design of g building.pdf

ANALYSIS AND DESIGN OF G+5 COMMERCIAL BUILDING
DEPARTMENT OF CIVIL ENGINEERING, ATRI 1
CHAPTER-1
INTRODUCTION
1.1 Aim & Scope:
The aim of this project is to ensure the knowledge on CSI ETABS software and also thorough
knowledge of reading and understanding the ability to use INDIAN STANDARD CODE BOOK
during design & modelling. Since it is based on concept of FEA i.e. Finite Element Analysis it is
used to model and analyze structures mainly buildings and their components to see how a building
behaves under various loads.
1.2 General:
ETABS is an analysis and Design Based software, very much useful for structural engineers. In
case of high-rise structures when it is designed in ETABS we get the most economical design. It
is the most popular structural engineer’s software product for model generation, analysis and
multi-material design. It has an intuitive user-friendly GUI, Visualization tools, powerful analysis
and design facilities and seam less integration to several other modelling and design software
products.
Ultimate Tool for Structural Engineers
For static and dynamic analysis of bridges, RCC structures, embedded structures (culverts and
tunnels), high rise buildings etc. ETABS has been choice of design professionals around the world
for their specific analysis and needs.
This project involves in a multistoried building using a very popular and used software throughout
the world.

I have chosen ETABS because of its following advantages:
1. Easy to user interface
2. Confirmation with the Indian Standard Codes
3. Versatile nature of solving any type of problem
4. Accuracy of the solution
ETABS consists of the following:
5. Graphical User Interface: It is used to generate a model, which can then be analyzed using
ETABS engine after analysis and design is completed, the GUI can also be used to view the
results graphically.
6. To perform an accurate analysis a structural engineer must determine such information as
Structural loads, geometry, codes as per country, unit system, support conditions and
material properties. The results of such an analysis typically include support reactions,
stresses, displacements. This information is then compared to criteria that indicate the
conditions of failure.
7. Advanced structural analysis may examine dynamic response, stability, and nonlinear
behavior. The aim of design is the achievement of an acceptable probability that structures
being designed well perform satisfactorily during the intended life with an appropriate
degree of factor of safety they should sustain all loads and deformations of normal
construction and use adequate resistance to the effects of seismic and wind loads.
8. The design of the building is dependent on minimum requirements as prescribed in Indian
Standard codes. The minimum requirements pertaining to the structural safety of buildings
covered by way of laying down minimum design loads which have to be assumed for dead
loads, live loads, superimposed dead loads and other external loads that the structure would
bear.

AutoCAD is a commercial software application for 2D and 3D computer-aided design (CAD) and
drafting — available since 1982 as a desktop application and since 2010 as a mobile web- and
cloud-based app marketed as AutoCAD 360. and also thorough knowledge of reading and
understanding the ability to use INDIAN STANDARD CODE BOOK during design & modelling.
Developed and marketed by Autodesk, Inc., AutoCAD was first released in December 1982,
running on microcomputers with internal graphics controllers. Prior to the introduction of
AutoCAD, most commercial CAD programs ran on mainframe computers or minicomputers, with
each CAD operator (user) working at a separate graphics terminal. AutoCAD is used across a wide
range of industries, by architects, project managers, engineers, graphic designers, and other
professionals. It is supported by 750 training centers worldwide as of 1994. As Autodesk's flagship
product, by March 1986 AutoCAD had become the most ubiquitous CAD program worldwide. As
of 2014, AutoCAD is in its twenty-ninth generation, and collectively with all its variants, continues
to be the most widely used CAD program throughout most of the world.
History
 AutoCAD was derived from a program begun in 1977 and released in 1979 called Interact
CAD, also referred to in early Autodesk documents as MicroCAD, which was written prior
to Autodesk's (then Marinchip Software Partners) formation by Autodesk cofounder Mike
Riddle.
 The first version by the AutoDesk Company was demonstrated at the 1982 Comdex and
released that December.
 The 2016 release marked the 30th major release for the AutoCAD for Windows. The 2014
release marked the fourth consecutive year for AutoCAD for Mac.

1.3 Objectives:
• Analysis of frame is done by using ETABS-16.
• Design of all structural members based on limit state method of design
• To suggest a cost-effective building.
• Analysis and Design of all structural members are done as per IS CODES & NBC.1
The tensile strength of cement concrete is just about 10% of its compressive strength . In other
words, cement concrete is very strong in compression. Steel is equally strong in tension as well as
in compression . Steel is high strength material as compared with concrete. The steel used in the
form of bars to reinforce the concrete is called reinforcement. (reinforcement is a term form
military or police organization . It means to increase the existing strength of concrete as well as
controls the effect of shrinkage and temperature changes. The cement concrete reinforced with
steel bars is known as reinforced cement concrete (R.C.C.) . The weight Of R.C.C. Is 25000N/cum

CHAPTER -2
METHODOLOGY FOR ANALYSIS AND DESIGN
ROLE OF THE ARCHITECT
 Our Architecture-Engineering company facilitated and coordinated the design teams’ activities
according to the following parameters:
 Ensure the project mandate is carried out and maintained according to client needs
 Provided input into overall project schedule, timelines and milestones. Ensure an integrated
design process is structured both architecturally-structurally and in building services parameters..
 Ensuring that the project meet the standards according to International building standards and
basically Rwanda Building codes and Environmental policies
PURPOSE OF THIS REPORT
• Design Report illustrates the following:
• Clear direction and defined scope of work pertaining to the re- purposing of
• Existing condition of elements and systems
• Opportunities for re-use of existing/local building construction materials
• Test / Fit scenarios based on the General Functional Program
• Development of a detailed Functional Program
• Site opportunities and constraints
• Architectural design concepts
• Approach to Sustainable Design
• Structural, Mechanical and
• Electrical system concepts

