Final

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ABSTRACT
The principle objective of this project is to analyze and design a framed structure [G + 1]
using STAAD Pro. The design involves load calculations and analyzing the whole structure
by STAAD Pro. The design methods used in STAAD-Pro analysis are Limit State Design
conforming to Indian Standard Code of Practice. STAAD.Pro features a state-of-the-art user
interface, visualization tools, powerful analysis and design engines with advanced finite
element and dynamic analysis capabilities. From model generation, analysis and design to
visualization and result verification, STAAD.Pro is the professional's choice. Initially we
started with the analysis of simple 2 dimensional frames and manually checked the accuracy
of the software with our results. The results proved to be very accurate. We analyzed and
designed a G + 1storey building initially for all possible load combinations [dead, live, and
seismic loads].
STAAD.Pro has a very interactive user interface which allows the users to draw the frame
and input the load values and dimensions. Then according to the specified criteria assigned it
analyses the structure and designs the members with reinforcement details for RCC frames.
We considered a 3-D RCC frame with the dimensions of 10 bays @4m in x-axis and 2 bays
@6m and 1 bay @3.4m in z-axis. The y-axis consisted of G +1 floors. The total numbers of
beams in each floor were 74 and the numbers of columns were 47. The floor height was
3.65m .The structure was subjected to self weight, dead load, live load, and seismic loads
under the load case details of STAAD.Pro. Seismic load calculations were done following IS
1893-2000. The materials were specified and cross-sections of the beam and column
members were assigned. The supports at the base of the structure were also specified as fixed.
The codes of practise to be followed were also specified for design purpose with other
important details. Then STAAD.Pro was used to analyse the structure and design the
members. In the post-processing mode, after completion of the design, we can work on the
structure and study the bending moment and shear force values with the generated diagrams.
We may also check the deflection of various members under the given loading combinations.
The design of the building is dependent upon the minimum requirements as prescribed in the
Indian Standard Codes. The minimum requirements pertaining to the structural safety of
buildings are being covered by way of laying down minimum design loads which have to be
assumed for dead loads, imposed loads, and other external loads, the structure would be
required to bear. Strict conformity to loading standards recommended in this code, it is
hoped, will ensure the structural safety of the buildings which are being designed. Structure
and structural elements were normally designed by Limit State Method.

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INTRODUCTION
Our project involves analysis and design of multi-storeyed [G +1] using a very popular
designing software STAAD Pro. We have chosen STAAD Pro because of its following
advantages:
 Easy to use interface.
 Conformation with the Indian Standard Codes.
 Versatile nature of solving any type of problem.
 Accuracy of the solution.
STAAD.Pro features a state-of-the-art user interface, visualization tools, powerful analysis
and design engines with advanced finite element and dynamic analysis capabilities. From
model generation, analysis and design to visualization and result verification, STAAD.Pro is
the professional's choice for steel, concrete, timber, aluminum and cold-formed steel design
of low and high-rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and
much more.
STAAD.Pro consists of the following:
The STAAD.Pro Graphical User Interface: It is used to generate the model, which can then
be analyzed using the STAAD engine. After analysis and design is completed, the GUI can
also be used to view the results graphically.
The STAAD analysis and design engine: It is a general-purpose calculation engine for
structural analysis and integrated Steel, Concrete, Timber and Aluminium design.
To start with we have solved some sample problems using STAAD Pro and checked the
accuracy of the results with manual calculations. The results were to satisfaction and were
accurate. In the initial phase of our project we have done calculations regarding loadings on
buildings and also considered seismic loads.
Structural analysis comprises the set of physical laws and mathematics required to study and
predicts the behavior of structures. Structural analysis can be viewed more abstractly as a
method to drive the engineering design process or prove the soundness of a design without a
dependence on directly testing it.

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To perform an accurate analysis a structural engineer must determine such information as
structural loads, geometry, support conditions, and materials properties. The results of such
an analysis typically include support reactions, stresses and displacements. This information
is then compared to criteria that indicate the conditions of failure. Advanced structural
analysis may examine dynamic response, stability and non-linear behaviour. The aim of
design is the achievement of an acceptable probability that structures being designed will
perform satisfactorily during their intended life. With an appropriate degree of safety, they
should sustain all the loads and deformations of normal construction and use and have
adequate durability and adequate resistance to the effects of seismic. Structure and structural
elements shall normally be designed by Limit State Method. Account should be taken of
accepted theories, experiment and experience and the need to design for durability. Design,
including design for durability, construction and use in service should be considered as a
whole. The realization of design objectives requires compliance with clearly defined
standards for materials, production, workmanship and also maintenance and use of structure
in service.
The design of the building is dependent upon the minimum requirements as prescribed in the
Indian Standard Codes. The minimum requirements pertaining to the structural safety of
buildings are being covered by way of laying down minimum design loads which have to be
assumed for dead loads, imposed loads, and other external loads, the structure would be
required to bear. Strict conformity to loading standards recommended in this code, it is
hoped, will not only ensure the structural safety of the buildings which are being designed.

