patience, support, continuous
morale, and encouragement during our Bachelor of Technology in Civil Engineering.
PROJECT MEMBERS :
Keshab Thapa-4919711
Raj Salmani – 4919727
Pooja Kumari singh-4919722
Khuleipham Tarif Aziz-4919712
This Project would not have been possible without the essential & gracious support of Ms. Feba
S. Thomas (Asst. Professor). Her willingness to motivate us contributed tremendously to our
project. We also would like to thank her for showing us some examples related to the topic of
this project.
Besides we would like to thank the authority of Geeta Engineering College for providing us
good environment & facilities to complete this project.
Also, we would like to especially thank our Civil Department without leaving Dr. Amit Gupta
(Dean) & all the team members.
We are grateful to our family for their distant but persistent love, patience, support, continuous
morale, and encouragement during our Bachelor of Technology in Civil Engineering.
PROJECT MEMBERS :
Keshab Thapa-4919711
Raj Salmani – 4919727
Pooja Kumari singh-4919722
Khuleipham Tarif Aziz-4919712
ABSTRACT
Structural Analysis is a branch which includes in the determination of conduct of constructions
to anticipate the reactions of various underlying segments because of the impact of loads. Every
single construction will be exposed to possibly one or the gatherings of loads, the different sorts
of loads typically considered are dead loads, live loads, wind load which conforms to IS: 875-
1987 Part1, 2, 3 as well as seismic load (according to IS: 1893-2016). ETABS (Extended Three
Dimensional Analysis of Building System) is a product which is joined with all the significant
forces that are static, dynamic, linear and non-direct, and so on. This Computer programmings
are additionally being utilized for the computation of forces, bending moment, stress, strain &
deformation or diversion for a complex underlying framework and this software is utilized to
design and plan the structures. The study of this project is to analyze & design of Reinforced
Concrete building using Etabs. By this project, it has been checked that the displacement of the
building seems to be within permissible limit’. The Structure has been designed as per Indian
Codes & by laws provided by that area.
In this paper, an analysis has been done on the storey height of a building situated in seismic zone
III, keeping the base dimensions constant, to find the maximum bending and shear forces at the
design for earthquake load, using the software ETABS. For earthquake loads, both dynamic and
static analysis has been done. The analysis for seismic loads has been carried out. Thereafter, the
graphs for different values displacement at all the storey drifts, due to earthquake load (EQ) have
been plotted.
Structural Analysis is a branch which includes in the determination of conduct of constructions
to anticipate the reactions of various underlying segments because of the impact of loads. Every
single construction will be exposed to possibly one or the gatherings of loads, the different sorts
of loads typically considered are dead loads, live loads, wind load which conforms to IS: 875-
1987 Part1, 2, 3 as well as seismic load (according to IS: 1893-2016). ETABS (Extended Three
Dimensional Analysis of Building System) is a product which is joined with all the significant
forces that are static, dynamic, linear and non-direct, and so on. This Computer programmings
are additionally being utilized for the computation of forces, bending moment, stress, strain &
deformation or diversion for a complex underlying framework and this software is utilized to
design and plan the structures. The study of this project is to analyze & design of Reinforced
Concrete building using Etabs. By this project, it has been checked that the displacement of the
building seems to be within permissible limit’. The Structure has been designed as per Indian
Codes & by laws provided by that area.
In this paper, an analysis has been done on the storey height of a building situated in seismic zone
III, keeping the base dimensions constant, to find the maximum bending and shear forces at the
design for earthquake load, using the software ETABS. For earthquake loads, both dynamic and
static analysis has been done. The analysis for seismic loads has been carried out. Thereafter, the
graphs for different values displacement at all the storey drifts, due to earthquake load (EQ) have
been plotted.
CONTENT
Page No:
1. INTRODUCTION
1.1 Backgrounds 2
1.2 Aim 2
1.3 Objective 2
2. LITERATURE REVIW 1-4
2.1 Background Study 3
2.2 Codal Provision 5
3. RESEARCH METHODOLOGY 6-10
3.1 Project Details 6
3.1.1 General Details 6
3.1.2 Site Details 6
3.2 Structural Planning 8
3.2.1 Slab Preliminary Sizing 8
3.2.2 Beam Preliminary Sizing 8
3.2.3 Column Preliminary Sizing 9
4. LOAD ACTING 11-25
4.1 Description Of Loads 11
4.1.1 Dead Load 11
4.1.2 Superimposed Dead Load 11
4.1.3 Live Load 11
4.1.4 Wall Load 12
4.2 Earthquake Force 16
4.2.1 Auto Seismic Loading 17
4.3 Wind Load Calculation 20
4.3.1 Lateral Forces 22
4.4 Load Patters 23
4.5 Load Combinations 23
5. ANALYSIS AND RESULT 26-28
5.1 Observations 26
Page No:
1. INTRODUCTION
1.1 Backgrounds 2
1.2 Aim 2
1.3 Objective 2
2. LITERATURE REVIW 1-4
2.1 Background Study 3
2.2 Codal Provision 5
3. RESEARCH METHODOLOGY 6-10
3.1 Project Details 6
3.1.1 General Details 6
3.1.2 Site Details 6
3.2 Structural Planning 8
3.2.1 Slab Preliminary Sizing 8
3.2.2 Beam Preliminary Sizing 8
3.2.3 Column Preliminary Sizing 9
4. LOAD ACTING 11-25
4.1 Description Of Loads 11
4.1.1 Dead Load 11
4.1.2 Superimposed Dead Load 11
4.1.3 Live Load 11
4.1.4 Wall Load 12
4.2 Earthquake Force 16
4.2.1 Auto Seismic Loading 17
4.3 Wind Load Calculation 20
4.3.1 Lateral Forces 22
4.4 Load Patters 23
4.5 Load Combinations 23
5. ANALYSIS AND RESULT 26-28
5.1 Observations 26
6. DESIGN 29-34
6.1 Beam Design 29
6.2 Column Design 32
7. SCHEMATIC DESIGN DRAWING 35-38
7.1 Beam Detailing Drawing 35
7.2 Column Detailing Drawing 37
8. APPLICATION OF ETABS SOFTWARE 39-40
8.1 Analytical Model 39
9. REFERENCES 41
6.1 Beam Design 29
6.2 Column Design 32
7. SCHEMATIC DESIGN DRAWING 35-38
7.1 Beam Detailing Drawing 35
7.2 Column Detailing Drawing 37
8. APPLICATION OF ETABS SOFTWARE 39-40
8.1 Analytical Model 39
9. REFERENCES 41
FIGURE INDEX
Page No:
1. Plan of G+4 Reinforced Concrete building (all dimensions are in meter) 7
2. Frame A-A 7
3. Figure (3) - Types of Beam Applied on structure 9
4. Types of column applied on structure 10
5. Live Loads acting on the Structure 13
6. Superimposed Dead Load acting on the Structure 14
7. 3D view of the structure 15
8. Shear Forces acting at Corner, Centre and Front Beams and Columns 26
9. Bending Moments acting at Corner, Centre and Front Beams and Columns. 27
10. Torsional Forces acting at Corner, Centre and Front Beams and Columns 28
11. Beam Layout Plan generated from ETABS v21 Detailing 35
12. Beam Layout Plan generated from ETABS v21 Detailing 36
13. Detail sectional view of Beam CB-01 36
14. Column Layout Plan generated from ETABS v21 Detailing 37
15. Detail Elevation view of column CS-26 38
16. Sectional view of column CS- 26 38
Page No:
1. Plan of G+4 Reinforced Concrete building (all dimensions are in meter) 7
2. Frame A-A 7
3. Figure (3) - Types of Beam Applied on structure 9
4. Types of column applied on structure 10
5. Live Loads acting on the Structure 13
6. Superimposed Dead Load acting on the Structure 14
7. 3D view of the structure 15
8. Shear Forces acting at Corner, Centre and Front Beams and Columns 26
9. Bending Moments acting at Corner, Centre and Front Beams and Columns. 27
10. Torsional Forces acting at Corner, Centre and Front Beams and Columns 28
11. Beam Layout Plan generated from ETABS v21 Detailing 35
12. Beam Layout Plan generated from ETABS v21 Detailing 36
13. Detail sectional view of Beam CB-01 36
14. Column Layout Plan generated from ETABS v21 Detailing 37
15. Detail Elevation view of column CS-26 38
16. Sectional view of column CS- 26 38
TABLE INDEX
Page No:
1. Table 1-Live load intensity 11
2. Table 2- Wall load intensity 12
3. Table 3 - Applied storey forces –X 18
4. Table 4 - Applied storey forces –Y 20
5. Table 5 - Lateral load to storeys -X 21
6. Table 6 - Lateral load to storeys –Y 22
7. Table 7 - Load Pattern Definitions 23
8. Table 8 - Load Combination Definitions 24
Page No:
1. Table 1-Live load intensity 11
2. Table 2- Wall load intensity 12
3. Table 3 - Applied storey forces –X 18
4. Table 4 - Applied storey forces –Y 20
5. Table 5 - Lateral load to storeys -X 21
6. Table 6 - Lateral load to storeys –Y 22
7. Table 7 - Load Pattern Definitions 23
8. Table 8 - Load Combination Definitions 24
1
CHAPTER 1
INTRODUCTION
1.1 BACKGROUND
The imaginative and progressive new ETABS is a definitive incorporated programming bundle
for the underlying investigation and plan of structures. ETABS offers unrivaled 3D article based
demonstrating and perception apparatuses , amazingly quick straight and nonlinear logical force,
refined and complete plan capacities for a wide-scope of materials and keen realistic presentations
reports and schematic drawings that permit clients to rapidly and effectively interpret and get
examination and configuration results. ETABS is designing programming which is utilized to
examination and plan multi-story building. ETABS represents Extended Three-Dimensional (3D)
Analysis of Building Systems. Computer aided design drawings can be changed over straight
forwardly into ETABS models or utilized as layouts in which ETABS articles might be overlaid.