PROJECT DESCRIPTION IN THESE
The proposed residential building will accommodate 2 families. This project design report is
aimed to provide a concise package of information illustrating the analysis of existing conditions,
the planning and design, the evaluation of options and finally the recommended concept design
approach to the development of the project. This report functions as a tool to communicate the
development of the concept design, the steps taken by the design team and the implementation
phases
2.1Concept Design Process:
• The process of developing the Concept Design was broken into four steps: The first step
taken was the inspection of the existing buildings and conditions helped to choose a
concept design fitting existing conditions.
• The second step taken by the architects was to provide architectural drawings of existing
building blocks with all programs and arrangement after on site measurement. This
exercise helped the design team to draft the concept design of buildings renovation.
• The third step taken was the development of a detailed functional program. A series of
program surveys and interviews were conducted to better understand the specific needs
and requirements of the building renovation.
• The fourth step was the development of approved concept design proposal. Several
proposals were organized for this phase of the work, with the intent to coordinate common
design issues, develop a common design language, and resolve on-going issues. Our team
was held to gain consensus on a wide range of issue including the preferred option for the
concept design.

OBJECTIVE OF THE DEVELOPMENT
We need to develop our plot with a sustainable settlement design and estate of the art provision of
quality infrastructure to achieve a built environment satisfying the functional, aesthetical and
environmental parameters of modern city and the aspirations of the users:
• Put up facilities that go along in serving community and sustainable environment.
• To offer support and skills to community or member of Red Cross Rwanda.
• To create a home environment of the neighborhood building/Green systems/Ecosystem-wetland
protection.
PROGRAMS
Programming is the gathering of information related to an organization space requirements,
relationships and adjacencies between departments, building use and the desired resources that
will enable the campus to develop a highly efficient workplace which integrates new workplace
standard. The definition of "space"that works could include such aspects as:
• Flexibility & Adaptability
• Function vs. hierarchy
• Emphasis on Team vs Individual space
• Increased mobility of space & People
• Collaborative Tools & Technology
•Transparency Right to Light
• Cost effective operations
• End User Control
• sustainability, health & safety

The programming effort focuses on quantitative calculations using new space standards to meet
goals for space utilization as the purpose of architecture.
Selection of building data and collection After having proper concept about the project, the
Structure was assumed then the data required for the analysis and design collected based upon the
calculation results.
Preliminary design: Estimation of various structural elements such as beams and slabs were
designed and checks were done with the help of deflection criteria and moment criteria. For the
column, vertical axis capacity was taken for the design and percentage of steel was checked.
Study of Architect Drawing: Architectural drawings of the buildings were properly studied.
Whatever the information is required for performing calculations are properly checked and
analyzed.
2.2 Load Calculation: After the study of architectural drawing and preliminary design, load
calculations were done using the IS 875:975 as reference. The exact value of Unit weights of the
materials from the code was used in the calculation. The thickness of materials was taken as per
design requirement.
2.3 Gravity Load: The Loads which are assumed to be produced by intended use or occupancy
of the structure. These loads include self-weight of the structural members such as dead loads of
beam, column, slab, floor finish etc. Live loads are the moving loads should be taken into
consideration as per the occupancy of the building based on Indian standard code books.
2.4 Lateral Load: Lateral loads are the horizontal forces acting parallel to the ground towards the
structure. These loads include wind loads, Seismic loads, Hydro pressure loads etc.

2.4.1 Wind Loads: The most common types of wind flow around Tall Buildings that need to be
accounted for during and after construction are categorized as:
a) Down-draughts
b) Separation
c) Vortices
d) Funneling
e) Wakes
The effects of the air flow and wind pressure around and through the building during construction
also need to be considered at the design stage. The designer must consider:
(i) The time and period of construction;
(ii) The construction procedure to minimize excessive wind loading on the structural elements
of the building during construction;
(iii) The effect that wind loading will have on structural members and components during
construction;
(iv) The effects that the structure will have on the local wind speeds around the site and on the
surrounding environment. The effects of wind on structures are still not perfectly
understood and our knowledge in this area is constantly improving with the periodic
revisions of the applicable wind code provisions. High winds can cause four types of
structural damages which are stated as
(v) Collapse
(vi) partial collapse
(vii) over damage
(viii) Sliding

