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CHAPTER 1
COMPANY PROFILE
Scorpions Architects Pvt.Ltd is a civil and structural consulting company delivering
solutions in numerous market sectors and industries. With its highly experienced staff in
planning, structural designing, 3D elevation, interior designing, estimation and construction
management, the company is able to offer the highest level of service in terms of quality,
efficiency and economy.
Fig 1. Company Logo
ABOUT THE COMPANY
Company Name:
Scorpions Architects
Address:
No 3 SLRM Building Behind Stadium, Vidyanagar, MG Road,
Hassan, 573201
Phone no:
08172269080
Website:
www.scorpionsarchitects.com
Email ID:
scorpionshsn@gmail.com
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ORGANISATION PROFILE
Scorpions Architects has been one of the leading development professionals in the Asian
region providing a full spectrum of construction development services. Scorpions architect has
given key contribution in the areas of development.
Scorpions Architects was started as a collaborative architectural practice by architect
Mallikarjun and Yathish Kumar in the year of 2005; they have shared a common design
philosophy and vision. Since their practice from the outside was speculative. It was imperative to
have a firm that designed as studio.
Scorpions Architects is a leading consultancy and contracting company in Karnataka that
has executed construction work for some of the most significant projects in Hassan city. The
company continues to alter the structural landscape through several other prestigious projects in
the residential, commercial and institutional space as well; commitment to excellence in quality
was personified through, they have relentlessly explored and seized construction opportunities
across various business verticals.
The design process looks to transcend the obvious and to create a more pleasurable and
sensorial experience, buildings that celebrated life and thereby made strong statements.
Statements created a sense of identity not only for themselves but also their users.
Over the years, they designed philosophies combined with an efficient management
system and pragmatic approach as enabled the team to handle projects of varying scales and
complexities.
Our technical commitment enables us to arrive at innovative solution in response to our
client budget, schedule and program objectives and our experience permits us to discover
creative ways to fulfill our client expectation.
With an undisputed track record, and a team of 16 architect, engineers, designer,
scorpions architects have the capacity to complete any project with unique result. In order to
make each project unique, Scorpions Architects are focused on all stages and details of the
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process. That includes everything from inventing new ways of using unknown materials, down
to custom.
We are eager to face the challenges of our world and our time and ready to ask the
questions that hold others back. Our thirst of innovation and quest for creative solution to
complex issues helps set out a path that leads to new heights and continued success.
1.1 OVERALL ORGANIZATIONAL STRUCTURE
MR. YATHISH KUMAR
(Managing director)
2 Senior site
Engineers
1 Senior Design
Engineer
5 Junior Site
Engineer
5 Junior Design
Engineer
2 3D Visualizers
1 Interior
Designer
1.2 SERVICES OFFERED BY THE ORGANISATION
1.2.1 ARCHITECTURAL AND STRUCTURAL DESIGNING
Scorpions Architects designs residential and commercial buildings with innovative and
creative solutions. The architectural designs for no doubt will reflect clients desire along with our
professional touch. The company offers a complete architectural and structural designing
consultancy services right from planning to finalization of the designs according to client
requirements.
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1.2.2 RANGES OF SERVICES
Scorpions Architects offers a range of services to the clients for their construction
development needs. These includes Space planning
 Architectural design
 3D render studio
 Layout maps
 Quantity surveying
 Project management
 Design and build
 Construction management
 Interior designing
Scorpions Architects has branched out to various places in Karnataka such as Hassan and
Mangalore.
1.2.3 3D VIEW
The company offers 3D views for interior designing services. By providing closest
attention they create visually striking architectural designs with 3D views and details, by creating
designs perfectly according to the specifications of the clients.
Interior designing: The interior designing consultancy services involve planning new
design with innovations and creativity and develop functional designs that are appealing,
inspiring and attractive.
1.2.4 CONTRACTING/CONSTRUCTION SERVICES
The company offers contracting services to clients meeting their specific requirements
with huge commitments. Their team of qualified and experienced construction experts is highly
efficient in full filling client individual expectations. The contracting services include
construction of residential buildings, villas, commercial complexes, choultry and more. They
pride being the preferred building contractor with clients across the city. With their expertise and
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perseverance, frequently set up to date quality standards to provide perfect contracting services.
They involve in constructing residential and commercial complexes suiting assorted means of the
modern style. They minutely verify every stage if construction, right from land survey to final
execution. Contracting services include;
a. Construction of Independent Villas

The construct luxurious and budget independent villas aesthetically designed.

Spaciously designed to accommodate large families.

They follow newest architectural trends.
b. Residential buildings

They have built buildings situated at beautiful scenic locations

Buildings are built with 3 or more bedrooms.

Contracting services are available in various price ranges according to your
budge.
c. Commercial Complexes and buildings

Design spacious and commercial complexes and buildings with all details on
available space.

Our design fulfills modern requirements of commercial complexes and
buildings.
They use high quality materials guaranteeing long lasting building structures.
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CHAPTER 2
STRUCTURAL ENGINEERING DEPARTMENT
2.1 INTRODUCTION
Structural engineering is a field of engineering dealing with the analysis and design of
structures that support or resist loads. Structural engineering theory is based upon physical laws
and empirical knowledge of the structural performance of different materials and geometries.
Structural Engineering design utilizes a number of simple structural elements to build complex
structural systems. Structural Engineers are responsible for making creative and efficient use of
funds, structural elements and materials to achieve these goals.
2.2 STRUCTURAL ENGINEERING DEPARTMENT
The department includes a structural design engineer, draftsman and a senior structural
consultant.
The Senior Structural Consultant manages the design, analysis and construction of
structures that can withstand various loads and pressures; ensures compliance with relevant
building codes and safety regulations. All the designs developed in the department is checked
and approved by him.
Structural Design Engineer analyze, design, plan and research structural components and
structural systems to achieve design goals and ensure the safety and comfort of users or
occupants. Their work takes account mainly of safety, technical, economic and environmental
concerns, but they may also consider aesthetic and social factors.
A draftsman's main job duty is to create technical drawings based on given specifications
and calculations. Draftsmen typically work with professionals in their field, such as scientists,
architects and engineers, who provide the product or structure's details. The draftsman
incorporates these specifications into drawings and plans that may be used in the manufacture,
maintenance or repair of the product or structure.
Tasks may vary depending on the structure being worked on and size of the team, but can
include:
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Analyzing configurations of the basic structural components of a building or other
structure.

Calculating the pressures, stresses and strains that each component, such as a beam or
lintel, will experience from other parts of the structure due to human use or
environmental pressures such as weather or earthquakes.

Considering the strength of various materials, e.g. timber, concrete, steel and brick, to see
how their inclusion may necessitate a change of structural design.

Liaising with other designers, including architects, to agree on safe designs and their fit
with the aesthetic concept of the construction.

Examining structures at risk of collapse and advising how to improve their structural
integrity, such as recommending removal or repair of defective parts or rebuilding the
entire structure.

