Structural anaysis and design of g + 5 storey building using bentley stadd pro software

SOFTWARE TRAINING REPORT
ON
STRUCTURALANAYSIS AND DESIGN OF G + 5 STOREYBUILDING
USING BENTLEY STADD PRO SOFTWARE
COMPLETED AT
SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENT
FOR THE AWARD OF THE DEGREE OF
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
SUBMITTED BY
SUNIL KUMAR MEENA

TABLE OF CONTENTS
Chapter Title Page No.
Declaration i
Acknowledgement ii
Table of Contents iii - v
List of Figures vi - viii
List of Tables ix
Abstract x
1 Introduction About Institute 1
1.1 Introduction To Institute 1
2 Introduction About Software 2 – 4
2.1 Introduction To Stadd Pro 2
2.2 Features ofStadd Pro 3
2.3 Types of Structures 4
3 Introduction About Project 5 - 6
3.1 Introduction To Structure 5
3.2 Basic Details ofStructure 5 – 6
3.3 Codes Used 6
3.4 Grade of MaterialUsed 6
iii

4 Modelling of Structure 7 – 11
4.1 Modelling 7
4.2 Assigning Supports 8 – 9
4.3 Assigning Properties To Structure 10 – 11
5 Loads and Definitions 12 - 22
5.1 Seismic Loading 12
5.1.1 Seismic Definition 12
5.1.2 DesignLateralForces 13
5.2 DeadLoad 14
5.2.1 SelfWeight 14
5.2.2 WallLoad 15 - 16
5.2.3 LoadOn Slab 17 - 19
5.3 Live Load 20
5.4 Load Combinations 21 - 22
6 Stadd Command File 23 - 32
7 Analysis and PostProcessing 33 - 36
7.1 Structure Analysis 33 - 34
7.2 PostProcessing 35 - 36
8 Designof Structure 37 - 43
iv

8.1 Concrete Design 37
8.2 DesignParameters 37 - 38
8.3 BeamDesign 38
8.4 Column Design 38
8.5 DesignCommands 38 - 39
8.6 DesignResults Samples ForColumn No.
75 and BeamNo. 1
39 - 43
9 Designof Foundation Using Stadd Pro 44 - 49
9.1 Foundation Design 44
9.2 DesignParameters 44 - 49
10 Conclusion 50 - 51
References 52
v

LIST OF FIGURES
Figure No. Title
Fig.2.1 Starting Page ofStadd Pro
Fig.3.1 Centre Line Plan of the Structure
Fig.4.1 Translational Repeatdialog box
Fig.4.2 GeneratedStructure Frame
Fig.4.3 Supports dialog box
Fig.4.4 Generationof Structure with Supports
Fig.4.5 Property dialog box
Fig.4.6 AssignedProperties
Fig.4.7 3D Rendered View of structure after assigning Properties
Fig.5.1 Seismic Parameters dialog box
Fig.5.2 Seismic Forces acting in X - direction
Fig.5.3 Seismic Forces acting in Z - direction
Fig.5.4 Self Weight acting on structure
Fig.5.5 Wall load dialog box for Loading
Fig.5.6 Wall load acting as Member Load
Fig.5.7 Load acting on Landing Beamof Stair Case
Fig.5.8 Slab Load distribution on Floor
vi

Fig.5.9 Slab Load on First Floor
Fig.5.10 Slab Load Calculationon Excelsheet(Part 1)
Fig.5.11 Slab Load Calculationon Excelsheet(Part 2)
Fig.5.12 Live Load distribution
Fig.5.13 Auto Load Combination dialog box
Fig.5.14 Different Load Combinations
Fig.7.1 Analysis command dialog box
Fig.7.2 Analysis Results
Fig.7.3 Bending Moments on EachBeamand Column
Fig.7.4 ShearForce in Y direction
Fig.7.5 Reactions onSupports in Y direction
Fig.8.1 DesignParameters dialog box
Fig.8.2 DesignCommands dialog box
Fig.8.3 Geometry of Column No. 75
Fig.8.5 Property of Column No. 75
Fig.8.6 ShearBending of Column No. 75
Fig.8.7 Concrete DesignofColumn No. 75
Fig.8.8 Concrete DesignofBeamNo. 1
Fig.9.1 Main Navigatordialog box
vii

Fig.9.2 Concrete and Reinforcementparameters
Fig.9.3 Coverand Soil parameters
Fig.9.4 Foundation Load Case
Fig.9.5 Column Reaction
Fig.9.6 Column Position
Fig.9.7 Elevationand Plan of Foundation
viii

LIST OF TABLES
Table No. Title
Table 3.1 Descriptionof the Building
Table 3.2 Codes Used
Table 5.1 Wall Load
Table 5.2 Slab and FloorLoads
Table 5.3 Live Load
ix