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LOADS CONSIDERED
2.1 DEAD LOADS:
All permanent constructions of the structure form the dead loads. The dead load comprises of
the weights of walls, partitions floor finishes, false ceilings, false floors and the other
permanent constructions in the buildings. The dead load loads may be calculated from the
dimensions of various members and their unit weights. the unit weights of plain concrete and
reinforced concrete made with sand and gravel or crushed natural stone aggregate may be
taken as 24 kN/m" and 25 kN/m" respectively.
2.2 IMPOSED LOADS:
Imposed load is produced by the intended use or occupancy of a building including the
weight of movable partitions, distributed and concentrated loads, load due to impact and
vibration and dust loads. Imposed loads do not include loads due to wind, seismic activity,
snow, and loads imposed due to temperature changes to which the structure will be subjected
to, creep and shrinkage of the structure, the differential settlements to which the structure
may undergo.
2.3 WIND LOAD:
Wind is air in motion relative to the surface of the earth. The primary cause of wind is traced
to earth's rotation and differences in terrestrial radiation. The radiation effects are primarily
responsible for convection either upwards or downwards. The wind generally blows
horizontal to the ground at high wind speeds. Since vertical components of atmospheric
motion are relatively small, the term 'wind' denotes almost exclusively the horizontal wind,
vertical winds are always identified as such. The wind speeds are assessed with the aid of
anemometers or anemographs which are installed at meteorological observatories at heights
generally varying from 10 to 30 meters above ground.
2.4 SEISMIC LOAD:
Design Lateral Force

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The design lateral force shall first be computed for the building as a whole. This design
lateral force shall then be distributed to the various floor levels. The overall design seismic
force thus obtained at each floor level shall then be distributed to individual lateral load
resisting elements depending on the floor diaphragm action.

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WORKING WITH STAAD.Pro:
3.1 Input Generation:
The GUI (or user) communicates with the STAAD analysis engine through the STD input
file. That input file is a text file consisting of a series of commands which are executed
sequentially. The commands contain either instructions or data pertaining to analysis and/or
design. The STAAD input file can be created through a text editor or the GUI Modeling
facility. In general, any text editor may be utilized to edit/create the STD input file. The GUI
Modeling facility creates the input file through an interactive menu-driven graphics oriented
procedure.
Fig 3.1: STAAD input file
3.2 Types of Structures:
A STRUCTURE can be defined as an assemblage of elements. STAAD is capable of
analyzing and designing structures consisting of frame, plate/shell and solid elements. Almost
any type of structure can be analyzed by STAAD.
A SPACE structure, which is a three dimensional framed structure with loads applied in any
plane, is the most general.
A PLANE structure is bound by a global X-Y coordinate system with loads in the same
plane.
A TRUSS structure consists of truss members which can have only axial member forces and
no bending in the members.

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A FLOOR structure is a two or three dimensional structure having no horizontal (global X or
Z) movement of the structure [FX, FZ & MY are restrained at every joint]. The floor framing
(in global X-Z plane) of a building is an ideal example of a FLOOR structure. Columns can
also be modeled with the floor in a FLOOR structure as long as the structure has no
horizontal loading. If there is any horizontal load, it must be analyzed as a SPACE structure.
3.3 Generation of the structure:
The structure may be generated from the input file or mentioning the co-ordinates in the GUI.
The figure below shows the GUI generation method.
Fig 3.2: generation of structure through GUI
3.4 Material Constants:
The material constants are: modulus of elasticity (E); weight density (DEN); Poisson's ratio
(POISS); co-efficient of thermal expansion (ALPHA), Composite Damping Ratio, and beta
angle (BETA) or coordinates for any reference (REF) point. E value for members must be
provided or the analysis will not be performed. Weight density (DEN) is used only when self-
weight of the structure is to be taken into account.
If Poisson's ratio is not provided, STAAD will assume a value for this quantity based on the
value of E. Coefficient of thermal expansion (ALPHA) is used to calculate the expansion of
the members if temperature loads are applied. The temperature unit for temperature load and
ALPHA has to be the same.
3.5 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

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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.
3.6 Loads:
Loads in a structure can be specified as joint load, member load, temperature load and fixed-
end member load. STAAD 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.
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

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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& 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.
Seismic Load Generator:
The STAAD 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.
3.7 Section Types for Concrete Design:
The following types of cross sections for concrete members can be designed.
For Beams Prismatic (Rectangular & Square) & T-shape For Columns
Prismatic (Rectangular, Square and Circular)