Making drawings, specifications and computer models using ETABS of structures for
building contractors.

Working with geotechnical engineers to investigate ground conditions and analyses
results of soil sample and in situ tests.

Liaising with construction contractors to ensure that newly erected.
2.3 ROLES & RESPONSIBILITIES
2.3.1 SENIOR STRUCTURAL CONSULTANT
The primary responsibility of the Senior Structural Consultant is jobs related to surveying
of construction sites and design of structures.
Organizational Role: The Senior Structural Consultant typically serves as member of first line
management and is considered a senior professional within the organization. As such, he
provides team or technical supervision. The organization will depend on this person's expertise
and experience with complex technical activities. The Senior Structural
Consultant generally is responsible for project management and consulting.
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Job Responsibilities: The Senior Structural Consultant generally has the following
responsibilities:

Manages the design and analysis of load-bearing structures or structural elements, such as
buildings, bridges, or roadways.

Performs analysis of building materials for use in construction.

Ensures the accuracy of technical documentation, such as blueprints, specifications and
reports for structural engineering projects.

Ensures all employees comply with applicable building codes and safety regulations in
structural engineering
2.3.2 STRUCTURAL ENGINEER
Structural Engineers ensure that buildings and bridges are built to be strong enough and
stable enough to resist all appropriate structural loads (e.g., gravity, wind, snow, rain,
seismic(earthquake), earth pressure, temperature and traffic) in order to prevent or reduce loss of
life or injury. They also design structures to be stiff enough to not deflect or vibrate beyond
acceptable limits. The complexity of modern structures often requires a great deal of creativity
from the engineer in order to ensure support to the structure and resistance against the subjected
loads.
Structural engineers have to choose appropriate materials, such as concrete, steel, timber
and masonry, to meet design specifications. When construction has begun, they are often
involved in inspecting the work and advising contractors. They also examine existing buildings
and structures to test if they are structurally sound and still fit for purpose. Structural engineers
have to make efficient use of funds and materials in order to achieve structural goals.
The roles and responsibilities of structural engineers include:
Design: Many structural engineers deal primarily in the design of structures - calculating the
loads and stresses the construction will have to safely withstand. Structural engineers should be
able to factor in the different qualities and strengths delivered by a range of building materials,
and understand how to incorporate support beams, columns and foundations.
Investigation: Before work can begin, structural engineers are involved in the investigation and
survey of build sites to determine the suitability of the earth for the requirements of the
upcoming project.
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Communication: Structural engineers will be required to co-ordinate and consult with other
members of their projects, including engineers, environmental scientists, architects and
landscape architects. They may also be required to assist government bodies in their own
inspections relating to the project.
Management: Structural engineers are often responsible for the organization and delivery of
materials and equipment for the needs of the construction project. The supervision and
management of on-site labor may also be a necessity.
2.3.3 DRAFTSMAN
Basic tasks of a structural draftsman are:

Buildings to be designed efficiently using AutoCAD Software to meet local and
international design standards.

Architectural plan detailing, sectional details, typical detailing, detailed shop drawing for
manufacturing Pre-engineered modular buildings.

Co-ordinate and execute the list of jobs to be detailed in accordance with the Design
Engineer’s instruction.

Ensure that detailing meets the local criteria / regulations and AMB standard detailing.

Check designs and details before submitting to Design Engineer.

Ensure that internal procedures are maintained and produce reports as required.

Contribute to improving designs and detailing.

Handle complex designing and drafting assignments under minimal supervision.

Create drawings and models from written and verbal specifications obtained from Project
Engineer.

Maintain all revisions of project drawings.

Update and maintain drafting log.

Develop 3D models by analyzing prototypes and 2D drawings.

Examine and check engineering drawings for compliance with cited specifications.

Provide timely technical assistance and solutions to the team.

Participate in project meetings and conference calls as required.

Prepare engineering documents for customer submittal
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2.3.4 PROCESS OF BUILDING CONSTRUCTION:
It involves the following;
 Excavation
 Foundation
 Plinth
 Walls and columns
 Lintels and chejjas
 Roof
 Doors and windows
 Stairs and lifts
 Mechanical, Electrical and Plumbing services
 Finishing work(Plastering and Painting)
 Maintenance of building
2.3.5 METHODS OF STRUCTURAL DESIGN:
There are three methods of structural design, namely,

Working Stress Method

Ultimate Load Method

Limit State Method.
Working Stress Method: It is a method used for the reinforced concrete design where concrete
is assumed as elastic; steel and concrete act together elastically, where the relationship between
loads and stresses is linear.
Load Factor Method or Ultimate Load Method: In this method, ultimate or collapse load is
used as design load. The ultimate loads are obtained by increasing the working/service loads
suitably by some factors.
These factors which are multiplied by the working loads to obtain ultimate loads are called as
load factors.
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Limit State Method: It refers to the method which considers the ultimate strength of the
material at failure (which is ignored in working stress method) and also assures that the structure
is serviceable for its intended period of design. So, LSM comprise two broad points.
1.
Limit state of collapse
2.
Limit state of serviceability.
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CHAPTER 3
ETABS
3.1 INTRODUCTION TO ETABS
ETABS [EXTENDED 3D ANALYSIS OF BUILDING SYSTEM] is a stand-alone
structural analysis program with a special purpose features for structural design and analysis of
building systems. ETABS is simple to use and user-friendly and it is unique in its ability to
address the full spectrum of tasks involved in the process of structure analysis and design.
ETABS is a very suitable package for, Multi-storied building analysis. The entire input data may
be generated either graphically or by typing simple English language based commands. It is
equipped with the sophisticated algorithms and state of the art graphics, residing in an extremely
user-friendly environment.
3.1.1 FEATURES AND BENEFITS OF ETABS

The input, output and numerical solutions technique of ETABS are specifically
designed to take advantage of the unique physical and numerical characteristics
associated with building type structures.

The need for the special purpose program has never been more evident as structural
engineers put nonlinear dynamic analysis into practice and use the greater computer
power available today to create a larger analytical model.