A significant number of the floor levels in structures are comparable which decrease
demonstrating and configuration time. Quick model age utilizing the idea of comparable stories.
Various materials can be allotted to the primary components inside a similar model like steel,
RCC, composite or some other client characterized material. Computer aided design drawings
can be changed over straightforwardly into ETABS models or utilized as formats in which
ETABS items might be overlaid. Report is produced straightforwardly in the product with
complete support subtleties. Large numbers of the floor levels in structures are comparative
which lessen demonstrating and configuration time. Quick model age utilizing the idea of
comparative stories. Various materials can be appointed to the primary components inside a
similar model like steel, RCC, composite or some other client characterized material.
The process of design commences with planning of a structure, primarily to meet the functional
requirement of the user or the clients. The functional requirements and the parts of aesthetics are
investigated typically by an engineer while the aspects of security, workableness, durability and
economy of the construction for its expected use over life span of the construction are gone to be
structural designers.
1.2 AIM
To analyse and design a Multistorey residential building using the software ETABS V21.
CHAPTER 1
INTRODUCTION
1.1 BACKGROUND
The imaginative and progressive new ETABS is a definitive incorporated programming bundle
for the underlying investigation and plan of structures. ETABS offers unrivaled 3D article based
demonstrating and perception apparatuses , amazingly quick straight and nonlinear logical force,
refined and complete plan capacities for a wide-scope of materials and keen realistic presentations
reports and schematic drawings that permit clients to rapidly and effectively interpret and get
examination and configuration results. ETABS is designing programming which is utilized to
examination and plan multi-story building. ETABS represents Extended Three-Dimensional (3D)
Analysis of Building Systems. Computer aided design drawings can be changed over straight
forwardly into ETABS models or utilized as layouts in which ETABS articles might be overlaid.
A significant number of the floor levels in structures are comparable which decrease
demonstrating and configuration time. Quick model age utilizing the idea of comparable stories.
Various materials can be allotted to the primary components inside a similar model like steel,
RCC, composite or some other client characterized material. Computer aided design drawings
can be changed over straightforwardly into ETABS models or utilized as formats in which
ETABS items might be overlaid. Report is produced straightforwardly in the product with
complete support subtleties. Large numbers of the floor levels in structures are comparative
which lessen demonstrating and configuration time. Quick model age utilizing the idea of
comparative stories. Various materials can be appointed to the primary components inside a
similar model like steel, RCC, composite or some other client characterized material.
The process of design commences with planning of a structure, primarily to meet the functional
requirement of the user or the clients. The functional requirements and the parts of aesthetics are
investigated typically by an engineer while the aspects of security, workableness, durability and
economy of the construction for its expected use over life span of the construction are gone to be
structural designers.
1.2 AIM
To analyse and design a Multistorey residential building using the software ETABS V21.
2
1.3 OBJECTIVE
Learning of ETABS.
Study of Literature Review.
Selection of sample model and manual evaluation of frame structure.
G+4 model selection.
Analysis by using ETABS software.
Comparison of results obtained from ETABS software.
Compilation of Analysis.
1.3 OBJECTIVE
Learning of ETABS.
Study of Literature Review.
Selection of sample model and manual evaluation of frame structure.
G+4 model selection.
Analysis by using ETABS software.
Comparison of results obtained from ETABS software.
Compilation of Analysis.
3
CHAPTER 2
LITERATURE REVIEW
2.1 BACKGROUND STUDY
Literature review is an important part of the study as it helps into the understanding of the
processes and analysis of the research. The basic intention of our literature review is to give a
comprehensive review of previous works on the area of seismic design and better accuracy of the
analysis can be obtained by using this software. In this review, we will focus on the experience.
The analysis was done using the software package ETAB and drawing details in AutoCAD and
REVIT. The literature review will try to establish the link between past research, work done on
this topic and this study to determine its relevancy and thorough understanding. The structural
components were designed manually in addition to the software design. This training helped to
understand and analyze the structural problem faced by the construction industry. Calculation by
software analysis gives results within the permissible limit according to IS code. Further the work
is extended for a – storey building and found that the results are matching. As the multi-storey
building has similar floors ETABS is the perfect software which can be adopted for analysis and
design. Usage of ETABS software reduces the time required for analysis and design. We can
easily add or remove the storey of the building.
This project is designed as per INDIAN CODES- IS 1893-(part 2):2002, IS 456:2000, IS 875-
(Part 3)-2015. This analysis is carried out by considering severe seismic zones and behavior is
assessed by taking type-medium stiff Soil condition. In our project we are considering a plan
under zone –III. Seismic Intensity is Severe, and Zone Factor is 0.16.
Literature survey was performed using various relevant books and journal papers dealing with
performance based design, study on Analysis and Design of Residential building by using
ETABS. This also includes review of previous research related areas.
Ibrahim, et.al (April 2019): Design and Analysis of Residential Building(G+4): After
analyzing the G+4 story residential building structure, conducted that the structure is rate in
loading like dead load, live load, wind load and seismic loads. Member dimensions (Beam,
column, slab) are assigned by calculating the load type and its quantity applied on it. Auto CAD
gives detailed information at the structure members length, height, depth, size and numbers, etc.
CHAPTER 2
LITERATURE REVIEW
2.1 BACKGROUND STUDY
Literature review is an important part of the study as it helps into the understanding of the
processes and analysis of the research. The basic intention of our literature review is to give a
comprehensive review of previous works on the area of seismic design and better accuracy of the
analysis can be obtained by using this software. In this review, we will focus on the experience.
The analysis was done using the software package ETAB and drawing details in AutoCAD and
REVIT. The literature review will try to establish the link between past research, work done on
this topic and this study to determine its relevancy and thorough understanding. The structural
components were designed manually in addition to the software design. This training helped to
understand and analyze the structural problem faced by the construction industry. Calculation by
software analysis gives results within the permissible limit according to IS code. Further the work
is extended for a – storey building and found that the results are matching. As the multi-storey
building has similar floors ETABS is the perfect software which can be adopted for analysis and
design. Usage of ETABS software reduces the time required for analysis and design. We can
easily add or remove the storey of the building.