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3.8 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. Over and
above it has some other parameters that are required only when designed 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 this manual contains a complete list of the available
parameters and their default values. It is necessary to declare length and force units as
Millimeter and Newton before performing the concrete design.
3.9 Beam Design:
Beams are designed for flexure, shear and torsion. If required the effect of the axial force may
be taken into consideration. For all these forces, all active beam loadings are prescanned to
identify the critical load cases at different sections of the beams. For design to be performed
as per IS: 13920 the width of the member shall not be less than 200mm. Also the member
shall preferably have a width-to depth ratio of more than 0.3.
Design for Flexure:
Design procedure is same as that for IS 456. However while designing following criteria are
satisfied as per IS-13920:
1. The minimum grade of concrete shall preferably be M20.
2. Steel reinforcements of grade Fe415 or less only shall be used.
3. The minimum tension steel ratio on any face, at any section, is given by:
pmin = 0.24Vfck/fy
The maximum steel ratio on any face, at any section, is given by pmax = 0.025
4. The positive steel ratio at a joint face must be at least equal to half the negative steel
at that face.
5. The steel provided at each of the top and bottom face, at any section, shall at least be
equal to one-fourth of the maximum negative moment steel provided at the face of either
joint.
Design for Shear:
The shear force to be resisted by vertical hoops is guided by the IS 13920:1993 revision.
Elastic sagging and hogging moments of resistance of the beam section at ends are
considered while calculating shear force. Plastic sagging and hogging moments of resistance
can also be considered for shear design if PLASTIC parameter is mentioned in the input file.
Shear reinforcement is calculated to resist both shear forces and torsional moments.

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3.10 Column Design:
Columns are designed for axial forces and biaxial moments per IS 456:2000. Columns are
also designed for shear forces. All major criteria for selecting longitudinal and transverse
reinforcement as stipulated by IS: 456 have been taken care of in the column design of
STAAD. However following clauses have been satisfied to incorporate provisions of IS
13920:
1 The minimum grade of concrete shall preferably be M20
2. Steel reinforcements of grade Fe415 or less only shall be used.
3. The minimum dimension of column member shall not be less than 200 mm. For columns
having unsupported length exceeding 4m, the shortest dimension of column shall not be less
than 300 mm.
4. The ratio of the shortest cross-sectional dimension to the perpendicular dimension shall
preferably be not less than 0.
5. The spacing of hoops shall not exceed half the least lateral dimension of the column,
except where special confining reinforcement is provided.
6. Special confining reinforcement shall be provided over a length lo from each joint face,
towards mid span, and on either side of any section, where flexural yielding may occur. The
length lo shall not be less than a) larger lateral dimension of the member at the section where
yielding occurs, b) 1/6 of clear span of the member, and c) 450 mm.
7. The spacing of hoops used as special confining reinforcement shall not exceed VV of
minimum member dimension but need not be less than 75 mm nor more than 100 mm.
3.11 Design Operations:
STAAD contains a broad set of facilities for designing structural members as individual
components of an analyzed structure. The member design facilities provide the user with the
ability to carry out a number of different design operations. These facilities may design
problem. The operations to perform a design are:
• Specify the members and the load cases to be considered in the design.
• Specify whether to perform code checking or member selection.
• Specify design parameter values, if different from the default values.
• Specify whether to perform member selection by optimization.
These operations may be repeated by the user any number of times depending upon the
design requirements.

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Earthquake motion often induces force large enough to cause inelastic deformations in the
structure. If the structure is brittle, sudden failure could occur. But if the structure is made to
behave ductile, it will be able to sustain the earthquake effects better with some deflection
larger than the yield deflection by absorption of energy. Therefore ductility is also required as
an essential element for safety from sudden collapse during severe shocks. STAAD has the
capabilities of performing concrete design as per IS 13920. While designing it satisfies all
provisions of IS 456 - 2000 and IS 13920 for beams and columns.
3.12 General Comments:
This section presents some general statements regarding the implementation of Indian Standard code
of practice (IS: 800-1984) for structural steel design in STAAD. The design philosophy and
procedural logistics for member selection and code checking are based upon the principles of
allowable stress design. Two major failure modes are recognized: failure by overstressing, and failure
by stability considerations. The flowing sections describe the salient features of the allowable stresses
being calculated and the stability criteria being used. Members are proportioned to resist the design
loads without exceeding the allowable stresses and the most economic section is selected on the basis
of least weight criteria. The code checking part of the program checks stability and strength
requirements and reports the critical loading condition and the governing code criteria. It is generally
assumed that the user will take care of the detailing requirements like provision of stiffeners and
check the local effects such as flange buckling and web crippling.
Allowable Stresses:
The member design and code checking in STAAD are based upon the allowable stress design method
as per IS: 800 (1984). It is a method for proportioning structural members using design loads and
forces, allowable stresses, and design limitations for the appropriate material under service conditions.
It would not be possible to describe every aspect of IS: 800 in this manual. This section, however, will
discuss the salient features of the allowable stresses specified by IS: 800 and implemented in STAAD.
Appropriate sections of IS: 800 will be referenced during the discussion of various types of allowable
stresses.
Multiple Analyses:
Structural analysis/design may require multiple analyses in the same run. STAAD allows the user to
change input such as member properties, support conditions etc. in an input file to facilitate multiple
analyses in the same run. Results from different analyses may be combined for design purposes. For
structures with bracing, it may be necessary to make certain members inactive for a particular load
case and subsequently activate them for another. STAAD. provides an INACTIVE facility for this
type of analysis.