Often partial damage occurs most frequently. Wind forces are applied perpendicular to all roofs
and walls and both internal and external wind pressures are considered. Wind is not constant with
height or with time, is not uniform over the side of the structure and does not always cause positive
pressure. Both the wind pressure and the wind suction must be taken into account during the
structural analysis. The deviating effect, called Coriolis force (isobars), is small and is usually
disregarded except in the atmosphere and ocean. Certain periodic gusts with in the spectrum of
gustiness in wind may find resonance with natural vibration frequency would be much less than
the static design load for the structure, dangerous oscillations may be set up. Pressure coefficients
used in the practice have usually been obtained experimentally by testing models of different types
of structures in wind tunnels. When wind interacts with a structure, both positive and negative
pressures occur simultaneously.
2.4.2 EARTHQUAKE LOAD:
Severity of ground shaking at a given location during an earthquake can be minor, moderate and
strong. Relatively speaking, minor shaking occurs frequently, moderate shaking occasionally and
strong shaking rarely. For instance, on average annually about 800 earthquakes of magnitude 5.0-
5.9 occur in the world while the number is only about 18 for magnitude range 7.0-7.9 So, should
we design and construct a building to resist that rare earthquake shaking that may come only once
in 500 years or even once in 2000 years at the chosen project site, even though the life of the
building itself may be only 50 or 100 years? Since it costs money to provide additional earthquake
safety in buildings. Two basic technologies are used to protect buildings from damaging
earthquake effects. These are Base Isolation Devices and Seismic Dampers. The idea behind base
isolation is to detach (isolate) the building from the ground in such a way that earthquake motions
are not transmitted up through the building, or at least greatly reduced. Seismic dampers are special
devices introduced in the building to absorb the energy provided by the ground motion to the
building (much like the way shock absorbers in motor vehicles absorb the impacts due to
undulations of the road).

2.4.3 SEISMIC METHOD OF ANALYSIS:
Seismic Analysis is the calculation of the response of a building (or non-building) structure to
earthquakes. A building has the potential to ‘wave’ back and forth during an earthquake (or even
a severe wind storm). This is called the ‘Fundamental Mode’, and is the lowest frequency of
building response. Most buildings, however, have higher modes of response, which are uniquely
activated during earthquakes. The first and second modes tend to cause the most damage in most
cases. Structural analysis methods can be divided into the following five categories.
• Equivalent Static Analysis
• Response Spectrum Analysis
• Linear Dynamic Analysis
• Non-linear Static Analysis
• Non-linear Dynamic Analysis
EQUIVALENT STATIC ANALYSIS:
This approach defines a series of forces acting on a building to represent the effect of earthquake
ground motion, typically defined by a seismic design response spectrum. It assumes that the
building responds in its fundamental mode. For this to be true, the building must be low-rise and
must not twist significantly when the ground moves. The response is read from a design response
spectrum, given the natural frequency of the building (either calculated or defined by the building
code). The applicability of this method is extended in many building codes by applying factors to
account for higher buildings with some higher modes, and for low levels of twisting. To account
for effects due to "yielding" of the structure, many codes apply modification factors that reduce
the design forces (e.g. force reduction factors).

RESPONSE SPECTRUM ANALYSIS:
This approach permits the multiple modes of response of a building to be taken into account (in
the frequency domain). This is required in many building codes for all except for very simple or
very complex structures. The response of a structure can be defined as a combination of many
special shapes (modes) that in a vibrating string correspond to the "harmonics". Computer analysis
can be used to determine these modes for a structure. For each mode, a response is read from the
design spectrum, based on the modal frequency and the modal mass, and they are then combined
to provide an estimate of the total response of the structure. Combination methods include the
following:
➢ absolute - peak values are added together
➢ square root of the sum of the squares (SRSS)
➢ complete quadratic combination (CQC)
A method that is an improvement on SRSS for closely spaced modes The result of a response
spectrum analysis using the response spectrum from a ground motion is typically different from
that which would be calculated directly from a linear dynamic analysis using that ground motion
directly, since phase information is lost in the process of generating the response spectrum. In
cases where structures are either too irregular, too tall or of significance to a community in disaster
response, the response spectrum approach is no longer appropriate, and more complex analysis is
often required, such as non-linear static or dynamic analysis.

LINEAR DYNAMIC ANALYSIS:
Static procedures are appropriate when higher mode effects are not significant. This is generally
true for short, Regular Buildings. Therefore, for Tall Buildings, buildings with torsional
irregularities, or non-orthogonal systems, a dynamic procedure is required. In the linear dynamic
procedure, the building is modelled as a multi-degree-of-freedom (MDOF) system with a linear
elastic stiffness matrix and an equivalent viscous damping matrix. The seismic input is modelled
using either modal spectral analysis or time history analysis but, in both cases, the corresponding
internal forces and displacements are determined using linear elastic analysis. The advantage of
these linear dynamic procedures with respect to linear static procedures is that higher modes can
be considered. However, they are based on linear elastic response and hence the applicability
decreases with increasing nonlinear behaviour, which is approximated by global force reduction
factors. In linear dynamic analysis, the response of the structure to ground motion is calculated in
the time domain, and all phase information is therefore maintained. Only linear properties are
assumed. The analytical method can use modal decomposition as a means of reducing the degrees
of freedom in the analysis.
NON - LINEAR STATIC ANALYSIS:
In general, linear procedures are applicable when the structure is expected to remain nearly elastic
for the level of ground motion or when the design results in nearly uniform distribution of nonlinear
response throughout the structure. As the performance objective of the structure implies greater
inelastic demands, the uncertainty with linear procedures increases to a point that requires a high
level of conservatism in demand assumptions and acceptability criteria to avoid unintended
performance. Therefore, procedures incorporating inelastic analysis can reduce the uncertainty and
conservatism. This approach is also known as "Pushover" analysis. A pattern of forces is applied
to a structural model that includes non-linear properties (such as steel yield), and the total force is
plotted against a reference displacement to define a capacity curve. This can then be combined