This project is designed as per INDIAN CODES- IS 1893-(part 2):2002, IS 456:2000, IS 875-
(Part 3)-2015. This analysis is carried out by considering severe seismic zones and behavior is
assessed by taking type-medium stiff Soil condition. In our project we are considering a plan
under zone –III. Seismic Intensity is Severe, and Zone Factor is 0.16.
Literature survey was performed using various relevant books and journal papers dealing with
performance based design, study on Analysis and Design of Residential building by using
ETABS. This also includes review of previous research related areas.
Ibrahim, et.al (April 2019): Design and Analysis of Residential Building(G+4): After
analyzing the G+4 story residential building structure, conducted that the structure is rate in
loading like dead load, live load, wind load and seismic loads. Member dimensions (Beam,
column, slab) are assigned by calculating the load type and its quantity applied on it. Auto CAD
gives detailed information at the structure members length, height, depth, size and numbers, etc.
4
STADD Pro. has a capability to calculate the program contains number of parameters which are
designed as per IS 456: 2000. Beams were designed for flexure, shear and tension and it gives
the detail number, position and spacing brief.
Dunnala Lakshmi Anuja, et.al (2019): Planning, Analysis and Design of Residential
Building (G+5) By using STAAD Pro.: Frame analysis was by STAAD-Pro. Slab, Beams,
Footing and stair-case were design as per the IS Code 456-2000 by LSM. The properties such as
share deflection torsion, development length is with the IS code provisions. Design of column
and footing were done as per the IS 456-2000 along with the SP-16 design charts. The check like
oneway shear or two-way shear within IS Code provision. Design of slab, beam, column,
rectangular footing and staircase are done with limit state method. On comparison with drawing,
manual design and the geometrical model using STADD Pro.
K. Prabin Kumar, et.al (2018): A Study on Design of Multi-Storey Residential Building:
They used STADD Pro. to analysis and designing all structure member and calculate quantity of
reinforcement needed for concrete section. Various structure action is considered as members
such as axial, flexure, shear and tension. Pillar are delineated for axial forces and biaxial ends at
the ends. The building was planned as per IS: 456- 2000.
Deevi Krishna Chaitanya, et.al (January, 2017): Analysis and Design of a (G+6) Multi-
Storey Building Using STAAD Pro.: They used static indeterminacy methods to calculate
numbers of unknown forces. Distributing known fixed and moments to satisfy the condition of
compatibility by Iteration method. Kani’s method was used to distribute moments at sucessire
joints in frame and continues beam for stability of members of building structure. They used the
designing software STADD Pro. which reduced lot of time in design, gives accuracy
R. D. Deshpande, et.al (June, 2017): Analysis, Design and Estimation of Basement+G+2
Residential Building: They found that check for deflection was safe. They carried design and
analysis of G+2 residential building by using E-Tabs software with the estimation of building by
method of center line. They safely designed column using SP-16 checked with interaction
formula
STADD Pro. has a capability to calculate the program contains number of parameters which are
designed as per IS 456: 2000. Beams were designed for flexure, shear and tension and it gives
the detail number, position and spacing brief.
Dunnala Lakshmi Anuja, et.al (2019): Planning, Analysis and Design of Residential
Building (G+5) By using STAAD Pro.: Frame analysis was by STAAD-Pro. Slab, Beams,
Footing and stair-case were design as per the IS Code 456-2000 by LSM. The properties such as
share deflection torsion, development length is with the IS code provisions. Design of column
and footing were done as per the IS 456-2000 along with the SP-16 design charts. The check like
oneway shear or two-way shear within IS Code provision. Design of slab, beam, column,
rectangular footing and staircase are done with limit state method. On comparison with drawing,
manual design and the geometrical model using STADD Pro.
K. Prabin Kumar, et.al (2018): A Study on Design of Multi-Storey Residential Building:
They used STADD Pro. to analysis and designing all structure member and calculate quantity of
reinforcement needed for concrete section. Various structure action is considered as members
such as axial, flexure, shear and tension. Pillar are delineated for axial forces and biaxial ends at
the ends. The building was planned as per IS: 456- 2000.
Deevi Krishna Chaitanya, et.al (January, 2017): Analysis and Design of a (G+6) Multi-
Storey Building Using STAAD Pro.: They used static indeterminacy methods to calculate
numbers of unknown forces. Distributing known fixed and moments to satisfy the condition of
compatibility by Iteration method. Kani’s method was used to distribute moments at sucessire
joints in frame and continues beam for stability of members of building structure. They used the
designing software STADD Pro. which reduced lot of time in design, gives accuracy
R. D. Deshpande, et.al (June, 2017): Analysis, Design and Estimation of Basement+G+2
Residential Building: They found that check for deflection was safe. They carried design and
analysis of G+2 residential building by using E-Tabs software with the estimation of building by
method of center line. They safely designed column using SP-16 checked with interaction
formula
5
2.2 CODAL PROVISIONS
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 Code of Practice for Design Loads (other than
earthquake) for buildings structures Dead Load, Bureau of Indian.
IS 875 (Part 2) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures Imposed Load, Bureau of Indian Standards.
IS 875 (Part 3) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures Wind Load, Bureau of Indian Standards.
IS 875 (Part 5) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures 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.
2.2 CODAL PROVISIONS
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 Code of Practice for Design Loads (other than
earthquake) for buildings structures Dead Load, Bureau of Indian.
IS 875 (Part 2) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures Imposed Load, Bureau of Indian Standards.
IS 875 (Part 3) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures Wind Load, Bureau of Indian Standards.
IS 875 (Part 5) : 1987 - Code of Practice for Design Loads (other than earthquake) for buildings
structures 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.
6
CHAPTER 3
RESEARCH METHODOLOGY
3.1 PROJECT DETAILS
3.1.1General Details:
In this chapter, description of Residential building is presented along with the structural
planning of various reinforced concrete frame members i.e. beam, column and slab.
Type of Structure Multi-Storey Rigid Jointed RC Frame Structure
Type of Structure G+3 Storey
Floor to Floor Height 3.25 meter
Plinth Level 1.25 meter above Ground Level
Location of Structure Haryana-Panipat-India
3.1.2Site 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/m
2
CHAPTER 3
RESEARCH METHODOLOGY
3.1 PROJECT DETAILS
3.1.1General Details:
In this chapter, description of Residential building is presented along with the structural
planning of various reinforced concrete frame members i.e. beam, column and slab.
Type of Structure Multi-Storey Rigid Jointed RC Frame Structure
Type of Structure G+3 Storey
Floor to Floor Height 3.25 meter
Plinth Level 1.25 meter above Ground Level
Location of Structure Haryana-Panipat-India
3.1.2Site 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/m
2
7
PLAN
Figure (1) Plan of G+4 Reinforced Concrete building (all dimensions are in meter)
Figure (2) Frame A-A
PLAN
Figure (1) Plan of G+4 Reinforced Concrete building (all dimensions are in meter)
Figure (2) Frame A-A
8
3.2 STRUCTURAL PLANNING
a. Slab – Preliminary Sizing
Taking larger room size – (3.24*3.75) m
As per Clause 24.1.of IS 456-2000
????????????
�
= 40 …… For Mild Steel
3.24
�
=40*0.8 ……For HYSD Steel
d = 0.102m = 102mm (Effective Depth)
Hence Overall Depth = 125 mm
b. Beam – Preliminary Sizing
As per Clause 23.2 of IS Code 456-2000.
�??????????????????
��??????�ℎ
= 26 …..For Continuous Beam
4.74
�
=26
d=0.183m
d=183mm
Overall depth = 240mm
From clause 6 of 13920:2016
Clause: 6.1.1
??????
??????
>0.3
Clause: 6.1.2
b<200mm
Clause: 6.1.3
Depth <
1
4
*clear span
c. Column: Preliminary Sizing
3.2 STRUCTURAL PLANNING
a. Slab – Preliminary Sizing
Taking larger room size – (3.24*3.75) m
As per Clause 24.1.of IS 456-2000
????????????