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ANALYSIS OF G+1 RCC FRAMED STRUCTURE USING
STAAD.Pro
Fig 4.1: plan of the G+1 storey building
Fig 4.2: plan of beam and columns
Properties of beam and columns
Columns
R1-Rectangular Column (Size-0.30m*0.52m)
R2-Rectangular Column (Size-0.30m*0.45m)
R3-Square Column (Size-0.30m*0.30m)
Beam

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R4-Rectangular Beam (Size-0.225m*0.30m)
R8-Rectangular Beam (Size-0.300m*0.20m) [CBM]
4.1 Physical parameters of building:
Length = 8 bays @ 3.20m = 26
Width = 3 bays @ 5.6*2m and 2.7m =15.0m
Height = 4m + 1 storeys @ 3.6m = 73.3m
(1.0m parapet being non- structural for seismic purposes, is not considered of building frame
height)
Live load-3KN/m
Grade of concrete and steel
Used M30 concrete and Fe 415steel.
4.2 Generation of member property:
Fig 4.3: Generation of member property
Generation of member property can be done in STAAD.Pro by using the window as shown
above. The member section is selected and the dimensions have been specified. The beams
and the columns are having a dimension given above at the ground floor and at the other
floor.

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4.3 Supports:
Fig 4.4: fixing supports of the structure
4.4 Materials for the structure:
The materials for the structure were specified as concrete with their various constants as per standard
IS code of practice.
4.5 Loading:
The loadings were calculated partially manually and rest was generated using STAAD.Pro
load generator. The loading cases were categorized as:
Self-weight
Dead load from slab
Live load
Seismic load
Load combination
Self-weight
The self-weight of the structure can be generated by STAAD.Pro itself with the self-weight
command in the load case column.
Dead load from slab:

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Dead load from slab can also be generated by STAAD.Pro by specifying the floor thickness and the
load on the floor per sq. m. Calculation of the load per sq. m was done considering the weight of
beam, weight of column, weight of RCC slab, weight of terracing, external walls, internal walls and
parapet over roof.
Fig 4.5: the structure under DL from slab
Live load:
The live load considered in floor was 3 KN/sq m. The live loads were generated in a similar
manner as done in the earlier case for dead load in each floor. This may be done from the
member load button from the load case column.
Seismic load:
The seismic load values were calculated as per IS 1893-2002. STAAD.Pro has a seismic load
generator in accordance with the IS code mentioned.
Description:
The seismic load generator can be used to generate lateral loads in the X and Z directions
only. Y is the direction of gravity loads. This facility has not been developed for cases where
the Z axis is set to be the vertical direction using the "SET Z UP" command. Methodology:
The design base shear is computed by STAAD in accordance with the IS: 1893(Part 1)-2002.
V = Ah*W
Where, Ah = (Z*I*Sa)/ (2*R*g)
STAAD utilizes the following procedure to generate the lateral seismic loads.
-I- User provides seismic zone co-efficient and desired "1893(Part 1)-2002 specs"

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through the DEFINE 1893 LOAD command.
Program calculates the structure period (T).
Program calculates Sa/g utilizing T. -I- Program calculates V from the above equation. W is
obtained from the weight dataprovided by the user through the DEFINE 1893 LOAD
command.
The total lateral seismic load (base shear) is then distributed by the program among different
levels of the structure per the IS: 1893(Part 1)-2002 procedures.
Load combination:
The structure has been analyzed for load combinations considering all the previous loads in proper
ratio. In the first case a combination of self-weight, dead load, live load and wind load was taken in to
consideration. In the second combination case instead of wind load seismic load was taken into
consideration.
Fig 4.16: GUI showing the analyzing window

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DESIGN OF G + 1 RCC FRAMED BUILDING USING
STAAD.Pro
The structure was designed for concrete in accordance with IS code. The parameters such as
clear cover, Fy, Fc, etc were specified. The window shown below is the input window for the
design purpose. Then it has to be specified which members are to be designed as beams and
which member are to be designed as beams and columns.
fig 5.2: design specifications in STAAD.Pro
Fig 5.1: input window for design purpose.