with a demand curve (typically in the form of an acceleration-displacement response spectrum
(ADRS)). This essentially reduces the problem to a single degree of freedom system. Nonlinear
static procedures use equivalent SDOF structural models and represent seismic ground motion
with response spectra. Storey drifts and component actions are related subsequently to the global
demand parameter by the pushover or capacity curves that are the basis of the non-linear static
procedures.
NON - LINEAR DYNAMIC ANALYSIS:
Nonlinear dynamic analysis utilizes the combination of ground motion records with a detailed
structural model, therefore is capable of producing results with relatively low uncertainty. In
nonlinear dynamic analyses, the detailed structural model subjected to a ground-motion record
produces estimates of component deformations for each degree of freedom in the model and the
modal responses are combined using schemes such as the square-root-sum-of-squares. In non-
linear dynamic analysis, the non-linear properties of the structure are considered as part of a time
domain analysis. This approach is the most rigorous, and is required by some building codes for
buildings of unusual configuration or of special importance. However, the calculated response can
be very sensitive to the characteristics of the individual ground motion used as seismic input;
therefore, several analyses are required using different ground motion records.

LAYOUT PLAN OF COMMERICAL BUILDING OF SHOPS
Commercial Construction Process
Step 1: The Development and Planning Phase.
Step 2: The Pre-Design Phase.
Step 3: The Design Phase.
Step 4: The Pre-Construction Phase.
Step 5: The Procurement Phase.
Step 6: The Construction Phase.
Step 7: The Post-Construction Phase.

1. In the Design phase, the client releases a Request for Quote (RFQ) that includes both the
design and construction services instead of having two separate contracts. This strategy
streamlines the process by allowing the designer to collaborate to fulfill the design.
2. The Pre-Construction phase is similar in both the Design-Build process and the Design-
Bid-Build process because both strategies have a checklist of items to complete before
starting the Construction phase. The primary difference is that the contractors might
coordinate all subcontractors in-house because they all work from one contract.
3. The Procurement phase in the Design-Build process is more efficient because all
communication between contractor and designer occurs within one organization instead of
working with external contractors. The Procurement phase still includes project time
estimates for materials.
4. Once the contractor receives the NTP, they can proceed with construction. This process
includes weekly, bi-weekly, or monthly meetings in which all of the team leads provide
project updates and time estimates. The benefit of the Construction phase in the Design-
Build process is that fewer subcontractors can potentially reduce the number of meetings
needed.
5. The process for steps 5-7 in both construction models is generally the same.

CHAPTER-3
LOAD COMBINATIONS
A load combination results when more than one load type act on the structure. Building codes
usually specify a variety of load combinations together with load factors for each load type in order
to ensure the safety of the structure under different maximum expected loadings scenarios. For
example, in design of staircase, a dead load factor be 1.2 times the weight of the structure. And
live load factor may be 1.5 times the maximum expected live load. These two factored loads are
combined to determine the required strength of the staircase. It is less likely that the structure will
experience much change in its permanent load.
LOAD COMBINATIONS:
DL – Dead Load
LL - Live Load
WL - Wind Load
EQL - Combined effect of Seismic induced forces
IS-800-2007 – ULS:
Basic Load Combinations
1. 1.5 (DL + LL) 2. 1.5 (DL+ EQ X)
3. 1.5 (DL – EQ X) 4. 1.5 (DL + EQ Y)
5. 1.5 (DL - EQ Y) 6. 1.2 (DL + LL + EQ X)
7. 1.2 (DL + LL – EQ X) 8. 1.2 (DL + LL + EQ Y)
9. 1.2 (DL + LL – EQ Y) 10. 0.9 DL + 1.5 EQ X
11. 0.9 DL - 1.5 EQ X 12. 0.9 DL + 1.5 EQ Y
13.0.9 DL - 1.5 EQ Y

Note:-
1) ULS - Denotes Ultimate Limit State (For Strength Design)
2) Live roof and floor is treated as one class of imposed loads
3) Collateral Load is considered in Dead Load
3.1 WIND LOAD COMBINATIONS
14. 1.5 (DL + WL X) 15. 1.5 (DL – WL X)
16. 1.5 (DL + WL Y) 17. 1.5 (DL – WL Y)
18. 1.2 (DL + LL + WL X) 19. 1.2 (DL + LL –WL X)
20. 1.2 (DL + LL + WL Y) 21. 1.2 (DL +LL – WL Y)
22. 0.9 DL + 1.5 WL X 23. 0.9 DL – 1.5 WL X
24. 0.9 DL + 1.5 WLY 25. 0.9 DL – 1.5 WL Y
UN-FACTORED LOAD & SERVICE LOAD COMBINATIONS
3.2 GRAVITY LOAD COMBINATIONS
26. 1.0 (DL + LL)
3.3 SEISMIC LOAD COMBINATIONS
27. 1.0 (DL + EQ X) 28. 1.0 (DL – EQ X)
29. 1.0 (DL + EQ Y) 30. 1.0 (DL – EQ Y)
31. 1.0 DL + 0.8 (LL + EQ X) 32. 1.0 DL + 0.8 (LL – EQ X)
33. 1.0 DL + 0.8 (LL + EQ Y) 34. 1.0 DL + 0.8 (LL – EQ Y)
3.4 WIND LOAD COMBINATIONS
35. 1.0 (DL + WL X) 36. 1.0 (DL – WL X)
37. 1.0 (DL + WL Y) 38. 1.0 (DL – WL Y)
39. 1.0 DL + 0.8 (LL + WL X) 40. 1.0 DL + 0.8 (LL – WL X)
41. 1.0 DL + 0.8 (LL + WL Y) 42. 1.0 DL + 0.8 (LL – WL Y)
Following combinations are to be considered as per Clause 6.3.2.2 of IS 1893 (Part 1):2002