�
= 40 …… For Mild Steel
3.24
�
=40*0.8 ……For HYSD Steel
d = 0.102m = 102mm (Effective Depth)
Hence Overall Depth = 125 mm
b. Beam – Preliminary Sizing
As per Clause 23.2 of IS Code 456-2000.
�??????????????????
��??????�ℎ
= 26 …..For Continuous Beam
4.74
�
=26
d=0.183m
d=183mm
Overall depth = 240mm
From clause 6 of 13920:2016
Clause: 6.1.1
??????
??????
>0.3
Clause: 6.1.2
b<200mm
Clause: 6.1.3
Depth <
1
4
*clear span
c. Column: Preliminary Sizing
9
From clause: 7.1.1 of IS 13920:2016
Minimum dimension of column should not be less then,
i) 20* Diameter of bar
=20*12
=240
ii) 300mm
Preliminary Sizing of elements with M25 Grade Concrete
Floor = 125mm; Staircase Waist Slab =25mm;
Primary Beam =240 mm × 325 mm (b×D); Plinth Beam =240 mm×250 mm (b×D)
Secondary Beams = 240 mm × 250 mm (b×D)
Columns = 350mm × 350mm (b×D) - Outer Columns
= 375mm × 375mm (b×D) - Inner Columns
Figure (3) - Types of Beam Applied on structure
From clause: 7.1.1 of IS 13920:2016
Minimum dimension of column should not be less then,
i) 20* Diameter of bar
=20*12
=240
ii) 300mm
Preliminary Sizing of elements with M25 Grade Concrete
Floor = 125mm; Staircase Waist Slab =25mm;
Primary Beam =240 mm × 325 mm (b×D); Plinth Beam =240 mm×250 mm (b×D)
Secondary Beams = 240 mm × 250 mm (b×D)
Columns = 350mm × 350mm (b×D) - Outer Columns
= 375mm × 375mm (b×D) - Inner Columns
Figure (3) - Types of Beam Applied on structure
10
Figure (4) - Types of column applied on structure
Figure (4) - Types of column applied on structure
11
CHAPTER 4
TYPES OF LOAD ACTING ON STRUCTRE
4.1 DESCRIPTION OF LOADS
a. Dead Load
Dead weight of the structural member is self-applied by the software ETABS v 2021.
b. Superimposed Dead Load
As per IS 875- Part 2-1987;
Load intensity of 50mm mortar Thickness = 1.05 kN/m
2
Load intensity of 6mm ceiling plaster =0.126 kN/m
2
Load intensity of (12.5-25.4) mm clay floor tiles = 0.1-0.2 kN/m
2
Total SIDL on each floor = 1.376 kN/m
2
Load intensity of 125mm water proofing material = 2.75 kN/m
2
Total SIDL on Terrace and Head room = 2.876 kN/m
2
SIDL for steps of stair = 2.5 kN/m
2
c. Live load
As per IS 875-Part 2-1987;
Live load intensity as per the types of room for residential building;
Table 1-Live load intensity
Living room & for all type of room 2 kN/m
2
Kitchen 2 kN/m
2
WC/ Bath 2 kN/m
2
Terrace where access not provided 0.75 kN/m
2
Terrace where Access is provided 1.50 kN/m
2
d. Wall load
CHAPTER 4
TYPES OF LOAD ACTING ON STRUCTRE
4.1 DESCRIPTION OF LOADS
a. Dead Load
Dead weight of the structural member is self-applied by the software ETABS v 2021.
b. Superimposed Dead Load
As per IS 875- Part 2-1987;
Load intensity of 50mm mortar Thickness = 1.05 kN/m
2
Load intensity of 6mm ceiling plaster =0.126 kN/m
2
Load intensity of (12.5-25.4) mm clay floor tiles = 0.1-0.2 kN/m
2
Total SIDL on each floor = 1.376 kN/m
2
Load intensity of 125mm water proofing material = 2.75 kN/m
2
Total SIDL on Terrace and Head room = 2.876 kN/m
2
SIDL for steps of stair = 2.5 kN/m
2
c. Live load
As per IS 875-Part 2-1987;
Live load intensity as per the types of room for residential building;
Table 1-Live load intensity
Living room & for all type of room 2 kN/m
2
Kitchen 2 kN/m
2
WC/ Bath 2 kN/m
2
Terrace where access not provided 0.75 kN/m
2
Terrace where Access is provided 1.50 kN/m
2
d. Wall load
12
Thickness of wall = 240mm
Table 2- Wall load intensity
Weight of wall per m run under Internal Primary Beam 6.552 kN/m
2
Weight of wall per m run under Internal Secondary Beam 6.72 kN/m
2
External wall per m run under Primary Beam 6.842 kN/m
2
Weight of Parapet wall per m. Run 2.925 kN/m
2
Weight of Head room wall per m run 6.844 kN/m
2
The structure is then analyzed and designed for live load, seismic load as per IS-
1893:2002 and dead load consisting of self-weight of beams, columns and slabs and
floors.
Following figures show the different type of loads acting on the building.
Thickness of wall = 240mm
Table 2- Wall load intensity
Weight of wall per m run under Internal Primary Beam 6.552 kN/m
2
Weight of wall per m run under Internal Secondary Beam 6.72 kN/m
2
External wall per m run under Primary Beam 6.842 kN/m
2
Weight of Parapet wall per m. Run 2.925 kN/m
2
Weight of Head room wall per m run 6.844 kN/m
2
The structure is then analyzed and designed for live load, seismic load as per IS-
1893:2002 and dead load consisting of self-weight of beams, columns and slabs and
floors.
Following figures show the different type of loads acting on the building.
13
Figure (5) Live Loads acting on the Structure
Figure (5) Live Loads acting on the Structure
14
Figure (6) Superimposed Dead Load acting on the Structure
Figure (6) Superimposed Dead Load acting on the Structure
15
Figure (7) 3D view of the structure
Figure (7) 3D view of the structure
16
4.2 EARTHQUAKE FORCE :
Earthquakes generate waves which move from the origin of its location with velocities
depending upon the intensities and magnitudes of the earthquake. The impact of
earthquake on the structure depends on the stiffness of the soil medium, stiffness of the
structure, height and location of the structure etc. The earthquake forces are prescribed in
IS 1893:2002 (Part 1). The building zone comes under zone 5. And the calculation of
seismic base shear was done as per IS 1893:2002 (part 1).The base shear or total design
lateral force along with any principle direction shall be determined by the following
expression.
VB = Ah x W
Where,
VB = Design base shear
Ah = Design horizontal seismic coefficient based on fundamental time period, and type
of soil
W = Seismic weight of the building
The design horizontal seismic coefficient,
Ah = ZISa /RSg
Where,
Z = zone factor, for maximum considered earthquake and service life of the structure in
a zone. The factor Z in the denominator is used so as to reduce the maximum considered
earthquake zone factor to factor for design basic earthquake (DBE),
I = importance factor, depending upon the functional use of structures, characterized by
hazardous consequences of failure, post-earthquake functional needs, historical value or
economic importance (table 6 of IS 1893 (Part 1):2002)
R = response reduction factor, depending on the perceived seismic damage performance
of the structure, characterized by ductile or brittle deformations.
However, the ratio (I/R) shall not be greater than 1.0. Value for buildings are given in
table 7 of IS 1893 (part 1):2002.
Sa/Sg = Average response acceleration coefficient, Sa/Sg is determined on the basis of
approximate fundamental natural period of vibration on both directions.
4.2 EARTHQUAKE FORCE :
Earthquakes generate waves which move from the origin of its location with velocities
depending upon the intensities and magnitudes of the earthquake. The impact of
earthquake on the structure depends on the stiffness of the soil medium, stiffness of the
structure, height and location of the structure etc. The earthquake forces are prescribed in
IS 1893:2002 (Part 1). The building zone comes under zone 5. And the calculation of
seismic base shear was done as per IS 1893:2002 (part 1).The base shear or total design
lateral force along with any principle direction shall be determined by the following
expression.