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STAAD.Pro INPUT COMMAND FILE
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 03-Jul-15
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 3.2 0 0; 3 6.4 0 0; 4 9.6 0 0; 5 12.8 0 0; 6 16 0 0; 7 19.2 0 0;
8 22.4 0 0; 9 25.6 0 0; 10 0 0 5.6; 11 3.2 0 5.6; 12 6.4 0 5.6; 13 9.6 0 5.6;
14 12.8 0 5.6; 15 16 0 5.6; 16 19.2 0 5.6; 17 22.4 0 5.6; 18 25.6 0 5.6;
19 0 0 8.3; 20 3.2 0 8.3; 21 6.4 0 8.3; 22 9.6 0 8.3; 23 12.8 0 8.3;
24 16 0 8.3; 25 19.2 0 8.3; 26 22.4 0 8.3; 27 25.6 0 8.3; 28 0 0 13.9;
29 3.2 0 13.9; 30 6.4 0 13.9; 31 9.6 0 13.9; 32 12.8 0 13.9; 33 16 0 13.9;
34 19.2 0 13.9; 35 22.4 0 13.9; 36 25.6 0 13.9; 37 9.6 0 17.8; 38 12.8 0 17.8;
39 16 0 17.8; 40 0 3.65 0; 41 3.2 3.65 0; 42 6.4 3.65 0; 43 9.6 3.65 0;
44 12.8 3.65 0; 45 16 3.65 0; 46 19.2 3.65 0; 47 22.4 3.65 0; 48 25.6 3.65 0;
49 0 3.65 5.6; 50 3.2 3.65 5.6; 51 6.4 3.65 5.6; 52 9.6 3.65 5.6;
53 12.8 3.65 5.6; 54 16 3.65 5.6; 55 19.2 3.65 5.6; 56 22.4 3.65 5.6;
57 25.6 3.65 5.6; 58 0 3.65 8.3; 59 3.2 3.65 8.3; 60 6.4 3.65 8.3;
61 9.6 3.65 8.3; 62 12.8 3.65 8.3; 63 16 3.65 8.3; 64 19.2 3.65 8.3;
65 22.4 3.65 8.3; 66 25.6 3.65 8.3; 67 0 3.65 13.9; 68 3.2 3.65 13.9;
69 6.4 3.65 13.9; 70 9.6 3.65 13.9; 71 12.8 3.65 13.9; 72 16 3.65 13.9;
73 19.2 3.65 13.9; 74 22.4 3.65 13.9; 75 25.6 3.65 13.9; 76 9.6 3.65 17.8;
77 12.8 3.65 17.8; 78 16 3.65 17.8; 79 0 7.3 0; 80 3.2 7.3 0; 81 6.4 7.3 0;
82 9.6 7.3 0; 83 12.8 7.3 0; 84 16 7.3 0; 85 19.2 7.3 0; 86 22.4 7.3 0;
87 25.6 7.3 0; 88 0 7.3 5.6; 89 3.2 7.3 5.6; 90 6.4 7.3 5.6; 91 9.6 7.3 5.6;
92 12.8 7.3 5.6; 93 16 7.3 5.6; 94 19.2 7.3 5.6; 95 22.4 7.3 5.6;
96 25.6 7.3 5.6; 97 0 7.3 8.3; 98 3.2 7.3 8.3; 99 6.4 7.3 8.3; 100 9.6 7.3 8.3;
101 12.8 7.3 8.3; 102 16 7.3 8.3; 103 19.2 7.3 8.3; 104 22.4 7.3 8.3;
105 25.6 7.3 8.3; 106 0 7.3 13.9; 107 3.2 7.3 13.9; 108 6.4 7.3 13.9;

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109 9.6 7.3 13.9; 110 12.8 7.3 13.9; 111 16 7.3 13.9; 112 19.2 7.3 13.9;
113 22.4 7.3 13.9; 114 25.6 7.3 13.9; 115 9.6 7.3 17.8; 116 12.8 7.3 17.8;
117 16 7.3 17.8; 118 0 -1.5 0; 119 3.2 -1.5 0; 120 6.4 -1.5 0; 121 9.6 -1.5 0;
122 12.8 -1.5 0; 123 16 -1.5 0; 124 19.2 -1.5 0; 125 22.4 -1.5 0;
126 25.6 -1.5 0; 127 0 -1.5 5.6; 128 3.2 -1.5 5.6; 129 6.4 -1.5 5.6;
130 9.6 -1.5 5.6; 131 12.8 -1.5 5.6; 132 16 -1.5 5.6; 133 19.2 -1.5 5.6;
134 22.4 -1.5 5.6; 135 25.6 -1.5 5.6; 136 0 -1.5 8.3; 137 3.2 -1.5 8.3;
138 6.4 -1.5 8.3; 139 9.6 -1.5 8.3; 140 12.8 -1.5 8.3; 141 16 -1.5 8.3;
142 19.2 -1.5 8.3; 143 22.4 -1.5 8.3; 144 25.6 -1.5 8.3; 145 0 -1.5 13.9;
146 3.2 -1.5 13.9; 147 6.4 -1.5 13.9; 148 9.6 -1.5 13.9; 149 12.8 -1.5 13.9;
150 16 -1.5 13.9; 151 19.2 -1.5 13.9; 152 22.4 -1.5 13.9; 153 25.6 -1.5 13.9;
154 9.6 -1.5 17.8; 155 12.8 -1.5 17.8; 156 16 -1.5 17.8;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 1 10; 10 2 11;
11 3 12; 12 4 13; 13 5 14; 14 6 15; 15 7 16; 16 8 17; 17 9 18; 18 10 19;
19 11 20; 20 12 21; 21 13 22; 22 14 23; 23 15 24; 24 16 25; 25 17 26; 26 18 27;
27 19 28; 28 20 29; 29 21 30; 30 22 31; 31 23 32; 32 24 33; 33 25 34; 34 26 35;
35 27 36; 36 31 37; 37 32 38; 38 33 39; 39 37 38; 40 39 38; 41 28 29; 42 29 30;
43 31 30; 44 31 32; 45 32 33; 46 33 34; 47 34 35; 48 35 36; 49 19 20; 50 20 21;
51 21 22; 52 22 23; 53 23 24; 54 24 25; 55 25 26; 56 26 27; 57 17 18; 58 16 17;
59 15 16; 60 14 15; 61 13 14; 62 12 13; 63 11 12; 64 10 11; 65 1 40; 66 2 41;
67 3 42; 68 4 43; 69 5 44; 70 6 45; 71 7 46; 72 8 47; 73 9 48; 74 10 49;
75 11 50; 76 12 51; 77 13 52; 78 14 53; 79 15 54; 80 16 55; 81 17 56; 82 18 57;
83 19 58; 84 20 59; 85 21 60; 86 22 61; 87 23 62; 88 24 63; 89 25 64; 90 26 65;
91 27 66; 92 28 67; 93 29 68; 94 30 69; 95 31 70; 96 32 71; 97 33 72; 98 34 73;
99 35 74; 100 36 75; 101 37 76; 102 38 77; 103 39 78; 104 40 79; 105 41 80;
106 42 81; 107 43 82; 108 44 83; 109 45 84; 110 46 85; 111 47 86; 112 48 87;
113 49 88; 114 50 89; 115 51 90; 116 52 91; 117 53 92; 118 54 93; 119 55 94;
120 56 95; 121 57 96; 122 58 97; 123 59 98; 124 60 99; 125 61 100; 126 62 101;
127 63 102; 128 64 103; 129 65 104; 130 66 105; 131 67 106; 132 68 107;
133 69 108; 134 70 109; 135 71 110; 136 72 111; 137 73 112; 138 74 113;