3.5 GRAVITY LOAD COMBINATIONS
43. 1.2(DL+LL) +EQ X +0.36 EQY 44. 1.2(DL+LL)–EQ X + 0.36 EQY
45. 1.2 (DL+LL) + EQX - 0.36 EQY 46. 1.2 (DL + LL)–EQ X - 0.36 EQY
47. 1.5 (DL + EQ X) + 0.45 EQ Y 48. 1.5 (DL – EQ X) + 0.45 EQ Y
49. 1.5 (DL – EQ X) - 0.45 EQ Y 50. 1.5 (DL + EQ Y) + 0.45 EQ X
51. 1.5 (DL – EQ Y) + 0.45 EQ X 52. 1.5 (DL – EQ Y) - 0.45 EQ X
53. 1.0 DL+0.8 (LL+EQ X) +0.3EQY 54. 1.0(DL+0.8(LL+EQX)-0.3 EQY
55. 1.0 DL+0.8(LL+EQ Y) +0.3EQX 56. 1.0 DL+0.8(LL+EQY) - 0.3EQX
57. 1.0 (DL + EQ X) + 0.3 EQ Y 58. 1.0 (DL – EQ X) + 0.3 EQ Y
59. 1.0 (DL+ EQ X) - 0.3 EQ Y 60. 1.0(DL – EQ X - 0.3 EQ Y
61. 1.0 (DL + EQ Y) + 0.3 EQ X 62. 1.0 (DL + EQ Y) - 0.3 EQ X
IS-800-2007 – SLS:
Basic Load Combinations
1) D + L
2) D + 0.8 L + 0.8 W
3) D + W Seismic Load Combinations
4) D + 0.8 L + 0.8 E 5) D + E
Note:-
1) SLS - Denotes Serviceability Limit State (For Deflection)
2) Live roof and floor is treated as one class of imposed loads
3) Collateral Load is considered in Dead Load

DESIGN STANDARDS
The important codes which are being followed are.
a) IS:800 - 2007, General Construction in Steel, Code of Practice
b) IS: 875 (Part-I, II), Code of practice for Design loads (other than earthquake)
c) IS: 875 (Part-III) – 2015, Code of practice for Design Loads (Wind Load)
d) IS: 1893 part 1-2016 (Criteria for E/Q Resistant Design for Structure)

CHAPTER-4
ANALYSIS DESIGN & MODELING USING ETABS-20
4.1 WORKING WITH ETABS:
4.1.1 Welcome screen
This is the welcome screen of Etabs on left we will find option to open a new model below
that option we can open existing model and also recent model which we worked earlier.
On the right we find RESOURCES, TECH TIPS, WATCH AND LEARN VIDEOS,
MANUALS (Manuals can be accessed by just left clicking on it), KNOWLEDGE BASE
WEBSITE.
Figure 4.1.1 Opening OF ETABS
There is also another method in opening a new model. Under the file option we can open
a new model and also existing model. There is an import option in which all the various files like
Etabs.e2k Text file, Etabs eab file, Revit, structure. Exr file, dxf Architectural grids,
Stadd/strudl.std/.gte file.

Figure 4.1.2: Selecting model
4.1.2 DESIGN CODE
Concrete Design Code:
A large number of Indian Standard (IS) codes are available that are meant for virtually every aspect
of civil engineers in their educational or professional life. Civil engineers engaged in construction
activities of large projects usually have to refer to a good number of IS codes. In CHAPTER-2 of
this project I provided all the various Indian codes that are used and structures are designed by the
certified licensed engineers. Similarly, Etabs software also provided with all such codes and gives
the analysis results as per the Indian code.
We get a list showing all the Concrete Design Codes that are available in the Etabs programme
on the left is the name of Code that is available in Etabs programme and the Right is the name of
the country which that standard is used.

Figure 4.1.3: Concrete Design Codes
User can just left click on desired standard code and the program will design according to that
standard.
Steel Section Database:
In steel section database there are various options to understand these options further we will move
over to this table on left are the steel sections that are needed in etabs programme and on the right
is the name of the countries in which these steel sections are used.

Figure 4.1.4: Steel Sections
Design Code option is used for steel frame design and when advanced guidelines are available it
can also be used for composite beam design and steel connection design following is the list
showing all the available steel design codes that are available in etabs programme.
In model initialization window select user built in settings we get a list of all design steel codes
that are available in etabs to understand better see the below figure.
Figure 4.1.5: Model Initialization

Design Parameters:
The program Contains a number of parameters that are needed to perform design as per
IS:13920. It accepts all parameters that are needed to perform design as per IS:456-2000 over and
above it has some other parameters that are required only when design is performed as per
IS:13920. Default parameter values have been selected such that they are frequently used numbers
for conventional design requirements. These values may be changed to suit the particular design
being performed by these manual calculations contains a complete list of the available parameters
and their default values.
Supports:
Supports are specified as PINNED, FIXED or FIXED with different releases (known as FIXED
BUT). A pinned support has restraints against all translational movement and none against
rotational movement. In other words, a pinned support will have reactions for all forces but will
resist no moments. A fixed support has restraints against all directions of movement. Translational
and rotational springs can also be specified. The springs are represented in terms of their spring
constants. A translational spring constant is defined as the force to displace a support joint one
length unit in the specified global direction. Similarly, a rotational spring constant is defined as
the force to rotate the support joint one degree around the specified global direction.
Figure 4.1.6: Joint Assignment- Restraints