Over the past decades, ETABS as numerous mega projects to its credit and as
established itself as the standard of the industry. ETABS software is clearly
recognized as the most practical efficient tool for the static and dynamic analysis of
multi-storey frame and shear wall buildings.
3.1.2 HIGHLIGHTS OF THE ETABS PROGRAM
The ETABS programs were the first to take into account the unique properties inherent in
a mathematical model of a building, allowing a computer representation to be constructed in the
same fashion as a real building: floor by floor, story by story. The terminology use in this
program is column, beam, brace, and wall, rather than nodes and finite elements.
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For buildings, ETABS provides automation and specialized options to make the process
of model creation, analysis, and design fast and convenient. ETABS provides tools for laying out
floor framing, columns, frames and walls, in concrete or steel, as well as techniques for quickly
generating gravity and lateral loads. Seismic and wind loads are generated automatically
according to the requirements of the selected building code. All of these modeling and analysis
options are completely integrated with a wide range of steel and concrete design features. While
easy to use, ETABS offers sophisticated analytical and design capabilities. Full dynamic analysis
is provided, including nonlinear time-history capabilities for seismic base isolation and viscous
dampers, along with static nonlinear pushover features.
You can use powerful features to select and optimize vertical framing members as well as
identify key elements for lateral drift control during the design cycle. In addition, the transfer of
data between analysis and design programs is eliminated because ETABS accomplishes both
tasks. This design integration, combined with the ETABS capability to generate CAD output
files, means that production drawings can be generated faster and with greater accuracy.
3.1.3 BRIEF HISTORY
ETABS is a special purpose computer program developed specifically for building
systems. The concept of special purpose programs for building type structures was introduced
more than 35 years ago [R. W. Clough, et al., 1963]. However, the need for special purpose
programs, such as ETABS, has never been more evident as Structural Engineers put nonlinear
static and dynamic analysis into practice and use the greater computer power available today to
create larger, more complex analytical models.
With ETABS, creating and modifying a model, executing the analysis, design, and
optimizing the design are all done through a single interface that is completely integrated within
Microsoft Windows. Graphical displays of the results, including real-time display of time-history
displacements, are easily produced. Printed output, to a printer or to a file, for selected elements
or for all elements, is also easily produced. This program provides a quantum leap forward in the
way models are created, modified, analyzed and designed. The analytical capabilities of ETABS
are just as powerful, representing the latest research in numerical techniques and solution
algorithms.
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ETABS is available in two versions, ETABS Plus and ETABS Nonlinear. Both versions are
comprised of the following modules integrated into and controlled by a single Windows-based
graphical user interface:

Drafting module for model generation.

Seismic and wind load generation module.

Gravity load distribution module for the distribution of vertical loads to columns and
beams when plate bending floor elements are not provided as a part of the floor system.

Output display and report generation module.

Steel frame design module (column, beam and brace).

Concrete frame design module (column and beam).

Composite beam design module.

Shear wall design module.
ETABS Plus also includes the finite-element-based linear static and dynamic analysis
module, while ETABS Nonlinear includes the finite-element-based nonlinear static and dynamic
analysis module.
3.1.4 FACILITIES IN ETABS
ETABS is one of the most powerful and popular structural engineering software. It is
well known for its user-friendly interface, powerful tools for modeling and loading, design
facilities. Let us have a look at the various facilities available in ETABS from the viewpoint of a
structural designer
3.1.4.1 Model Generating Facilities
a) Inter-active menu driven on-screen model generation with simultaneously 3-D display.
b) Library of commonly used structures.
c) CAD facilities like mirroring copying, moving etc.
d) Facility to read DXF (AutoCAD) files and generate corresponding ETABS- input.
e) Menu driven facilities to specify member properties and material properties, loading,
supports etc.
3.1.4.2 Model Verification Facilities
a) Basic 2-d and 3-d drawings.
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b) Capabilities of cutting section for sectional views.
c) Numbering of members and joints.
d) Isometric full 3-D view.
e) Display of load and supports.
3.1.4.3 Load Generation Capabilities
Specification of joints loads.
a) Specification of member loads as uniform or concentrated load/moment or linearly
varying loads, temperature, supports displacement, pre-stressing loads etc. to model all
loading conditions.
b) Automatic wind load generation from user specified wind intensity and exposure factors.
c) Seismic load generation based on UBC and IS.1893 codes of calculating and
automatically distributing base shear according to code specifications.
d) Automatic moving loads generation for user specified wheel loads.
3.1.4.4 Finite Elements Capabilities
a) Plate and shell elements incorporating out of plane shear and enplane rotation.
b) Automatic mesh element generation facility.
c) Stress output at user specified points.
d) Uniform as well as linearly varying pressure loading on user specified portions.
3.1.4.5 Dynamic/Seismic Capabilities
a) Comprehensive dynamic analysis featuring discrete mass modeling, frequency/mode
shape extraction, participation factors, time history and response spectrum analysis.
b) Provision to combine dynamic force with static loading for use in design.
3.1.4.6 Analytical Capabilities
a) Two or three-dimensional analysis using stiffness method for solution.
b) Beam, truss, thin shell/plate bending/plane stress element with fixed or pinned ends.
c) Fixed, pinned and spring supports with release specifications, partial moment release
facility for partial fixity.
d) User provided member offset specification and automatic calculation of secondary forces
at eccentric points ensures accurate load transfer.
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e) Facility of P-Delta (second order) or standard linear and non-linear analysis including
user defined iteration facilities.
3.1.4.7 Concrete Design Capabilities
a) Design of concrete beams and columns in accordance with codes of different CountriesIndian, American (ACI 318-89), British (BS 8110), French, German, Spanish, Canadian,
Scandinavian, Japanese, Australian codes.
b) Beam design includes area of steel and no. of reinforcement bars.
c) Column design includes complete interaction analysis.
3.1.4.8 Steel Design Capabilities
a) Built in steel tables facilitating input of member properties including l- section channels,
double channels, angle, double angles, beam with cover plates, pipe and tubes- Indian,
American, British, French, German, Spanish, Canadian, Scandinavian, Japanese,
Australian steel table are available.
b) Provision of code checking as per the above codes.
c) Member selection with user controlled design parameters.
d) Optimized member selection.
e) Weld design for shapes.
3.1.4.9 Post Analysis Capabilities
a) Plotting of bending moment and shear force diagrams for various load cases.
b) Animated behavior of the structure for different types of loading.
c) Sectional displacements.
d) Deflected shapes.
e) Stress contours.
All the above stated are some of the facilities available in ETABS.
3.2 DESCRIPTION OF PROJECT
A design of R.C building of G+1 storey frame work is taken up. The site is located in
Hassan under Earthquake Zone II as per IS 1893:2002 (Part 1). The total area of the land is 2000
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sq. ft. and built up area is 2000 sq. ft. The size of the building is (50’x40’). The number of
columns is 20. The floor height of rooms is 3 m. Access is given to floors by staircase. The
figure below shows a typical floor plan of two houses in a single floor.
Fig2. Floor Plan and Column Layout
Fig3. Column Removal and Grid System
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Fig 4. Load Distribution and Column Layout
3.2.1 MATERIAL SPECIFICATIONS

M20 grade concrete is used for beams.(concrete)

M25 grade concrete is used for column.(concrete)

M30 grade concrete is used for footing and slabs.(concrete)