21
139 75 114; 140 76 115; 141 77 116; 142 78 117; 143 76 77; 144 77 78;
145 72 78; 146 72 73; 147 73 74; 148 74 75; 149 75 66; 150 66 57; 151 57 48;
152 48 47; 153 47 46; 154 46 55; 155 55 56; 156 56 57; 157 56 47; 158 65 56;
159 65 66; 160 64 65; 161 64 55; 162 54 55; 163 63 64; 164 53 54; 165 54 63;
166 62 63; 167 63 72; 168 73 64; 169 74 65; 170 71 72; 171 71 62; 172 70 71;
173 77 71; 174 76 70; 175 69 70; 176 68 69; 177 67 68; 178 68 59; 179 69 60;
180 70 61; 181 60 61; 182 61 62; 183 60 51; 184 61 52; 185 52 53; 186 62 53;
187 51 52; 188 50 51; 189 59 60; 190 58 59; 191 59 50; 192 58 49; 193 67 58;
194 49 50; 195 50 41; 196 41 42; 197 42 43; 198 43 44; 199 44 45; 200 45 46;
201 54 45; 202 53 44; 203 52 43; 204 51 42; 205 40 49; 206 40 41; 207 115 109;
208 115 116; 209 116 117; 210 116 110; 211 117 111; 212 111 112; 213 112 113;
214 113 114; 215 109 108; 216 109 110; 217 110 111; 218 108 107; 219 106 107;
220 106 97; 221 97 88; 222 88 79; 223 79 80; 224 80 81; 225 82 81; 226 82 83;
227 84 83; 228 84 85; 229 85 86; 230 86 87; 231 96 87; 232 105 96; 233 104 95;
234 103 94; 235 102 93; 236 101 92; 237 100 91; 238 99 90; 239 98 89;
240 107 98; 241 108 99; 242 109 100; 243 110 101; 244 111 102; 245 112 103;
246 113 104; 247 114 105; 248 88 89; 249 89 90; 250 91 90; 251 91 92;
252 92 93; 253 93 94; 254 94 95; 255 95 96; 256 105 104; 257 103 104;
258 102 103; 259 101 102; 260 100 101; 261 99 100; 262 98 99; 263 97 98;
264 89 80; 265 90 81; 266 91 82; 267 92 83; 268 93 84; 269 94 85; 270 95 86;
271 1 118; 272 2 119; 273 3 120; 274 4 121; 275 5 122; 276 6 123; 277 7 124;
278 8 125; 279 9 126; 280 10 127; 281 11 128; 282 12 129; 283 13 130;
284 14 131; 285 15 132; 286 16 133; 287 17 134; 288 18 135; 289 19 136;
290 20 137; 291 21 138; 292 22 139; 293 23 140; 294 24 141; 295 25 142;
296 26 143; 297 27 144; 298 28 145; 299 29 146; 300 30 147; 301 31 148;
302 32 149; 303 33 150; 304 34 151; 305 35 152; 306 36 153; 307 37 154;
308 38 155; 309 39 156;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17