4.1.3 Load Cases and Definitions:
Loads in a structure can be specified as joint load, member load, temperature load and fixed
end member load. ETABS can also generate the self-weight of the structure and use it as uniformly
distributed member loads in analysis. Any fraction of this self-weight can also be applied in any
desired direction.
Joint loads:
Joint loads, both forces and moments, may be applied to any free joint of a structure. These
loads act in the global coordinate system of the structure. Positive forces act in the positive
coordinate directions. Any number of loads may be applied on a single joint, in which case the
loads will be additive on that joint.
Member load:
Three types of member loads may be applied directly to a member of a structure. These
loads are uniformly distributed loads, concentrated loads, and linearly varying loads (including
trapezoidal). Uniform loads act on the full or partial length of a member. Concentrated loads act
at any intermediate, specified point. Linearly varying loads act over the full length of a member.
Trapezoidal linearly varying loads act over the full or partial length of a member. Trapezoidal
loads are converted into a uniform load and several concentrated loads. Any number of loads may
be specified to act upon a member in any independent loading condition. Member loads can be
specified in the member coordinate system or the global coordinate system. Uniformly distributed
member loads provided in the global coordinate system may be specified to act along the full or
projected member length.

Area/floor load:
Many times, a floor (bound by X-Z plane) is subjected to a uniformly distributed load. It
could require a lot of work to calculate the member load for individual members in that floor.
However, with the AREA or FLOOR LOAD command, the user can specify the area loads (unit
load per unit square area) for members. The program will calculate the tributary area for these
members and provide the proper member loads. The Area Load is used for one-way distributions
and the Floor Load is used for two-way distributions.
Figure 4.1.7: Define Load Patterns
Fixed end member load:
Load effects on a member may also be specified in terms of its fixed end loads. These loads
are given in terms of the member coordinate system and the directions are opposite to the actual
load on the member. Each end of a member can have six forces: axial; shear y; shear z; torsion;
moment y, and moment z.

Load Generator - Moving load, Wind & Seismic:
Load generation is the process of taking a load causing unit such as wind pressure, ground
movement or a truck on a bridge, and converting it to a form such as member load or a joint load
which can be then be used in the analysis.
Moving Load Generator:
This feature enables the user to generate moving loads on members of a structure. Moving
load system(s) consisting of concentrated loads at fixed specified distances in both directions on a
plane can be defined by the user. A user specified number of primary load cases will be
subsequently generated by the program and taken into consideration in analysis
Design Shear Strength of concrete
For solid slabs, the design shear strength for concrete shall be do c k, where k has the values
given below:
Table 4.1: Design Shear Strength of Concrete
Overall
depth of
slab, mm
300 or
more
275 250 225 200 175 150 or
less
k 1.00 1.05 1.10 1.15 1.20 1.25 1.30
Note: This provision shall not apply to flat slabs for which 31.6 shall apply.
Seismic Load Generator: [as per IS :1893-2016]
The ETABS seismic load generator follows the procedure of equivalent lateral load
analysis. It is assumed that the lateral loads will be exerted in X and Z directions and Y will be the
direction of the gravity loads. Thus, for a building model, Y axis will be perpendicular to the floors
and point upward (all Y joint coordinates positive). For load generation per the codes, the user is
required to provide seismic zone coefficients, importance factors, and soil characteristic

parameters. Instead of using the approximate code-based formulas to estimate the building period
in a certain direction, the program calculates the period using Raleigh quotient technique. This
period is then utilized to calculate seismic coefficient C. After the base shear is calculated from
the appropriate equation, it is distributed among the various levels and roof per the specifications.
The distributed base shears are subsequently applied as lateral loads on the structure. These loads
may then be utilized as normal load cases for analysis and design.
Wind Load Generator: [as per IS:875(PART 3) -1987].
The Etabs Wind Load generator is capable of calculating wind loads on joints of a structure
from user specified wind intensities and exposure factors. Different wind intensities may be
specified for different height zones of the structure. Openings in the structure may be modelled
using exposure factors. An exposure factor is associated with each joint of the structure
and is defined as the fraction of the influence area on which the wind load acts. Built-in algorithms
automatically calculate the exposed area based on the areas bounded by members (plates and solids
are not considered), then calculates the wind loads from the intensity and exposure input and
distributes the loads as lateral joint loads.
4.2 Defining Structural Members:
Concrete Beams & Columns:
For defining Beam and Column members as per the IS CODE:456-2000
Go to Define Material Properties add new material
Select the following options Region – India
Material-Concrete Standard – Indian Grade – M30

Figure 4.1.8: Material Property
Column Details:
Column Section = 460 X 460 mm
Modification Factors must be applied to beams and columns as per IS code

Figure 4.1.9: Material modification of Column
Slab Design:
Go to Define Section Properties Slab Sections add new property
Wall material = M30
Thickness = 150mm
Wall Design:
Go to Define Section Properties Wall Section add new Material
4.3 Drawing and Assigning of Frames:
After defining the property, we draw the Structural Components Using Command Menu
Draw line for Beam for Beam and create Columns in the region to Create columns by which
Property Similarly Go to Draw menu select walls and slabs such that assigning is completed for
all the structural elements.