Fe500(steel)
3.2.2 LOADS AND COMBINATIONS
Any structure is made up of structural elements (load carrying, such as beam columns)
and non-structural elements (such as partitions, false ceilings, doors). The structural elements put
together are known as structural system. This refers to a load resisting system of a structure. The
load is transferred from slabs to beams, then to columns and then to foundation.
3.2.2.1 Seismic Loads
Seismic design shall be done in accordance with IS: 1893:2002. The building is situated in
earthquake zone II. The parameters to be used for analysis and design are given below (As per
IS: 1893:2002 (Part I).
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 Zone
: II
 Zone factor
: 0.10 (Refer Table 2)
 Importance factor
: 1.0 (Refer Table 6)
 Response reduction Factor
: 3.0(Refer Table 7) Ordinary RC Moment
Resisting frame (OMRF)
 Soil Type
: Medium
 Structure Type
: RC Frame Structure
3.2.2.2 Dead Loads
The dead loads are taken from IS 875 Part 1(Dead Loads). The dead loads comprise the
weights of walls, partitions, floor finishes, false ceilings, false floors and other permanent
constructions in the buildings. The dead loads may be calculated from the dimensions of various
members and their unit weights. The unit weight of reinforced concrete may be taken as 25
KN/m3 (As per IS: 875 part-1). The unit weight of brick masonry is taken as 20 KN/m3. The
weight of filling for sunken portion is taken as 8 KN/m3 (Wherever filling is required).
Wall load, 230mm thick (under 450mm beam)
=
12 kN/m
=
3+4 kN/m2
3.2.2.3 Imposed Loads
Typical Floor load
3.3 STANDARD DESIGN CODES
The design of the RC framed structure is based on the following design codes.
1. IS: 875 Part 1
-
Unit weight of materials
2. IS: 875 Part 2
-
Live loads
3. IS: 875 Part 3
-
Wind Loads
4. IS: 1893
-
Seismic loads
5. IS 13920: 1993
-
Ductile detailing of RCC Structures Subjected to
Seismic Force Code of Practice.
6. IS: 456 :2000
-
Code of practice for plain & reinforced concrete.
7. SP: 16
-
Design aid for reinforced concrete to IS 456.
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3.4 MODELLING IN ETABS
3.4.1 GRID SYSTEM
The Grid system is displayed by importing the AutoCAD file to ETABS and the number
of stories and columns are to be edited in the grid system as per requirement.
Fig 5. Plan View and 3D View
3.4.2 DEFINING OF MATERIAL PROPERTY
Fig 6. Defining of Material Properties
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3.4.3 DEFINING OF FRAME PROPERTY
Fig 7. Defining of Frame Properties
3.4.4 DEFINING OF SLAB PROPERTIES
Fig 8. Defining of Slab Properties
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3.4.5 TO DRAW SLABS AND FRAME ELEMENTS
Slabs and walls are drawn using “area object” options under the command “Draw”. To
quick draw of slab click on . Care has to be taken while selecting the points to draw slab and all
the points on the grid line should be selected.
Fig 9. Plan View of the Structure
3.4.6 DEFINE LOAD PATTERNS
Fig 10. Defining Load Pattern
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3.4.7 DEFINE DEFAULT DESIGN LOAD COMBINATION
Fig 11. Defining Load Combination
3.4.8 ASSIGN SLAB DIAPHRAGM AND MESHING
Fig 12. Slab Diaphragm and Meshing
3.4.9 ASSIGN SLAB LOADS
Live load =3kN/m2 (From IS: 875-Part 2)
Floor finish and Plastering =2kN/m2
Select slabs  Assign  Shell loads  Uniform
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Fig 13. Assigning of Loads on Slab
3.4.10 ASSIGN WALL LOADS ON BEAMS
Wall load = Density*(Floor to floor height-Beam depth)*Wall thickness
= 20X (3-0.45) X 0.23
= 12 KN/m2
Select beams  Assign  Frame Loads  Distributed
Fig 14. Wall Loads on Floor Beams
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3.4.11 Rendered Model Ready for Analysis
Fig 15. Rendered model of the structure
3.5 ANALYSIS
Before analysis model is to be checked & once there are no errors in the model, the
model is ready for analysis. Once the model is finished with the analysis, the displacements,
drifts, the loads on columns & also the loads on the footing are available & the designing of the
structure can be started.
3.5.1 POST ANALYSIS CHECKS
After a model is analyzed by ETABS it is very important to check the whether the basic
characteristics of the model matches with the expected behavior or not. In the following sections
some key features will be addressed.
Fig 16. Checking Model for Errors
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3.5.2 ANALYSIS LOG AND RESULTS
The analysis log file may be reviewed either from the File menu> Last Analysis Run Log
command or it can be opened by a text editor from the directory containing the model. There are
two important items that should be checked:
3.5.3 WARNINGS
A warning is produced during solution of equilibrium equation in ETABS when there is
an error in calculation of finite element stiffness matrices, boundary condition or the applied
loading. If you come across warning messages for solution along any degrees of freedom, you
will need to locate the point(s) and check for any potential error .This may be caused by adjacent
points forming a discontinuous mesh, a free-free end support etc. These warnings may be
removed by reshaping the objects, defining appropriate boundary conditions / supports or any
other suitable. Action that ensures a sound analytical model.
Fig 17. Model after analysis displacement due to Dead Load
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Fig 18. Model after analysis displacement due to Live Load
Fig 19. Model after analysis displacement due to Combination
Fig 20. Story displacement graph under Live Load and Dead Load
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Fig 21. Bending Moment Diagram
Fig 22. Shear Force Diagram
Fig 23. Torsion Diagram
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Fig 24. Axial Force
3.6 DESIGN OF FOOTINGS
General:
The foundation of a structure transfers the load to the soil on which it rests. It forms a
very important part of the structure.
Foundation should be designed.

In this project report, footings are designed as isolated footings. The SBC of the soil in
the present project work is taken as 200 KN/m2 as per Geotechnical report.

One typical design of isolated footing is presented for a critical column.