22
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
65 68 70 73 82 91 92 95 97 100 104 107 109 112 121 130 131 134 136 139 271 -
274 276 279 288 297 298 301 303 306 PRIS YD 0.304801 ZD 0.533401
66 67 69 71 72 74 TO 81 83 TO 90 93 94 96 98 99 105 106 108 110 111 -
113 TO 120 122 TO 129 132 133 135 137 138 272 273 275 277 278 280 TO 287 -
289 TO 296 299 300 302 304 305 PRIS YD 0.304801 ZD 0.457201
101 TO 103 140 TO 142 307 TO 309 PRIS YD 0.304801 ZD 0.304801
36 TO 40 49 51 55 TO 59 62 TO 64 143 TO 145 155 156 159 160 162 173 174 181 -
187 188 190 194 207 TO 211 248 TO 250 253 TO 257 261 -
263 PRIS YD 0.2286 ZD 0.304801
1 TO 8 41 TO 48 146 TO 148 152 153 170 172 175 TO 177 196 TO 200 206 -
212 TO 219 223 TO 230 PRIS YD 0.2286 ZD 0.457201
UNIT INCHES KN
MEMBER PROPERTY
9 17 18 26 27 30 TO 33 35 149 TO 151 167 168 171 180 192 193 205 220 TO 222 -
231 232 242 TO 245 247 PRIS YD 9 ZD 18
11 TO 15 28 29 154 178 179 201 TO 204 240 241 265 TO 269 PRIS YD 12 ZD 18
10 16 19 TO 25 34 50 52 TO 54 60 61 157 158 161 163 TO 166 169 182 TO 186 -
189 191 195 233 TO 239 246 251 252 258 TO 260 262 264 270 PRIS YD 12 ZD 8
UNIT METER KN
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
118 TO 156 FIXED
DEFINE 1893 LOAD
ZONE 0.24 RF 5 I 1.5 SS 2 ST 1 DM 0.05
SELFWEIGHT 1

23
MEMBER WEIGHT
9 17 27 30 32 33 35 149 151 167 168 180 193 205 220 222 231 242 244 245 -
247 UNI 16
1 TO 8 18 26 31 41 TO 48 146 TO 148 150 152 153 170 TO 172 175 TO 177 192 -
196 TO 200 206 212 TO 219 221 223 TO 230 232 243 UNI 11.8
12 TO 15 28 29 49 51 55 TO 59 62 154 TO 156 159 160 164 178 179 181 187 189 -
190 201 TO 203 240 241 250 252 254 TO 257 261 TO 263 266 TO 269 UNI 8
157 158 163 169 188 194 195 204 233 246 248 249 258 264 265 270 UNI 9.1
FLOOR WEIGHT
YRANGE 7.2 7.3 FLOAD 6.5
YRANGE 3.5 3.65 FLOAD 6.5
LOAD 1 LOADTYPE Seismic TITLE EQX
1893 LOAD X 1
LOAD 2 LOADTYPE Seismic TITLE EQZ
1893 LOAD Z 1
LOAD 3 LOADTYPE Dead TITLE DL
SELFWEIGHT Y 1
FLOOR LOAD
YRANGE 7.2 7.3 FLOAD -6.5 GY
YRANGE 3.5 3.65 FLOAD -6.5 GY
MEMBER LOAD
9 17 27 30 32 33 35 149 151 167 168 180 193 205 220 222 231 242 244 245 -
247 UNI GY -16
1 TO 8 18 26 31 41 TO 48 146 TO 148 150 152 153 170 TO 172 175 TO 177 192 -
196 TO 200 206 212 TO 219 221 223 TO 230 232 243 UNI GY -11.8
12 TO 15 28 29 49 51 55 TO 59 62 154 TO 156 159 160 164 178 179 181 187 189 -
190 201 TO 203 240 241 250 252 254 TO 257 261 TO 263 266 TO 269 UNI GY -8
157 158 163 169 188 194 195 204 233 246 248 249 258 264 265 270 UNI GY -9.1
LOAD 4 LOADTYPE Live REDUCIBLE TITLE LL
FLOOR LOAD
YRANGE 3.6 3.65 FLOAD -3 GY

24
YRANGE 7.2 7.3 FLOAD -3 GY
LOAD COMB 5 D.L+L.L
3 1.0 4 1.0
LOAD COMB 6 1.5 D.L+L.L
3 1.5 4 1.5
LOAD COMB 7 D.L+EQ(X)
3 1.5 1 1.5
LOAD COMB 8 D.L+EQ(-X)
3 1.5 1 -1.5
LOAD COMB 9 D.L+EQ(Z)
3 1.5 2 1.5
LOAD COMB 10 D.L+EQ(-Z)
3 1.5 2 -1.5
LOAD COMB 11 D.L+50%L.L+EQ(X)
3 1.2 4 0.6 1 1.2
LOAD COMB 12 D.L+50%L.L+EQ(-X)
3 1.2 4 0.6 1 -1.2
LOAD COMB 13 D.L+50%L.L+EQ(Z)
3 1.2 4 0.6 2 1.2
LOAD COMB 14 D.L+50%L.L+EQ(-Z)
3 1.2 4 0.6 2 -1.2
LOAD COMB 15 0.9D.L+EQ(X)
3 0.9 1 1.5
LOAD COMB 16 0.9D.L+EQ(-X)
3 0.9 1 -1.5
LOAD COMB 17 0.9D.L+EQ(Z)
3 0.9 2 1.5
LOAD COMB 18 0.9D.L+EQ(-Z)
3 0.9 2 -1.5
PERFORM ANALYSIS
LOAD LIST 5