ABSTRACT
Structural design is the primary aspect of civil engineering. The foremost basic in structural
engineering is the design of simple basic components and members of a building i.e. Slabs,
Beams, Columns and Footings. In order to design them, it is important to first obtain the plan
of the particular building. Thereby depending on the suitability, plan layout of beams and the
position of columns are fixed. Thereafter, the vertical loads are calculated namely the dead
load and live load.
The principle objective of this project is to analyses and design a multi-storied reinforced
concrete building [G+5 (3 dimensional frame)] using STAAD Pro. The design involves
manual load calculations, analysis and design of whole structure using STAAD Pro. The
design methods used in STAAD Pro analysis are Limit State Design conforming to Indian
Standard Code of Practice. The structure is analysed and designed and detailed for self
weight, dead load, live load and seismic loads as per guidelines of Indian standard codes.
Structure considered for analysis and design is 19.75 m high Residential building located in
seismic zone IV. In this project we study the effect of various loads on structure by analysing
bending moment diagrams in post processing mode for various load combinations. The
detailed drawings of column layout, foundation drawings, slab drawings, and column
detailings are done.
x

1
CHAPTER – 1
INTRODUCTION ABOUT INSTITUTE
1.1 INTRODUCTION TO INSTITUTE

2
CHAPTER – 2
INTRODUCTION ABOUT SOFTWARE
2.1 INTRODUCTION TO STADD PRO
STAAD is the abbreviation for Structural Analysis and Design. STAAD.Pro is one of the
popular software that is used for analysing & designing structures like – buildings, towers,
bridges, industrial, transportation and utility structures. Designs may include any building
structures like tunnels, culverts, bridges, piles, petrochemical plants; and building materials
like timber, concrete, steel, cold-formed steel, and aluminium.
STAAD or STAAD.Pro was developed by Research Engineers International at Yorba Linda,
CA in 1997.
To get rid of the boring & time-consuming manual procedures Structural Engineers started
using automated software STAAD.Pro.
STAAD.Pro is one of the most widely-used software for developing and analysing the
designs of various structures, such as petrochemical plants, tunnels, bridges etc. STAAD.Pro
Connect, the latest version, allows civil engineering individuals to analyse structural designs
in terms of factors like force, load, displacements etc.
STAAD Pro is a structural design oriented program with a user interactive interface which
allows for the user working on it extremely easy. It can be used for modelling, designing and
analysing various structures and structural configurations.
It is extremely useful for buildings and other such structures insignificant of their uses
varying from residential to commercial to hospitals to offices. This software can be used for
all kinds of buildings of various architectural drawings under a plethora of loads. Other than
buildings, it is also useful for bridges to some extent and also foundation design and analysis.
Shear wall is another feature incorporated into it for design facilitation. Steel buildings
and connections can also be designed and successfully rendered to view the real-life
resembling images for detailed clarity.

3
2.2 FEATURES OF STADD PRO
1. Import/Export of Auto Cad 2D/3D files to start model.
2. Model Development (Graphical as well as Input Editor)
3. Model Visualization on screen.
4. GUI based modelling.
5. Isometric and Perspective view and 3D shapes.
6. Analysis and design tool.
7. Advanced automatic load generation facilities for area, floor and moving loads.
8. Input File/Output File
9. Results as per Indian and other standards.
10. Report Generation.
Fig.- 2.1 Starting Page of Stadd Pro

4
2.3 TYPES OF STRUCTURES
A STRUCTURE can be defined as an assemblage of elements. STAAD is capable of
analysing and designing structures consisting of frame, plate/shell and solid elements.
Almost any type of structure can be analysed 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 who can have only axial member forces
and no bending in the members.
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 analysed
as a SPACE structure.

5
CHAPTER – 3
INTRODUCTION ABOUT PROJECT
3.1 INTRODUCTION TO STRUCTURE
This project work involves analysis and design of reinforced concrete framed structure of
multi-storied (G+ 5) residential building located in seismic zone IV using analysis and design
software STAAD Pro as per Indian standard codes of practice.
The total area of the building is 166.52 sqm where length of the building is 22.149m and
width of the building is 7.518m.
SCOPE OF WORK
Following points will be covered in project work
1. Study of design of various elements of building.
2. Planning of various components of a building with column positioning.
3. Introduction of STAAD Pro.
4. Modelling of the building in the STAAD Pro giving all boundary conditions (supports,
loading etc.).
5. Analysis and Design of various structural components of the model building.
6. Study of analysis Data of the software.
7. Detailing of beams, columns, slab with section proportioning and reinforcement.
3.2 BASIC DETAILS OF THE STRUCTURE
It is a residential building located in Seismic Zone 4.