Select the load combination as FOOTING COMBO
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TABLE: Joint Reactions
Output
Story Label
Base
1
Unique Name
375
Case
DCon3
Case Type
Combination
FX
FY
FZ
kN
kN
kN
0
-9.897
296.399
Base
2
376
DCon3
Combination
0 11.2343
631.2186
Base
3
377
DCon3
Combination
0
-5.0779
863.4099
Base
4
378
DCon3
Combination
0
-8.2486
595.8224
Base
6
379
DCon3
Combination
0
-3.7864
758.7656
Base
9
392
DCon3
Combination
0
4.4409
265.109
Base
10
393
DCon3
Combination
0 11.0328
397.7778
Base
11
394
DCon3
Combination
0 10.9463
546.0157
Base
15
7
DCon3
Combination
0
471.2746
5.7145
-
Base
16
391
DCon3
Combination
0 10.9862 1219.8569
Base
27
388
DCon3
Combination
0 25.3662
530.5519
Base
30
385
DCon3
Combination
0 17.5893
1098.302
Base
39
383
DCon3
Combination
0
0.5823
618.0302
Base
48
380
DCon3
Combination
0
-8.0606
422.6242
Base
49
389
DCon3
Combination
0 21.7183
568.1776
Base
51
386
DCon3
Combination
0
-2.9279
1226.339
Base
61
384
DCon3
Combination
0
-6.4435
710.4912
Base
63
381
DCon3
Combination
0 10.2872
472.824
Base
64
382
DCon3
Combination
0
-0.9816
99.3657
Base
66
390
DCon3
Combination
0 11.2798
217.668
Base
67
387
DCon3
Combination
0
0.9038
212.9502
Table 1. Obtained Base Reaction Values from ETABS
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Fig. 25 Base Reactions
Fig 26. Base Reactions in 3D
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Fig 27. Design of footing using Excel
3.7 DESIGN OF COLUMNS
Columns are the primary vertical load carrying members of a typical multi-story building.
Fig 28. Design Results of column Longitudinal Reinforcement and Rebar Percentage
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Fig 29. Column Schedule
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3.8 DESIGN OF BEAMS
Design in Etabs software should follow following steps
i) Go to design command
ii) Concrete frame design
iii) Start design, which will design and gives area of steel of member as shown in
figure below.
Fig 30. Design values from ETABS (Longitudinal Reinforcement)
Fig 31. Reinforcement Details for Beam
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
Bea
m
DesignSect
2021-22
Statio
AsMinT
AsTo
AsMinB
AsB
VReb
TTrnReb
n
op
p
ot
ot
ar
ar
mm
mm²
mm²
mm²
mm²
mm²/m
mm²/m
B1
BEAM300X300
150
167
167
167
167
449.7
0
B1
BEAM300X300
290.4
167
167
167
167
417.72
0
B1
BEAM300X300
290.4
167
167
167
167
432.54
0
B1
BEAM300X300
580.8
167
167
167
167
366.39
0
B1
BEAM300X300
580.8
167
167
167
167
374.2
0
B1
BEAM300X300
871.2
167
167
167
185
332.53
0
B1
BEAM300X300
871.2
167
167
167
187
332.53
0
167
167
167
215
332.53
0
1161.
B1
BEAM300X300
6
1161.
B1
BEAM300X300
6
167
167
167
216
332.53
0
B1
BEAM300X300
1452
167
167
167
228
332.53
0
B1
BEAM300X300
1452
167
167
167
228
332.53
0
167
167
167
224
332.53
0
167
167
167
223
332.53
0
167
167
167
202
332.53
0
167
167
167
200
332.53
0
167
167
167
167
349.55
0
167
167
167
167
340.54
0
167
167
167
167
406.7
0
1742.
B1
BEAM300X300
4
1742.
B1
BEAM300X300
4
2032.
B1
BEAM300X300
8
2032.
B1
BEAM300X300
8
2323.
B1
BEAM300X300
2
2323.
B1
BEAM300X300
2
2613.
B1
BEAM300X300
6
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2613.
B1
BEAM300X300
6
167
167
167
167
400.96
0
B1
BEAM300X300
2904
167
167
167
167
467.11
289.16
B1
BEAM300X300
2904
167
167
167
167
465.67
289.16
167
167
167
167
531.83
289.16
3194.
B1
BEAM300X300
4
Table 2. Beam Schedule at first floor
3.9 DESIGN OF SLABS
Slabs are the structural members used as coverings for roofs and floors. Slabs
are to be cast along with beams and columns.
 One-Way Slabs
When the load on the slab is transferred along only one direction then the slabs are called OneWay slabs. In general, when the aspect ratio Ly/Lx is greater than 2 than the slab is designed as
One-Way slab.
 Two-Way Slabs
When the load on the slab is transferred along both the directions then the slabs are called TwoWay slabs. In general slabs are designed as Two-Way slabs when the ratio Ly/Lx. is less than 2.
Fig 32. Slab Top Reinforcement
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Fig 33. Slab Stripping
Fig 34. Design Results of Layer A and Layer B
Fig 35. Slab details at typical floor level (bottom bars)
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3.10 DESIGN RESULTS FROM ETABS
3.10.1 FRAME DESIGN RESULTS
Fig 36. General Reinforcement
Fig 37. Beam Column Capacity Ratio
Fig 38. Column Beam Capacity Ratio
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Fig 39. Rebar Percentage of Frame
3.10.2 SLAB DESIGN REUSLTS
Fig 40. Slab stress M(max)
Fig 41. Slab stress (Fmax)
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Fig 42. Slab crack width bottom
Fig 43. Slab crack width top
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3.10.3 SEISMIC CALCULATIONS
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern Ex
according to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = X + Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Z = 0.36
Seismic Zone Factor, Z [IS Table 2]
Response Reduction Factor, R [IS
R=5
Table 7]
I=1
Importance Factor, I [IS Table 6]
Site Type [IS Table 1] = II
Seismic Response
Spectral Acceleration Coefficient, Sa /g Sa
= 0.34
g
[IS 6.4.5]
Sa
= 0.34
g
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
S
ZI ga
Ah =
2R
Calculated Base Shear
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
Directio
n
X+
Ecc. Y
Period
Used
(sec)
2021-22
W
Vb
(kN)
(kN)
154686. 9570.89 117.147
964
1
7
Applied Story Forces
Story
Elevation
X-Dir
Y-Dir
m
kN
kN
7.5
84.0331
0
4.5
31.3568
0
1.5
1.7577
0
0
0
0
FIRSTFL
OOR
GROUND
FLOOR
PLINTHL
EVEL
Base
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern Ey
according to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Y + Eccentricity X
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Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Z = 0.36
Seismic Zone Factor, Z [IS Table 2]
Response Reduction Factor, R [IS
R=5
Table 7]
I=1
Importance Factor, I [IS Table 6]
Site Type [IS Table 1] = II
Seismic Response
Spectral Acceleration Coefficient, Sa /g Sa 1.36
=
g
T
[IS 6.4.5]
Sa
= 1.067924
g
Equivalent Lateral Forces
S
ZI ga
Ah =
2R
Seismic Coefficient, Ah [IS 6.4.2]
Calculated Base Shear
Directio
n
Y+
Ecc. X
Period
Used
(sec)
1.273
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W
Vb
(kN)
(kN)
9570.89 367.955
1
4
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
Applied Story Forces
Story
FIRSTFL
OOR
GROUND
FLOOR
PLINTHL
EVEL
Base
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Elevation
X-Dir
Y-Dir
m
kN
kN
7.5
0
263.944
4.5
0
98.4904
1.5
0
5.521
0
0
0
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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3.11 DETAILING IN CSI DETAIL FOR ETABS 2018
3.11.1 FRAMES
Fig 44. Beam Layout and Column Layout
3.11.2 BEAM
Fig 45. Beam Elevation
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Fig 46. Beam Cross Section
3.11.3 COLUMN
Fig 47. Column Elevation
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Fig 48. Column Cross Section
3.11.4 SLAB
Fig 49. Slab Top and Bottom Reinforcement
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Fig 50. Slab Cross Section
3.11.5 FOOTING
Fig 51. Footing Latitudinal section
Fig 52. Footing Cross section
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3.11.6 THREE DIMENSIONAL FRAME REBAR CAGE VIEW
Fig 53. Rebar Cage 3D
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CHAPTER 4
MANUAL DESIGN
Fig 54. Typical floor layout
4.1 SLAB
DESIGN OF ONE WAY SLAB
DATA
Grade of concrete fck
30
N/mm²
Grade of steel fy
500
N/mm²
Density of concrete
25
KN/m²
Thickness of floor finish
25
mm
Thickness of plastering
6
mm
Effective length lx
2.1971
m
Total width of slab ly
4.6483
m
2.115652451
No unit
CHECK FOR ONE WAY SLAB
ly/lx
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One way slab
CALCULATION OF DEPTH OF SLAB
Effective depth (d)
100
mm
Effective cover (d’)
25
mm
Overall depth (D)
125
mm
width
1000
mm
1.Slab
3.125
KN/m²
2.Floor finish
0.6
KN/m²
3.Plastering
0.144
KN/m²
Live load
3
KN/m²
Total Load
6.869
KN/m²
Factored load
10.3035
KN/m²
Factored load per m run
10.3035
KN/m
CALCULATION OF LOADS
Dead load
CALCULATION OF ULTIMATE MOMENT & SHEAR
FORCE
Ultimate moment and shear calculation
Ultimate moment Mu (Wu*l²/8)
6.217
KN-m
11.318
KN
d
39.47
mm
d(req)<d(prov)
TRUE
Shear force Vu (Wu*l/2)
CHECK FOR DEPTH
Mu =0.133*fck*b*d²
Hence ok
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CALCULATION OF AREA OF STEEL
x/d=1.2-sqrt(1.2²-((6.6*Mu)/fck*b*d²))
0.064
x/d<0.48
Hence ok
Lever arm,Z =d(1-0.416*Xu/d)
97.3376
mm
Ast (reqd)=Mu/0.87*fy*Z)
146.82
mm²
As Ast req is less than Ast min, take Ast min
150
mm²
Assume dia of bars
12
mm
Spacing =(1000*(pi*d²/4)/Ast (reqd))
754
mm
Least spacing
300
mm
Ast (provd)
376.99
mm²
Ast (reqd)<Ast (provd)
TRUE
Distribution steel
Ast = (0.12*b*D)/100
150
mm²
assume dia bar
12
mm
Asb
113.09
mm
Spacing
300
mm
Ꚍv=Vu/bd(Nominal)
0.098790404
N/mm²
Pt=(100*Ast(provd))/bd
1.0723
Ꚍc(Permissbile)
0.369
Ꚍv < Ꚍc
TRUE
CHECK FOR SHEAR
N/mm²
No shear reinforcement is required
CHECK FOR DEFLECTION
Modification factor calculation
fs
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27.54680229
N/mm²
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
Modification factor from fig 4 pg no 38 IS456-2000
2
l/d (max)
40
l/d (provd)
21.971
l/d (max)>l/d (provd)
TRUE
Fig 55. Slab Detailing
4.2 BEAM
A beam may be defined as an element in which one dimension is greater than the other
two. And the applied loads are usually normal to the main axis of the element. Beams and
columns are called the line elements and are often represented by simple lines in structural
modeling.