VB = Ah x W
Where,
VB = Design base shear
Ah = Design horizontal seismic coefficient based on fundamental time period, and type
of soil
W = Seismic weight of the building
The design horizontal seismic coefficient,
Ah = ZISa /RSg
Where,
Z = zone factor, for maximum considered earthquake and service life of the structure in
a zone. The factor Z in the denominator is used so as to reduce the maximum considered
earthquake zone factor to factor for design basic earthquake (DBE),
I = importance factor, depending upon the functional use of structures, characterized by
hazardous consequences of failure, post-earthquake functional needs, historical value or
economic importance (table 6 of IS 1893 (Part 1):2002)
R = response reduction factor, depending on the perceived seismic damage performance
of the structure, characterized by ductile or brittle deformations.
However, the ratio (I/R) shall not be greater than 1.0. Value for buildings are given in
table 7 of IS 1893 (part 1):2002.
Sa/Sg = Average response acceleration coefficient, Sa/Sg is determined on the basis of
approximate fundamental natural period of vibration on both directions.
17
Natural period of vibration,
Ta = 0.09 x h / √d
As per IS 1893:2002 (part-I) earthquake loads are calculated.
Structure belongs to seismic zone - III
Seismic zone coefficient, Z = 0.16
Response Reduction factor, R = 5 as per Cl.7.2.6 and Table 9 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
Site type, = 1.2 as per Cl.7.2.3 and Table 8 of IS 1893 (Part 1): 2016
Percentage of Imposed Load to be Considered in Seismic Weight = 25% for LL is up to
3KN/M
2
.
As per Cl.7.3.1 and Table 10 of IS 1893 (Part 1): 2016.
4.2.1 Auto Seismic Loading
IS 1893:2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral earthquake loads for load
pattern EQx according to IS1893 2016,
As calculated by ETABS software
Direction and Eccentricity
Direction = X
Structural Period
Calculation Method = User Specified
User Period T = 0.850 sec
Factors and Coefficients
Seismic Zone Factor, Z = 0.16
Importance Factor, I = 1.2
Response Reduction factor, R = 5
Seismic Response
Spectral Acceleration
Coefficient, Sa /g = 2.5/T Sa /g = 1.764038
Natural period of vibration,
Ta = 0.09 x h / √d
As per IS 1893:2002 (part-I) earthquake loads are calculated.
Structure belongs to seismic zone - III
Seismic zone coefficient, Z = 0.16
Response Reduction factor, R = 5 as per Cl.7.2.6 and Table 9 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
Site type, = 1.2 as per Cl.7.2.3 and Table 8 of IS 1893 (Part 1): 2016
Percentage of Imposed Load to be Considered in Seismic Weight = 25% for LL is up to
3KN/M
2
.
As per Cl.7.3.1 and Table 10 of IS 1893 (Part 1): 2016.
4.2.1 Auto Seismic Loading
IS 1893:2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral earthquake loads for load
pattern EQx according to IS1893 2016,
As calculated by ETABS software
Direction and Eccentricity
Direction = X
Structural Period
Calculation Method = User Specified
User Period T = 0.850 sec
Factors and Coefficients
Seismic Zone Factor, Z = 0.16
Importance Factor, I = 1.2
Response Reduction factor, R = 5
Seismic Response
Spectral Acceleration
Coefficient, Sa /g = 2.5/T Sa /g = 1.764038
18
Calculated base Shear:
Direction
Period Used
(sec)
W
(kN)
Vb
(kN)
X 0.771 10939.5517 370.5176
Applied Story Forces:
Table (3): - Applied story forces - X
Story Elevation X-Dir Y-Dir
m kN kN
HEAD
ROOM
17.5 23.2359 0
TERRAC
E
14.25 148.2523 0
Story3 11 119.0936 0
Story2 7.75 59.1215 0
Story1 4.5 19.9328 0
GF 1.25 0.8815 0
Base 0 0 0
Calculated base Shear:
Direction
Period Used
(sec)
W
(kN)
Vb
(kN)
X 0.771 10939.5517 370.5176
Applied Story Forces:
Table (3): - Applied story forces - X
Story Elevation X-Dir Y-Dir
m kN kN
HEAD
ROOM
17.5 23.2359 0
TERRAC
E
14.25 148.2523 0
Story3 11 119.0936 0
Story2 7.75 59.1215 0
Story1 4.5 19.9328 0
GF 1.25 0.8815 0
Base 0 0 0
19
Direction =Y
Structural Period:
Calculation Method = User Specified
User Period T = 0.850 sec
Factors and Coefficients
Seismic Zone Factor,
Z = 0.16
Importance Factor,
I = 1.2
Response Reduction factor,
R = 5
Seismic Response
Spectral Acceleration
Coefficient, Sa /g = 2.5/T Sa /g = 2.035736
Calculated base Shear:
Direction
Period Used
(sec)
W
(kN)
Vb
(kN)
Y 0.668 10939.5517 427.5847
Direction =Y
Structural Period:
Calculation Method = User Specified
User Period T = 0.850 sec
Factors and Coefficients
Seismic Zone Factor,
Z = 0.16
Importance Factor,
I = 1.2
Response Reduction factor,
R = 5
Seismic Response
Spectral Acceleration
Coefficient, Sa /g = 2.5/T Sa /g = 2.035736
Calculated base Shear:
Direction
Period Used
(sec)
W
(kN)
Vb
(kN)
Y 0.668 10939.5517 427.5847
20
Applied Story Forces
Table (4): - Applied story forces -Y
4.3 USER LOADS AUTO WIND LOAD CALCULATION:
This calculation presents the user defined lateral wind loads for load pattern along
x direction (WLx):
4.3.1 Lateral forces:
Story Elevation X-Dir Y-Dir
m kN kN
HEAD
ROOM
17.5 0 26.8147
TERRACE 14.25 0 171.0861
Storey3 11 0 137.4364
Storey2 7.75 0 68.2274
Storey1 4.5 0 23.0028
GF 1.25 0 1.0173
Base 0 0 0
Applied Story Forces
Table (4): - Applied story forces -Y
4.3 USER LOADS AUTO WIND LOAD CALCULATION:
This calculation presents the user defined lateral wind loads for load pattern along
x direction (WLx):
4.3.1 Lateral forces:
Story Elevation X-Dir Y-Dir
m kN kN
HEAD
ROOM
17.5 0 26.8147
TERRACE 14.25 0 171.0861
Storey3 11 0 137.4364
Storey2 7.75 0 68.2274
Storey1 4.5 0 23.0028
GF 1.25 0 1.0173
Base 0 0 0
21
Table (5)- Lateral load to stories -X
Story Elevation X-Dir Y-Dir
M kN kN
HEAD
ROOM
17.5 21 0
TERRACE 14.25 21 0
Story3 11 21 0
Story2 7.75 21 0
Story1 4.5 11 0
GF 1.25 0 0
Base 0 0 0
Table (5)- Lateral load to stories -X
Story Elevation X-Dir Y-Dir
M kN kN
HEAD
ROOM
17.5 21 0
TERRACE 14.25 21 0
Story3 11 21 0
Story2 7.75 21 0
Story1 4.5 11 0
GF 1.25 0 0
Base 0 0 0
22
This calculation presents the user defined lateral wind loads for load pattern along
y direction (WLy).
Lateral forces:
Table()-Table (5)- Lateral load to stories -Y
HEAD
ROOM
17.5 38 0
TERRACE 14.25 38 0
Story3 11 38 0
Story2 7.75 38 0
Story1 4.5 19 0
GF 1.25 0 0
Base 0 0 0
This calculation presents the user defined lateral wind loads for load pattern along
y direction (WLy).