25
PRINT SUPPORT REACTION
LOAD LIST 6 TO 18
START CONCRETE DESIGN
CODE INDIAN
FC 25000 ALL
FYMAIN 450000 ALL
DESIGN BEAM 1 TO 64 143 TO 270
DESIGN COLUMN 65 TO 142 271 TO 309
END CONCRETE DESIGN
FINISH

26
ANALYSIS AND DESIGN RESULTS
Some of the sample analysis and design results have been shown below for beam number 24.
7.1 BEAM NO. 24 DESIGN RESULTS
B E A M N O. 24 D E S I G N R E S U L T S
M25 Fe450 (Main) Fe415 (Sec.)
LENGTH: 2700.0 mm SIZE: 203.2 mm X 304.8 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 675.0 mm 1350.0 mm 2025.0 mm 2700.0 mm
----------------------------------------------------------------------------
TOP 592.74 272.31 103.56 298.08 624.38
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 621.20 261.11 0.00 263.93 608.02
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 4-20í 4-20í 4-20í 4-20í 4-20í

27
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-20í 4-20í 2-20í 4-20í 4-20í
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 90 mm c/c @ 90 mm c/c @ 90 mm c/c @ 90 mm c/c @ 90 mm c/c
Fig 7.1: Geometry of beam no. 24

28
Fig 7.2: Property of beam no. 24
Fig 7.3: Shear bending of beam no. 24

29
fig 7.5: Concrete design of beam no. 24
7.2 COLUMN NO.104 DESIGN RESULTS
LENGTH: 3650.0 mm CROSS SECTION: 533.4 mm X 304.8 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 8 END JOINT: 79 SHORT COLUMN
REQD. STEEL AREA : 2515.38 Sq.mm.
REQD. CONCRETE AREA: 160065.78 Sq.mm.
MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.98%, 3216.99 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c

30
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
Fig 7.6: Concrete design of column no. 3

31
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 1039.13 233.54 0.00 235.36 1038.81
BOTTOM 451.12 302.97 270.91 306.00 450.78
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 11-12í 8-12í 2-12í 8-12í 11-12í
BOTTOM 8-12í 8-12í 8-12í 8-12í 8-12í

32
7.1 COLUMN NO. 76 DESIGN RESULTS
C O L U M N N O. 76 D E S I G N R E S U L T S
LENGTH: 3650.0 mm CROSS SECTION: 457.2 mm X 304.8 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 16 END JOINT: 12 SHORT COLUMN
REQD. STEEL AREA : 2047.41 Sq.mm.
REQD. CONCRETE AREA: 137307.92 Sq.mm.
MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.62%, 2261.95 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

33
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 793.47 263.82 0.00 236.76 755.12
BOTTOM 459.27 270.33 126.37 258.82 447.38
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 5-16í 5-16í 2-16í 5-16í 5-16í
BOTTOM 7-10í 6-10í 6-10í 6-10í 7-10í
----------------------------------------------------------------------------

34
CONCLUSION
STAAD PRO has the capability to calculate the reinforcement needed for any concrete
section. The program contains a number of parameters which are designed as per IS:
456(2000). Beams are designed for flexure, shear and torsion.
Design for Flexure:
Maximum sagging (creating tensile stress at the bottom face of the beam) and hogging
(creating tensile stress at the top face) moments are calculated for all active load cases at each
of the above mentioned sections. Each of these sections are designed to resist both of these
critical sagging and hogging moments. Where ever the rectangular section is inadequate as
singly reinforced section, doubly reinforced section is tried.
Design for Shear:
Shear reinforcement is calculated to resist both shear forces and torsional moments. Shear
capacity calculation at different sections without the shear reinforcement is based on the
actual tensile reinforcement provided by STAAD program. Two-legged stirrups are provided
to take care of the balance shear forces acting on these sections.
Beam Design Output:
The default design output of the beam contains flexural and shear reinforcement provided
along the length of the beam.
Column Design:
Columns are designed for axial forces and biaxial moments at the ends. All active load cases
are tested to calculate reinforcement. The loading which yield maximum reinforcement is
called the critical load. Column design is done for square section. Square columns are
designed with reinforcement distributed on each side equally for the sections under biaxial
moments and with reinforcement distributed equally in two faces for sections under uni-axial
moment. All major criteria for selecting longitudinal and transverse reinforcement as
stipulated by IS: 456 have been taken care of in the column design of STAAD.

35
REFERENCE
Design of RCC structures by B.C PUNMIA
Structural analysis by S.RAMAMRUTHAM
STAAD Pro 2004 - Getting started & tutorials"
- Published by: R .E. I.
STAAD Pro 2004 - Technical reference manual" - Published
by: R.E.I.
IS 875 - BUREAU OF INDIAN STANDARDS MANAK
BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
IS 456 - BUREAU OF INDIAN STANDARDS MANAK
NEW DELHI 110002
IS 1893-2000 - BUREAU OF INDIAN STANDARDS MANAK
NEW DELHI 110002
IS 1893-2002 - BUREAU OF INDIAN STANDARDS MANAK
NEW DELHI 110002

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