Cantilevered (supported by one end only with a fixed connection)

Simply supported (supported vertically at each end, horizontally on only one end to
withstand friction, and able to rotate at the supports)

Continuous (supported by three or more supports)

Combination of the above (eg. Supported at one end and at the middle)
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Beam is a structural element that is capable of withstanding load primarily by resisting
bending. The bending force induced into the material of the beam as result of external loads, own
weight, span and external reactions to these loads is called a bending moment.
Ast required for beam was obtained from ETABS and beam detailing was done accordingly.
DESIGN OF SINGLY REINFORCED BEAM
DATA
Grade of concrete fck
20
N/mm²
Grade of steel fy
500
N/mm²
Density of concrete
25
kN/m²
Effective depth (d)
250
mm
Effective cover (d')
50
mm
Overall depth (D)
300
mm
width
300
mm
Effective span (l)
4.6483
m
Design load from slabs
10.3035
KN/m
Self wt of beam
2.25
KN/m
Factored self wt of beam
3.375
KN/m
Factored load Wu
13.6785
KN/m
Ultimate moment Mu (Wu*l²/8)
36.94
KN-m
Shear force Vu (Wu*l/2)
31.79
KN
LOAD CALCULATION
MOMENT CALCULATIONS
CHECK FOR DEPTH
Mu =0.133*fck*b*d²
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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d
105.40
d(req)<d(prov)
TRUE
mm
Hence ok
CALCULATION OF LIMITING MOMENT
Mu (lim)=0.133*fck*b*d²
Mu<Mu (lim)
62343750
N-mm
62.34
KN-m
Under reinforced
Hence, It has to be designed as a singly reinforced beam
CALCULATION OF AREA OF STEEL
Main reinforcement
x/d=1.2-sqrt(1.2²-((6.6*Mu)/fck*b*d²))
0.0108
x/d<0.48
Hence ok
Lever arm,Z =d(1-.416*Xu/d)
248.92
mm
Ast (reqd)=Mu/0.87*fy*Z)
341.15
mm²
Assume dia of bars
16
mm
no of bars
1.696
which is approximately equals to
2
Ast (provd)
402.1
Ast (reqd)<Ast (provd)
TRUE
Ast min 0.12%bD
108
mm²
Ast max
3600
mm²
Ast max>Ast (provd)>Ast min
TRUE
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mm²
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
CHECK FOR SHEAR
Ꚍv=Vu/bd(Nominal)
0.125
Pt=(100*Ast(provd))/bd
0.536
Ꚍc(Permissbile)
0.50152
N/mm²
N/mm²
Minimum
shear
Ꚍv < Ꚍc
reinforcement
Shear reinforcement is required
Shear resistance of concrete Vuc=Ꚍc*b*d
37614
N
37.614
KN
5.84(-ve)
KN
dia of bars
10
mm
Asv
157.0796327
mm²
Sv spacing=.87*fy*Asv*d/Vus
-1686.28164
mm
Sv
187.5
mm
Sv
300
mm
least value has to be considered
300
mm
Shear to be carried by stirrups Vus=Vu-Vuc
Provide 10mm dia 2LVS as vertical stirrups
Provide 10mm dia 2LVS as vertical stirrups at 300mm c/c
CHECK FOR DEFLECTION
Modification factor calculation
fs
194.8308917
N/mm²
Modification factor from fig 4 pg no 38
IS456-2000
1.5
l/d (max)
30
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l/d (provd)
18.5932
l/d (max)>l/d (provd)
TRUE
Fig 56. Beam Detailing
4.2 COLUMNS
Columns are skeletal structural elements whose cross section shapes may be rectangular,
square, circular, L shaped, etc. Often are specified by architects. The size of the column is
dictated, from a structural view point, by its height and the loads acting on it. Which in turn
depend on the type of floor system, spacing of columns, number of storey, etc. the column is
generally designed to resist axial compression combined with (bi axial) bending moments that
are induced by 'frame action' under gravity and lateral loads. These load effects are more
pronounced in the lower storey of tall buildings. Hence high strength concrete (upto 50 MPa)
with high reinforcement area (up to 6 % of concrete area) is frequently adopted in such cases to
minimize column size. Columns are divided as per slenderness ratio (leff/d). If slenderness ratio is
less than 12, it is short column. If it greater than 12, it is long column.
Ast required for column was calculated using excel sheets by taking the beam end forces
from ETABS and column detailing was done accordingly.
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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DESIGN OF BIAXIAL BENDING COLUMN
DATA
Grade of concrete fck
25
N/mm²
Grade of steel fy
500
N/mm²
Density of concrete
25
KN/m²
width of the column
300
mm
depth of the column
300
mm
Factored axial load on column
295.03
KN
Storey height
3000
mm
Depth of beam
300
mm
width of the beam
300
mm
Effective cover
50
mm
CALCULATION OF UNSUPPOTED LENGTH OF COLUMN
Ly
2700
mm
RELATIVE STIFFNESS MEASURE OF BEAMS AND COLUMNS
No of columns
20
Size of column
300x300
no of beams
35
Size of beam
300*300
no
For sway in X-direction
ΣIc/hs
5000000
mm³
ΣIb/hs
8750000
mm³
ß₁=ß₂
0.533
For sway in Y-direction
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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From Pg no 92, IS 456:2000 (Effective Length Ratios for a column in a frame
with no sway)
Effective length ratios lef/l
0.685
Therefore effective length , ley
1849
mm
CHECK FOR SHORT COLUMN
ley/width of column
6.165<12
Short
Hence it is a
column
CALCULATION OF ECCENTRICITY
Eccentricity in X direction
l/500+D/30
14
Eccentricity in Y direction
l/500+b/30
14
Minimum eccentricity
0.04b
12
Eccentricity in X direction > Minimum eccentricity
TRUE
Eccentricity in Y direction > Minimum eccentricity
TRUE
Taking that reinforcement is distributed equally on 4
sides
CALCULATION OF MOMENTS
Moment in x (P*ex)
4.13042
KN-m
Moment in y (P*ex)
4.13042
KN-m
Assume the percentage of steel
1.2
%
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
Hence Pt/fck
0.06
Pu/fck*b*D
0.1639
Uniaxial moment capacity of the section about XX axis