Lateral forces:
Table()-Table (5)- Lateral load to stories -Y
HEAD
ROOM
17.5 38 0
TERRACE 14.25 38 0
Story3 11 38 0
Story2 7.75 38 0
Story1 4.5 19 0
GF 1.25 0 0
Base 0 0 0
23
4.4 Load patterns:
Table 7 - Load Pattern Definitions
Name Is Auto Load Type
Self-Weight
Multiplier
Auto Load
~LLRF Yes Other 0
Dead No Dead 1
EQx No Seismic 0 IS 1893:2016
EQx - 0.05e No Seismic 0 IS 1893:2016
EQx + 0.05e No Seismic 0 IS 1893:2016
EQy No Seismic 0 IS 1893:2016
EQy +0.05e No Seismic 0 IS 1893:2016
EQy -0.05e No Seismic 0 IS 1893:2016
Live No Live 0
SIDL No Super Dead 0
WLx No Wind 0 User Loads
WLy No Wind 0 User Loads
4.5 Load Combination:
Design of the structures would have become highly expensive in order to maintain either
serviceability and safety if all types of forces which would act on all structures at all times.
Accordingly, the concept of characteristics loads has been accepted to ensure at least 95 percent
of the cases, the characteristic loads are to be calculated on the basis of average/mean load of
some automatic combinations of all loads mentioned above. IS 456:2000, IS 875:1987 (Part-5)
and IS 1893(part-I):2002 stipulates the combination of the loads to be considered in the design
of the structures.
The different combinations used are shown below:
4.4 Load patterns:
Table 7 - Load Pattern Definitions
Name Is Auto Load Type
Self-Weight
Multiplier
Auto Load
~LLRF Yes Other 0
Dead No Dead 1
EQx No Seismic 0 IS 1893:2016
EQx - 0.05e No Seismic 0 IS 1893:2016
EQx + 0.05e No Seismic 0 IS 1893:2016
EQy No Seismic 0 IS 1893:2016
EQy +0.05e No Seismic 0 IS 1893:2016
EQy -0.05e No Seismic 0 IS 1893:2016
Live No Live 0
SIDL No Super Dead 0
WLx No Wind 0 User Loads
WLy No Wind 0 User Loads
4.5 Load Combination:
Design of the structures would have become highly expensive in order to maintain either
serviceability and safety if all types of forces which would act on all structures at all times.
Accordingly, the concept of characteristics loads has been accepted to ensure at least 95 percent
of the cases, the characteristic loads are to be calculated on the basis of average/mean load of
some automatic combinations of all loads mentioned above. IS 456:2000, IS 875:1987 (Part-5)
and IS 1893(part-I):2002 stipulates the combination of the loads to be considered in the design
of the structures.
The different combinations used are shown below:
24
Table 8 - Load Combination Definitions
Name Type Is Auto
Load
Name
SF Notes
DCon1
Linear
Add
Yes DL 1.5 Dead [Strength]
DCon1 SIDL 1.5
DCon2
Linear
Add
Yes DL 1.5 Dead + Live [Strength]
DCon2 LL 1.5
DCon2 SIDL 1.5
DCon3
Linear
Add
Yes DL 1.2
Dead + Live + Wind +
Snow [Strength]
DCon3 LL 1.2
DCon3 SIDL 1.2
DCon3 WLx 1.2
DCon4
Linear
Add
Yes DL 1.2
Dead + Live - Wind +
Snow [Strength]
DCon4 LL 1.2
DCon4 SIDL 1.2
DCon4 WLx -1.2
DCon5
Linear
Add
Yes DL 1.2
Dead + Live + Wind +
Snow [Strength]
DCon5 LL 1.2
DCon5 SIDL 1.2
DCon5 WLy1 1.2
DCon6
Linear
Add
Yes DL 1.2
Dead + Live - Wind +
Snow [Strength]
DCon6 LL 1.2
DCon6 SIDL 1.2
DCon6 WLy1 -1.2
DCon7
Linear
Add
Yes DL 1.5 Dead + Wind [Strength]
DCon7 SIDL 1.5
DCon7 WLx 1.5
DCon8
Linear
Add
Yes DL 1.5 Dead - Wind [Strength]
DCon8 SIDL 1.5
DCon8 WLx -1.5
DCon9
Linear
Add
Yes DL 1.5 Dead + Wind [Strength]
DCon9 SIDL 1.5
DCon9 WLy1 1.5
DCon10
Linear
Add
Yes DL 1.5 Dead - Wind [Strength]
DCon10 SIDL 1.5
DCon10 WLy1 -1.5
Table 8 - Load Combination Definitions
Name Type Is Auto
Load
Name
SF Notes
DCon1
Linear
Add
Yes DL 1.5 Dead [Strength]
DCon1 SIDL 1.5
DCon2
Linear
Add
Yes DL 1.5 Dead + Live [Strength]
DCon2 LL 1.5
DCon2 SIDL 1.5
DCon3
Linear
Add
Yes DL 1.2
Dead + Live + Wind +
Snow [Strength]
DCon3 LL 1.2
DCon3 SIDL 1.2
DCon3 WLx 1.2
DCon4
Linear
Add
Yes DL 1.2
Dead + Live - Wind +
Snow [Strength]
DCon4 LL 1.2
DCon4 SIDL 1.2
DCon4 WLx -1.2
DCon5
Linear
Add
Yes DL 1.2
Dead + Live + Wind +
Snow [Strength]
DCon5 LL 1.2
DCon5 SIDL 1.2
DCon5 WLy1 1.2
DCon6
Linear
Add
Yes DL 1.2
Dead + Live - Wind +
Snow [Strength]
DCon6 LL 1.2
DCon6 SIDL 1.2
DCon6 WLy1 -1.2
DCon7
Linear
Add
Yes DL 1.5 Dead + Wind [Strength]
DCon7 SIDL 1.5
DCon7 WLx 1.5
DCon8
Linear
Add
Yes DL 1.5 Dead - Wind [Strength]
DCon8 SIDL 1.5
DCon8 WLx -1.5
DCon9
Linear
Add
Yes DL 1.5 Dead + Wind [Strength]
DCon9 SIDL 1.5
DCon9 WLy1 1.5
DCon10
Linear
Add
Yes DL 1.5 Dead - Wind [Strength]
DCon10 SIDL 1.5
DCon10 WLy1 -1.5
25
Name Type Is Auto
Load
Name
SF Notes
DCon11
Linear
Add
Yes DL 0.9
Dead (min) + Wind
[Strength]
DCon11 SIDL 0.9
DCon11 WLx 1.5
DCon12
Linear
Add
Yes DL 0.9
Dead (min) - Wind
[Strength]
DCon12 SIDL 0.9
DCon12 WLx -1.5
All these combinations are built in the ETABS v 2021.
Analysis results from the critical combinations are used for the design of Structural member.
Abbreviations used,
DL - Dead load
LL - Live load
ELx - Earthquake load in x direction
ELx +0.05e -
ELy- Earthquake load in y direction.
ELy -0.05e -
SIDL – Superimposed Dead Load
WLx - Wind load in x direction
WLy - Wind load in y direction
Name Type Is Auto
Load
Name
SF Notes
DCon11
Linear
Add
Yes DL 0.9
Dead (min) + Wind
[Strength]
DCon11 SIDL 0.9
DCon11 WLx 1.5
DCon12
Linear
Add
Yes DL 0.9
Dead (min) - Wind
[Strength]
DCon12 SIDL 0.9
DCon12 WLx -1.5
All these combinations are built in the ETABS v 2021.
Analysis results from the critical combinations are used for the design of Structural member.
Abbreviations used,
DL - Dead load
LL - Live load
ELx - Earthquake load in x direction
ELx +0.05e -
ELy- Earthquake load in y direction.
ELy -0.05e -
SIDL – Superimposed Dead Load
WLx - Wind load in x direction
WLy - Wind load in y direction
26
CHAPTER 5
ANALYSIS AND RESULT
5.1 OBSERVATIONS
a) Comparison of Shear Forces acting at Corner, Centre and Front Beams and Columns
Figure (8) Shear Forces acting at Corner, Centre and Front Beams and Columns
CHAPTER 5
ANALYSIS AND RESULT
5.1 OBSERVATIONS
a) Comparison of Shear Forces acting at Corner, Centre and Front Beams and Columns
Figure (8) Shear Forces acting at Corner, Centre and Front Beams and Columns
27
b) Comparison of Bending Moments acting at Corner, Centre and Front Beams and
Columns.