Figure 4.3: Drawing and Assigning of Frames
4.4 Supports:
To Assign Supports to the Foundation we first go to Foundation to the View Select all the
Joints.
Go to Assign Joint Restraint Fixed support. (Right click on any joint to verify joint
constraints)
Figure 4.4: Joints fast Restraints

4.5 Defining Loads & Combinations:
In Etabs all the load considerations are first defined and then Assigned these loads are
defined by Using Static Load cases command in Define menu
Go to Define Load Pattern.
Figure 4.5: Define Load Pattern.
Dead loads:
After defining all the loads Dead loads are assumed for External walls, internal walls in stand but
as in case of Etabs automatically these types of loadings are taken care by Software.
Live Loads:
Live loads are Assigned for Entire Structure including floor finish.
Wind Loads:
Wind Loads are assigned for entire as per IS: 875 Part 3-1987. Since the building modelled is G+5
Building having total height less than 12m no need to assign wind loads & earthquake loads.

Seismic Loads:
Seismic Loads are assigned as per the Indian Standard 1893-2016 by verifying all the necessary
factors regarding the site such as ZONE, SOILTYPE, AND RESPONSE REDUCTION factor in
X & Y direction. since our structure is of 3 floors no need to assign seismic loads.
Load Combinations:
Load Combinations are defined as per IS: 875 (Part2) as per limit state Design of RCC
Structures by Following load combinations had done based on the type of use of the structure.
The load assumed to be produced by the intended use of occupancy of structure Including the
weight of movable partitions, Distributed, Concentrated Loads, loads due to Impact and vibration.
The Principal Occupancy for which a Building or a part of Building i.e. used or Intended to be
used for the purpose of Classification of Building.
Refer IS: 875 PART 2
CLAUSE =2.2.1 to 2.2.8.
Clause = 3.2.1
Table = 1

4.6 Check model & Run Analysis:
After Completing the Step of Assigning, Defining, member Property, Frame properties,
Load Definitions, Load Combinations etc. check the model for any Instability Errors. If there are
any Errors it is quite Tedious to remove errors. Once the structure is from errors RUN Analysis.

Figure 4.6: Check model & Run Analysis

CHAPTER-5
RESULTS AND DISCUSSIONS
Analysis Results from Etabs:
After the completion of assigning, the model is then checked for any errors as stated above in
chapter 5.6. Then the analysis is to be run by clicking on ‘Run Analysis’.
Figure 5.1: Analysis Results from Etabs
This check is the basic stability check for stability. After the completion of the analysis, this
analysis report log is shown
This check is the basic stability check for stability. After the completion of the analysis, this
analysis report log is shown

Figure 5.2: Analysis complete
Concrete Design/Check:
The concrete structural elements are then checked using the option of ‘Run Design/Check’.

The figure above shows that all the concrete members in this model passed the design check
according to IS 456:2000.
Figure 5.3: Concrete frames Checks

Due to huge output results, a sample of a beam report and a column report are shown below:
Beam Result report:
Table 5.1: Concrete Frame Design
IS 456:2000 Beam Section Design
Level Element Unique
Name
Section
ID
Combo
ID
Station
Lock
Length
(mm)
LL RF
Story 5 B56 207 Beam
350*460
UD
Con38
150 5000 1
Table 5.2: Section Properties
B
(mm)
H
(mm)
bf
(mm)
ds(mm) Dct
(mm)
Dcb
(mm)
350 460 350 0 35 35
Table 5.3: Material Properties
Ec
(MPa)
fck
(MPa)
Lt.Wt.Factor
(Unitless)
Fy
(MPa)
Fys
(MPa)
27386.13 30 1 415 415
Design Code Parameters
ɣC
1.5
ɣS
1.15

Table 5.4: Factored Forces and Moments
Factored
Mu3 kN-m
Factored Tu3
kN-m
Factored
Vu3 kN-m
Factored Pu3
kN-m
-
62.2431
17.475
1
55.204 0
Table 5.5: Design Moments, Mu3 & Mt
Factored
Moment kN-
m
Factored Mt
kN-m
Factored
Moment kN-
m
Factored
Moment kN-
m
-
62.2431
27.411 0 -89.655
Table 5.6: Shear Force and Reinforcement for Shear, Vu2 & Tu
Shear Ve
kN
Shear
Vc kN
Shear Vs
kN
Shear
Vp kN
Shear
Asv/s kN
90.2266 62.942 120.485 50.2362 718.01

Table 5.7: Torsion Force and Torsion Reinforcement for Torsion, Tu & VU2
Tu kN-m Vu kN Core b1
Mm
Core d1
mm
Rebar
Asvt/s
mm2/m
17.475
1
55.20
4
25
0
450 566
42
Column Result Report:
ETABS 20 Concrete Frame Design
IS 456:2000 Column Section Design
Table 5.8: Section Properties of Column
b (mm) h (mm) Dc (mm) Cover
(torsion)
(mm)
460 460 60 30