d'/D
0.166666667
Chart for d'/D=0.1 will be used
Referring to chart no 48,fy=500N/mm², Pu/fck*b*D=0.1639, Pt/fck=0.06
Mu/fck*b*D²
0.08
Therefore,
Mux1
54000000
N-mm
54
KN-m
Uniaxial moment capacity of the section about YY axis
d'/D
0.166666667
Chart for d'/D=0.1 will be used
Pu/fck*b*D
0.131124444
Referring to chart no 48,fy=500N/mm², Pu/fck*b*D=0.241, Pt/fck=0.048
Mu/fck*b*D²
0.08
Therefore,
Muy1
54000000
N-mm
54
KN-m
Calculation of Puz
Refering to chart no 63,fy=500N/mm², fck=25, Pt=1.2
N/mm²
Puz/Ag
16
Ag
90000
So Puz
1440000
N
1440
KN
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
Pu/Puz
0.2048
Mux/Mux1
0.076489
Muy/Muy1
0.076489
Referring to chart no 64,Pu/Puz=0.2048, Muy/Muy1=0.076489
Permissible
Mux/Mux1
0.9
calculated Mux/Mux1
0.076
Hence the section is OK
TRUE
CALCULATION OF AREA OF STEEL
we have assumed pt
1.2
Therefore area of steel
Pt*b*D/100
1080
mm²
Provide 16mm dia bar
16
mm
ast
201.0619298 mm²
No of bars
App 6
Ast/ast
5.371479329 nos
provide 8 no of bars to maintain symmetry.
DESIGN OF LATERAL TIES
Dia of lateral tie
10
mm
condition for dia,1/4*dia of longitudinal
4
mm
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
reinforcement
Dia of lateral tie > condition
TRUE
Therefore,
provide 10mm dia bars
spacing
Least dimension of column
600
mm
16*dia of longitudinal reinforcement
256
mm
300mm
300
mm
Consider the least
provide 10mm dia bars @ 300mm c/c
Fig 57. Column Detailing
4.4 FOOTINGS
The foundation of a structure transfers the load to the soil on which it rests. It forms a
very important part of the structure.
Foundation should be designed:

To transmit the load of the structure safely onto a sufficient area of the soil so that
stresses induced in the soil are within safe limits (SBC of soil).

To ensure uniform settlements i.e., the intensity of soil reaction should be the same under
all the footings of a structure.
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS

2021-22
The foundation area should be designed such that the center of gravity (C.G)
Of loads in plan coincides with the C.G. of the foundation area.

In this project report, footings are designed as isolated footings. The SBC of the soil in
the present project work is taken as 200 kN/m2 as per Geotechnical report.
One typical design of isolated footing is presented for a critical column.
ISOLATED SQUARE FOOTING DESIGN (AXIAL LOAD)
DATA
Service Load
1186.9
kN
SBC
200
kN/m2
fck
30
N/mm2
fy
500
N/mm2
Clear Cover
50
mm
Depth Of Foundation
1.5
m
Footing Area Req
6.53
m2
Length of Footing
2555.00
mm
Breadth of Footing
2555.00
mm
Length of Footing Provided
2850
mm
Breadth of Footing Provided
2850
mm
8.1225
m2
Footing Area Provided
Check For Size Provided
OK !
D
450
mm
B
450
mm
βc
1
-
Size Of Aggregate Used
20
mm
Gross Bearing Capacity
Service Load
Department.of Civil Engineering, MCE, HASSAN
1186.9
kN/m2
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Weight Of Footing
116.96
kN
Density of Soil
20.00
kN
Weight Of Soil
146.21
kN
Total Weight
1450.07
kN
Gross Bearing Pressure
178.52
kN/m2
Size Check
Size Ok !
THIKNESS OF FOOTING
Based on One way Shear
219.187
kN/m2
% of Steel (Assumed) (p)
0.15
%
τc (Steel + Conc)
0.29
N/mm2
513
mm
βc
1
-
Ks
1
-
1.369
N/mm2
(d)
366
mm
Depth Required
513
mm
(d)
532
mm
Total Depth (D)
600
mm
Factored Soil Pressure
Effective Depth Required
(d)
Based on Two way Shear
τc (Conc Only)
Effecive Depth Required
Effecive Depth Provided
Depth Check
Ok !
AREA OF STEEL CALCULATIONS
Along X
Department.of Civil Engineering, MCE, HASSAN
Along Y
mm
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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1200
1200
kN/m2
Ultimate Pressure
219.19
219.19
kN-m
Moment (Mu)
157.81
157.81
mm2/m
698
698
mm2/m
798
798
mm2/m
Ast Minimum
638.4
638.4
mm2/m
Ast Maximum
21280
21280
mm
798
798
mm2
Critical Length (L c )
Ast
Ast Assumed (One Way
Shear)
Ast Required
Ast Check
Ok!
Dia of Main Bar
mm
Ok!
12
12
mm
113.11
113.11
mm2
Spacings Required
142
142
mm
Minimum Spacing
25
25
mm
Maximum Spacing
300
300
mm
Spacings provided
150
150
mm
Area of Main Bar
Spacing Check
Ok !
Ok !
DEVELOPMENT LENGTH
Design bond stress,
1.5
N/mm2
Bond Stress Factor
1.6
-
Development Lenth (Ld)
544
mm
Available Length
610
mm
Check
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Ok !
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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Fig 58. Footing Layout and Footing Schedule
Fig 59. Footing Cross section
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
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CHAPTER 5
REFLECTION TO NOTES
The internship with the most enthusiastic team of Engineers at SCORPIONS was about
four months from 11th November to 11th February 2021. I got first-hand experience and excellent
exposure to how actually the analysis, design and execution process works at the site. I was very
glad to have known and learn how actually a structure is built from an idea up to the analysis and
design of the same. The various technical and non-technical developments that I got to know
from this short term internship experience are:
List of Technical and Non-Technical Outcomes
 Technical outcomes
1) Learning outcomes.
2) Technical discussion and meetings.
3) Software’s.
4) Analysis.
5) Design.
6) Outputs.
 Non-technical outcomes
1) Communication skills and team work
2) Personality development
3) Time management
4) Resource utilization skill
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
5.1 TECHNICAL OUTCOMES