Figure (9) Bending Moments acting at Corner, Centre and Front Beams and Columns.
b) Comparison of Bending Moments acting at Corner, Centre and Front Beams and
Columns.
Figure (9) Bending Moments acting at Corner, Centre and Front Beams and Columns.
28
c) Torsional force Comparison of Torsional Forces acting at Corner, Centre and Front
Beams and Columns.
Figure (10) Torsional Forces acting at Corner, Centre and Front Beams and Columns
c) Torsional force Comparison of Torsional Forces acting at Corner, Centre and Front
Beams and Columns.
Figure (10) Torsional Forces acting at Corner, Centre and Front Beams and Columns
29
CHAPTER 6
DESIGN OF STRUCTURAL ELEMENTS
6.1 BEAM DESIGN
ETABS Concrete Frame Design
IS 456:2000 + IS 13920:2016 Beam Section Design
(Summary)
Geometric Properties (Part 1 of 2)
Beam Label Section Property Length
Section
Width
Section Depth
Distance to Top Rebar
Center
305
Primary Beam
240*325
3.99 m 240 mm 325 mm 35 mm
Geometric Properties (Part 2 of 2)
Distance to Bot Rebar
Center
35 mm
Material Properties
Concrete Comp.
Strength
Concrete
Modulus
Longitudinal Rebar
Yield
Shear Rebar
Yield
25 MPa 25000 MPa 415 MPa 415 MPa
CHAPTER 6
DESIGN OF STRUCTURAL ELEMENTS
6.1 BEAM DESIGN
ETABS Concrete Frame Design
IS 456:2000 + IS 13920:2016 Beam Section Design
(Summary)
Geometric Properties (Part 1 of 2)
Beam Label Section Property Length
Section
Width
Section Depth
Distance to Top Rebar
Center
305
Primary Beam
240*325
3.99 m 240 mm 325 mm 35 mm
Geometric Properties (Part 2 of 2)
Distance to Bot Rebar
Center
35 mm
Material Properties
Concrete Comp.
Strength
Concrete
Modulus
Longitudinal Rebar
Yield
Shear Rebar
Yield
25 MPa 25000 MPa 415 MPa 415 MPa
30
`
`
31
32
6.2 COLUMN
ETABS Concrete Frame Design
IS 456:2000 + IS 13920:2016 Column Section Design (Summary)
Column Element Details
Level Element
Unique
Name
Section
ID
Combo
ID
Station
Loc
Length
(mm)
LLRF Type
TERRA
CE
C6 80
C
350*350
DConS1 0 3250 1
Ductile
Frame
Section Properties
b (mm) h (mm) dc (mm)
Cover (Torsion)
(mm)
350 350 60 30
Material Properties
Ec (MPa) fck (MPa)
Lt.Wt Factor
(Unitless)
fy (MPa) fys (MPa)
25000 25 1 415 415
Design Code Parameters
ɣC ɣS
1.5 1.15
Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3
6.2 COLUMN
ETABS Concrete Frame Design
IS 456:2000 + IS 13920:2016 Column Section Design (Summary)
Column Element Details
Level Element
Unique
Name
Section
ID
Combo
ID
Station
Loc
Length
(mm)
LLRF Type
TERRA
CE
C6 80
C
350*350
DConS1 0 3250 1
Ductile
Frame
Section Properties
b (mm) h (mm) dc (mm)
Cover (Torsion)
(mm)
350 350 60 30
Material Properties
Ec (MPa) fck (MPa)
Lt.Wt Factor
(Unitless)
fy (MPa) fys (MPa)
25000 25 1 415 415
Design Code Parameters
ɣC ɣS
1.5 1.15
Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3
33
Design Pu
kN
Design Mu2
kN-m
Design Mu3
kN-m
Minimum M2
kN-m
Minimum M3
kN-m
Rebar
Area
mm²
Rebar %
%
55.3291 -7.5937 20.1971 1.1066 1.1066 980 0.8
Axial Force and Biaxial Moment Factors
K Factor
Unit less
Length
mm
Initial
Moment
kN-m
Additional
Moment
kN-m
Minimum
Moment
kN-m
Major
Bend(M3)
0.902428 2925 8.0789 0 1.1066
Minor
Bend(M2)
0.836548 2925 -3.0375 0 1.1066
Shear Design for Vu2 , Vu3
Shear Vu
kN
Shear Vc
kN
Shear Vs
kN
Shear Vp
kN
Rebar Asv /s
mm²/m
Major, Vu2 13.5654 51.4715 40.6003 0 387.95
Minor, Vu3 5.1082 51.4715 40.6003 23.3565 387.95
Joint Shear Check/Design
Joint Shear
Force
kN
Shear
VTop
kN
Shear
Vu,Tot
kN
Shear
Vc
kN
Joint
Area
cm²
Shear
Ratio
Unitless
Major Shear,
Vu2
N/N N/N N/N N/N N/N N/N
Minor Shear,
Vu3
N/N N/N N/N N/N N/N N/N
Beam/Column Capacity Ratio
Major
Ratio
Minor
Ratio
N/N N/N
Design Pu
kN
Design Mu2
kN-m
Design Mu3
kN-m
Minimum M2
kN-m
Minimum M3
kN-m
Rebar
Area
mm²
Rebar %
%
55.3291 -7.5937 20.1971 1.1066 1.1066 980 0.8
Axial Force and Biaxial Moment Factors
K Factor
Unit less
Length
mm
Initial
Moment
kN-m
Additional
Moment
kN-m
Minimum
Moment
kN-m
Major
Bend(M3)
0.902428 2925 8.0789 0 1.1066
Minor
Bend(M2)
0.836548 2925 -3.0375 0 1.1066
Shear Design for Vu2 , Vu3
Shear Vu
kN
Shear Vc
kN
Shear Vs
kN
Shear Vp
kN
Rebar Asv /s
mm²/m
Major, Vu2 13.5654 51.4715 40.6003 0 387.95
Minor, Vu3 5.1082 51.4715 40.6003 23.3565 387.95
Joint Shear Check/Design
Joint Shear
Force
kN
Shear
VTop
kN
Shear
Vu,Tot
kN
Shear
Vc
kN
Joint
Area
cm²
Shear
Ratio
Unitless
Major Shear,
Vu2
N/N N/N N/N N/N N/N N/N
Minor Shear,
Vu3
N/N N/N N/N N/N N/N N/N
Beam/Column Capacity Ratio
Major
Ratio
Minor
Ratio
N/N N/N
34
Additional Moment Reduction Factor k (IS 39.7.1.1)
Ag
cm²
Asc
cm²
Puz
kN
Pb
kN
Pu
kN
k
Unitless
1225 9.8 1683.15 616.018 55.3291 1
Additional Moment (IS 39.7.1)
Consider
Ma
Length
Factor
Section
Depth
(mm)
KL/Dept
h
Ratio
KL/Dept
h
Limit
KL/Depth
Exceeded
Ma
Moment (kN-
m)
Major Bending
(M3 )
Yes 0.9 350 7.542 12 No 0
Minor Bending
(M2 )
Yes 0.9 350 6.991 12 No 0
Additional Moment Reduction Factor k (IS 39.7.1.1)
Ag
cm²
Asc
cm²
Puz
kN
Pb
kN
Pu
kN
k
Unitless
1225 9.8 1683.15 616.018 55.3291 1
Additional Moment (IS 39.7.1)
Consider
Ma
Length
Factor
Section
Depth
(mm)
KL/Dept
h
Ratio
KL/Dept
h
Limit
KL/Depth
Exceeded
Ma
Moment (kN-
m)
Major Bending
(M3 )
Yes 0.9 350 7.542 12 No 0
Minor Bending
(M2 )
Yes 0.9 350 6.991 12 No 0
35
CHAPTER 7.1
SCHEMATIC DESIGN DRAWINGS
These drawings have been automatically generated from information that is based only on
calculated strength requirements. The drawing sheets are a representation of the design output in
a schematic form.