Table 5.9: Material Properties Column
Ec
(MPa)
Fck
(MPa)
Lt.Wt
Factor
(unitless)
Fy
(MPa)
Fys
(MPa)
27386.13 30 1 415 415
Design Code Parameters
Table 5.10: Shear Design for Vu2 , Vu3
Shear
Vu
kN
Shear
VckN
Shear
VskN
Shear
VpkN
Rebar
Asv /s
mm²/
m
Majo
r,
Vu2
1.774
6
101.918
6
52.800
2
70.183
1
332.5
3
Mino
r,
Vu3
1.252 96.1587 48.000
4
63.048
9
554.2
2
ɣC
1.5
ɣS
1.15

Table 5.11: Beam/Column Capacity Ratio
Major Ratio Minor Ratio
N/A N/A
Table 5.12: Additional Moment Reduction Factor k (IS 39.7.1.1)
Ag
cm²
As
c
cm
²
PuzkN Pb kN Pu kN k
Unitles
s
15
00
14.
3
2469.49
13
944.96
47
1199.92
03
0.8327
64
Table 5.13: Shear Design for Vu2 , Vu3
Shear
Vu
kN
Shear
VckN
Shear
VskN
Shear
VpkN
Rebar
Asv/s
mm2/
m
Majo
r,
Vu2
1.774
6
101.918
6
52.800
2
70.183
1
332.53
Mino
r,
Vu3
1.252 96.1587 48.000
4
63.048
9
554.22

(1.1) Beam/Column Capacity Ratio
Major Ratio Minor Ratio
N/A N/A
Table 5.14: Additional Moment Reduction Factor k (IS 39.7.1.1)
Ag
cm²
As
c
cm
²
PuzkN Pb kN Pu kN k
Unitles
s
15
00
14.
3
2469.49
13
944.96
47
1199.92
03
0.8327
64
Table 5.15: Additional Moment (IS 39.7.1) (Part 2 of 2)
Ma Moment (kN-m)
0
0

SHEAR FORCE AND BENDING MOMENT DIAGRAMS:
Figure 5.4: Shear Force Diagram

CONCLUSION
➢ To understand the Basic principles of structures by Understanding the standard Indian
code. The scope of the study is to Produce good Structural work for performing Analysis
and Design for commercial structures.
➢ This facilities for the implementations of more effective & professional engineering
software
➢ Further in case of rectification it is simple to change the values at the place where error
occurred and the obtained results are generated in the output.
➢ The structure is Designed based on the Etabs, and the theory of limit state method which
provides which provide adequate strength, Serviceability, and Durability besides economy.
If any beam fails the dimensions of beam and column should be changed and reinforcement
detailing can be produced.
➢ This project is mainly concentrated with the analysis and design of multi-storied
commercial building with all possible cases of the load combinations as per IS Code using
ETABS-2016 meeting the design challenges are described in conceptual way.
➢ To understand the Basic principles of structures by Understanding the standard Indian
code. The scope of the study is to Produce good Structural work for performing Analysis
and Design for commercial structures.
➢ This facilities for the implementations of more effective & professional engineering
software
➢ Further in case of rectification it is simple to change the values at the place where error
occurred and the obtained results are generated in the output.
➢ ETABS is an advanced software which provides us a fast, efficient, easy to use and accurate
platform for analyzing and designing structures
➢ The structure is Designed based on the Etabs, and the theory of limit state method which
provides which provide adequate strength, Serviceability, and Durability besides economy.
If any beam fails the dimensions of beam and column should be changed and reinforcement
detailing can be produced.

Further Scope of Study:
1. Analysis and Design can be done for the same building by increasing the number of stories.
2. The same building can further be modelled in Revit Architecture for Architectural and
Aesthetic looks.

REFERENCES
1. IS: 875 (Part 1) – 1987 for Dead Loads, Indian Standard Code of Practice for Design Loads
(Other Than Earthquake) For Buildings and Structures, Bureau of Indian Standards, Manak
Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002.
2. IS: 875 (Part 2) – 1987 for Imposed Loads, Indian Standard Code of Practice for Design
Loads (Other Than Earthquake) For Buildings and Structures, Bureau of Indian Standards,
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002.
3. IS: 875 (Part 3) – 2015 for Wind Loads, Indian Standard Code of Practice for Design Loads
(Other Than Earthquake) For Buildings and Structures, Bureau of Indian Standards, Manak
4. IS: 875 (Part 5) – 1987 for Special Loads and Combinations, Indian Standard Code of
Practice for Design Loads (Other Than Earthquake) For Buildings and Structures, Bureau
of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002.
5. IS 1893 (Part 1)-2016, Indian Standard Criteria for Earthquake Resistant Design of
Structures, (Part 1-General Provisions and Buildings), Bureau of Indian Standards, Manak
6. IS 456-2000, Indian standard code of practice for plain and reinforced concrete (fourth
revision), Bureau of Indian Standards, New Delhi, July 2000.
7. SP: 16-1980, Design aids for reinforced concrete to IS: 456, Bureau of Indian standards,
New Delhi, 1980.
8. SP: 34-1987, Hand Book of Concrete Reinforcement and Detailing, Bureau of Indian
Standards, New Delhi, 1987.
9. Pilli, S.U. And Menon. D, “Reinforced concrete design”, Second edition, Tata Mc Graw
Hill Publishing Company Limited, New Delhi, 2003.
10. Jain, A.K. “Reinforced Concrete – Limit State Design”, Sixth edition, New Chand & Bros,
Roorkee, 2002.

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