Technically, I could learn many aspects which would help me to pursue a career as a
structural design engineer.
o Got good hands-on in design tools like STAAD.Pro, AutoCAD, ETABS and
limited knowledge in Google SketchUp.
o Good exposure to design using Microsoft Excel.
o Good exposure to manual designs and IS codes.
o To identify the loads acting on structures and analyze.

To identify the site conditions and to work accordingly I got good hold of practicing and
referring the BIS codes such as IS456: 2000 and IS875 (Part 1 and Part 2) for design of
different components of the buildings for suitable combination of loading.

Got opportunity to study and learn the release drawings prepared by draftsman.
o The detailing in the drawings were checked with the analysis and design results.
o Corrections were made if anything went wrong and were again checked and
confirmed.

Discussions were usually carried out every day on how to proceed with the work by
meetings, TO DO LIST were made and worked accordingly.
o The architectural drawing is released from the associate architectural firm and our
principal consultant carries out the presentation on how further work is done such
as, is the plan feasible enough to carry out the design, positioning and orientation
of the columns, sections to carry out analysis.
o After carrying out the analysis we used to discuss on the things such as bending
moments in beams, loads on the columns, deflection of the beams and slabs etc.
o The detailed analysis is done, only after that the design process is carried out and
reinforcement detailing is given.

Learned the trick of apt references during designing and thereby ensuring a robust design.
o Could make use the text books, journals, etc. available in the office for
complicated designs.
o Had a great opportunity to use the codes for the practical conditions.
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
5.2 NON-TECHNICAL OUTCOMES
 This was a great opportunity to interact with different stakeholders in the industry and
thereby improving my interpersonal skills.
o Had to interact with Architects and engineers concerned.
o Had a constant contact with site engineers to know about the current status of
construction.
 Gained good exposure to brush up my Oral and written communication skills.
o Got opportunity to represent the firm in meetings with the client. This really gave
me a good exposure to improve my negotiation skills, presentation aspects etc.
o Got opportunity to front end email discussions with the clients, which eventually
helped me to make my written communication aspects more professional and in a
matured way as well.
 Learned that team work is the key to success for any organization.
o Had an opportunity to discuss about design concepts, architectural constraints, site
conditions, etc. with the senior consultants, architects, site engineers and work as
group.
o Suitable solutions to technical problems were made as a result of these
discussions and thus to deliver an effective design.
 Learned how to mitigate delays and ensuring the work is delivered on time.
o Most of the projects handled had to be issued within a stringent time and was
delivered as required.
o During such cases a team work has helped in issuing drawings in a better way.
 Understanding of key aspects towards success of an organization.
o Motivation and Engagement of employees – This was completely a new
experience for me. I could see many instances where the MD directly motivating
the employees and engaging them and eventually ensuring the tasks are
completed on time.
o Discipline, Ownership and Accountability at work – All employees contributing
to the same projects syncs up 10 minutes as the first thing in the morning. This
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ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING USING ETABS
2021-22
ensures there is no communication gap and the work is getting progressed in the
most efficient way.
 A lot of tasks and activities that I have worked on during my internship are familiar with
what I’m studying at the moment.
 I realized that present industrial field experience is far different from the knowledge and
experience we gained in classrooms.
 By working with the co-engineers, I have learned more things that will be useful in
building up my career.
 As part of this training, site visit was done for an ongoing project in near Janatha Bazar,
Kuvempunagar, Hassan.
 This has given exposure to different stages of work including excavation, laying for
foundation reinforcement, column shuttering, slab construction etc.
 Got opportunity to see the various equipment used in site.
 Had an opportunity to see the conditions in site and work progress in the site.
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CHAPTER 6
REFERENCES
[1] Ramamrutham, S., and Narayan, R., “Design of reinforced concrete structures”, Dhanpat
ray publishing company, 14th edition, 1998.
[2] Ramachandra, “Limit State design”, Standard book house, 1st edition, 1990.
[3] IS 456:2000, Indian Standard Code for practice of plain and reinforced concrete (Fourth
revision), Bureau of Indian standards, New Delhi, July 2000
[4] IS 875(Part 1), Indian Standard Code for practice for design loads (other than earthquake)
for buildings and structures, Part1, Dead Load-Unit weights of building materials and
stored materials (Second revision), Bureau of Indian standards, New Delhi,1989
[5] IS 875(Part 2), Indian Standard Code for practice for design loads (other than earthquake)
for buildings and structures, Imposed load (Second revision), Bureau of Indian standards,
New Delhi,1989
[6] IS 875(Part 3), Indian Standard Code for practice for design loads (other than earthquake)
for buildings and structures, Wind loads (Second revision), Bureau of Indian standards,
New Delhi,1989
[7] IS 875(Part 5), Indian Standard Code for practice for design loads (other than earthquake)
for buildings and structures, Special loads and combinations-(Second revision), Bureau of
Indian standards, New Delhi,1989.
[8] IS 1893 (Part 1):2002, Criteria for earthquake resistant design of structures,
[9] SP 16:1980 Design Aids for reinforced concrete to IS 456, Bureau of Indian standards,
New Delhi, 1980.
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