7.1 Beam Detailing Drawing
Layout:
CHAPTER 7.1
SCHEMATIC DESIGN DRAWINGS
These drawings have been automatically generated from information that is based only on
calculated strength requirements. The drawing sheets are a representation of the design output in
a schematic form.
7.1 Beam Detailing Drawing
Layout:
36
Figure (11) – Beam Layout Plan generated from ETABS v21 Detailing
Figure (12) - Detail Elevation view of Beam CB-01
Figure (13) - Detail sectional view of Beam CB-01
Figure (11) – Beam Layout Plan generated from ETABS v21 Detailing
Figure (12) - Detail Elevation view of Beam CB-01
Figure (13) - Detail sectional view of Beam CB-01
37
7.2 Column Detail Drawing
Layout:
Figure (14) – Column Layout Plan generated from ETABS v21 Detailing
7.2 Column Detail Drawing
Layout:
Figure (14) – Column Layout Plan generated from ETABS v21 Detailing
38
Fig(16) : Sectional view of column CS- 26
Figure (15) - Detail Elevation view of column CS-26
Fig(16) : Sectional view of column CS- 26
Figure (15) - Detail Elevation view of column CS-26
39
CHAPTER 8
APPLICATIONS OF ETABS SOFTWARE
Just structural engineer and architects utilize this software expertly. It's a three-dimensional
analysis and plan programming software.
For almost thirty years, ETABS has been recognized as the business standard for Building
Analysis and Design Software. Today, proceeding with the comparable practice, ETABS has
arisen into a strategically evolved structure analysis and design program.
The framework worked around an aesthetical article based graphical user interface. The plan is
controlled by desired, new unique yearning calculations for plan investigation and analysis. With
facilities for drafting just as delivering output, is reproducing standards of integration,
inventiveness, and specialized advancement.
Loads of things you can do utilizing ETABS programming including moment-resisting frames
and braced frames. It can likewise analyses any kind of support rooftop framework, structure
with beam size reduction or side plates. You can likewise plan inflexible floor framework or
adaptable floors, messy material design, incline section/slope just as parking framework
structure.
Aside from those the program can do intermediate level floor framework and several tower
structures, and various level diaphragm technique along with basic concrete structures. The high-
level composite floor framework or steel joist floor outlining strategy is simpler to examine with
this program. ETABS offers a solitary user interface to perform modelling, analysis, design and
reporting. There is no restriction to the quantity of model windows, model control perspectives
and information view.
Analytical Model
Analytical model perspectives show the limited component model of the design which is
comprised of the connectivity of the joints, frames, and shells and characterized meshing. At
the point when the analysis is run, the analytical model is auto-produced from the model and its
tasks and settings.
CHAPTER 8
APPLICATIONS OF ETABS SOFTWARE
Just structural engineer and architects utilize this software expertly. It's a three-dimensional
analysis and plan programming software.
For almost thirty years, ETABS has been recognized as the business standard for Building
Analysis and Design Software. Today, proceeding with the comparable practice, ETABS has
arisen into a strategically evolved structure analysis and design program.
The framework worked around an aesthetical article based graphical user interface. The plan is
controlled by desired, new unique yearning calculations for plan investigation and analysis. With
facilities for drafting just as delivering output, is reproducing standards of integration,
inventiveness, and specialized advancement.
Loads of things you can do utilizing ETABS programming including moment-resisting frames
and braced frames. It can likewise analyses any kind of support rooftop framework, structure
with beam size reduction or side plates. You can likewise plan inflexible floor framework or
adaptable floors, messy material design, incline section/slope just as parking framework
structure.
Aside from those the program can do intermediate level floor framework and several tower
structures, and various level diaphragm technique along with basic concrete structures. The high-
level composite floor framework or steel joist floor outlining strategy is simpler to examine with
this program. ETABS offers a solitary user interface to perform modelling, analysis, design and
reporting. There is no restriction to the quantity of model windows, model control perspectives
and information view.
Analytical Model
Analytical model perspectives show the limited component model of the design which is
comprised of the connectivity of the joints, frames, and shells and characterized meshing. At
the point when the analysis is run, the analytical model is auto-produced from the model and its
tasks and settings.
40
ETABS software has the following implications in the construction, designing, and
modelling industry:
1. It is a product utilized in developing structure. It examines and surveys seismic execution and
checks the load bearing limit of building structures.
2. Using this software, one can view and control the analytical model with incredible precision.
Plans and elevation views are auto-produced at each grid line.
3. ETABS programming is utilized for the analysis of concrete shear walls and concrete
moment frames. It is profoundly acclaimed for static and dynamic analysis of multi-story frame
and shear wall structures.
4. It is the most popular civil designing devices utilized in the structural industry and builds the
efficiency of underlying structural engineering specialists. It likewise forestalls the speculation
of unnecessary time and cash in broadly useful projects.
5. The input, output and numerical solution techniques of ETABS are especially intended to
take an advantage of the extraordinary physical and mathematical quantities related with
building type structures. Thus, this analysis and design tool speeds up data readiness, output
interpretation, and complete execution.
ETABS software has the following implications in the construction, designing, and
modelling industry:
1. It is a product utilized in developing structure. It examines and surveys seismic execution and
checks the load bearing limit of building structures.
2. Using this software, one can view and control the analytical model with incredible precision.
Plans and elevation views are auto-produced at each grid line.
3. ETABS programming is utilized for the analysis of concrete shear walls and concrete
moment frames. It is profoundly acclaimed for static and dynamic analysis of multi-story frame
and shear wall structures.
4. It is the most popular civil designing devices utilized in the structural industry and builds the
efficiency of underlying structural engineering specialists. It likewise forestalls the speculation
of unnecessary time and cash in broadly useful projects.
5. The input, output and numerical solution techniques of ETABS are especially intended to
take an advantage of the extraordinary physical and mathematical quantities related with
building type structures. Thus, this analysis and design tool speeds up data readiness, output
interpretation, and complete execution.
41
CHAPTER 9
REFERENCES
[1] Abhay Guleria. Structural Analysis of a Multi-Storied Building using ETABS for different
Plan Configurations, International Journal of Engineering Research & Technology (IJERT).
2014; 3(5):2278- 0181. ISSN: IJERTV3IS051552 www.ijert.org.
[2] Balaji UA. Mr. Selvarasan ME. B Design and analysis of multistoried building under static
and dynamic conditions using Etabs, International Journal of Technical Research and
Applications.
[3] Mahesh N, Patil Yogesh N. Sonawane, Seismic Analysis of Multistoried Building,
International Journal of Engineering and Innovative Technology (IJEIT). 2015; 4(9).
[4] IS: Indian Standards Criteria for Earthquake Design of Structures, 1893-2002.
[5] IS. 456. Indian Standards (plain and reinforced concrete code of practice), (Fourth
Revision), 2000.
CHAPTER 9
REFERENCES
[1] Abhay Guleria. Structural Analysis of a Multi-Storied Building using ETABS for different
Plan Configurations, International Journal of Engineering Research & Technology (IJERT).
2014; 3(5):2278- 0181. ISSN: IJERTV3IS051552 www.ijert.org.
[2] Balaji UA. Mr. Selvarasan ME. B Design and analysis of multistoried building under static
and dynamic conditions using Etabs, International Journal of Technical Research and
Applications.
[3] Mahesh N, Patil Yogesh N. Sonawane, Seismic Analysis of Multistoried Building,
International Journal of Engineering and Innovative Technology (IJEIT). 2015; 4(9).
[4] IS: Indian Standards Criteria for Earthquake Design of Structures, 1893-2002.
[5] IS. 456. Indian Standards (plain and reinforced concrete code of practice), (Fourth
Revision), 2000.
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