6
Number of storeys G+5
Floor Height 3m
Height of Building 19.75m
Shape of Building Rectangular
Type of Wall Brick Wall
Type of Supports Fixed Supports
Table – 3.1 Description of the Building
3.3 CODES USED
IS 875 (Part 1) - 1987 Code of Practice for Dead Loads
IS 875 (Part 2) - 1987 Code of Practice for Imposed Loads
IS 456 : 2000 Code of Practice for Plain and Reinforced Concrete
IS 13920 : 1993 Code of Practice for Ductile Detailing
Table – 3.2 Codes Used
3.4 GRADE OF MATERIAL USED
Concrete Grade – M25
Steel Grade – Fe500
Fig. – 3.1 Centre Line Plan of the Structure

7
CHAPTER – 4
MODELLING OF STRUCTURE
MODELLING OF STRUCTURE
Modelling of 3-D frame is shown in figures step by step. It includes:
1. Modelling of frame
2. Assigning supports
3. Assigning properties to structure
4. Loads and Definitions
4.1 MODELLING
Modelling means creating a structural model of the structure in staad. You should have
knowledge of engineering drawing and building drawings. Modelling also contains loading
on structure, and this will be given by client in some cases. 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 Modelling facility. In general, any text editor may be
utilized to edit/create the STD input file. The GUI Modelling facility creates the input file
through an interactive menu-driven graphics oriented procedure. First of all with translational
repeat option we make the plan by defining the axis of the plane.
Translational Repeat
This option allows us to copy (or repeat) the entire structure or a portion of the structure in a
linear direction. We may generate one or several copies of the selected components.

8
Fig. – 4.1 Translational Repeat dialog box
Fig. – 4.2 Generated Structure Frame
4.2 ASSIGNING SUPPORTS
This allows the user to define the support conditions of the structure. Supports are assigned to
all columns of the frame. Normally fixed supports are given. Supports are specified as
PINNED, FIXED, or FIXED with different releases. 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

9
restraints against all directions of movement. Translational and rotational springs can also be
specified. In general there is option of support. Click on support and then click on create to
give support by clicking all nodes of the frame and assign to view as shown in figure.
Fig. – 4.3 Supports dialog box
Fig. – 4.4 Generation of Structure with Supports

10
4.3 ASSIGNING PROPERTIES TO STRUCTURE
This allows the user to provide the cross-sectional properties of members with or without
the material specifications. Properties dialogue box allows the user to assign circular,
rectangular, trapezoidal, Tee, general, etc. cross-sections to the frame members. In the
considered building rectangular cross-sections to the members have been assigned.
Fig. – 4.5 Property dialog box
Fig. – 4.6 Assigned Properties

11
Fig. – 4.7 3D Rendered View of Structure after assigning Properties

12
CHAPTER – 5
LOADS AND DEFINITIONS
LOADS IN A STRUCTURE
Loads in a structure can be specified as seismic load, member load,dead load and live
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. Several loads are required to be defined before their application.
LOAD CALCULATION ON STRUCTURE
Various types of loading in STADD PRO is given below:
SEISMIC LOADING
DEAD LOAD
LIVE LOAD
5.1 SEISMIC LOADING
It means the application of an earthquake-generated agitation to a building structure or its
model. It happens at contact surfaces of a structure either with the ground, or with
adjacent structures, or with gravity waves from tsunami. Seismic load for the considered
building is applied in both X and Z direction. To assign a seismic load in a structure there
are two steps. First you have to define the seismic load and then you have to assign the
load to the structure.
5.1.1 SEISMIC DEFINITION
To calculate the seismic load acting on the structure, there are different parameters which
should be defined at first. On the basis of those factors using the standard formula,
defined in any standard code, the seismic load is calculated. In this particular part, those
parameters like zone factor, performance factor or the soil type have to be defined to
calculate the "Response acceleration coefficient". In IS-1893 the corresponding values
are given.

13
5.1.2 DESIGN LATERAL FORCES
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.
Fig. – 5.1 Seismic Parameters dialog box
Fig. – 5.2 Seismic Forces acting in X – direction

14
Fig. – 5.3 Seismic Forces acting in Z - direction
5.2 DEAD LOAD
All permanent constructions of the structure form the dead loads. The dead load
comprises of the weights of walls, partition walls, floor finishes, load of slab and the
other permanent constructions in the buildings. The dead load loads can be calculated
from the dimensions of various members and their unit weights. Dead load includes self-
weight, floor load and member loads. Dead load is always applied in –ve Y-axis.
5.2.1 SELF WEIGHT
Self-weight is the load on a structure imposed by its own weight. Self-weight is directly
influenced by the material density of the structure. Self weight is to be assigned to the
whole structure.
Fig. – 5.4 Self Weight acting on structure

15
5.2.2 WALL LOAD
This load is applied in the form of MEMBER LOAD.
Wall load calculations:
Main Wall of Floors (= 0.228 X 3 X 18 X
1.5)
18.52 KN/m
Partition Wall of Floors (= 0.1143 X 3 X
18 X 1.5)
9.26 KN/m
Parapet Wall (= 0.230 X 1 X 18 X 1.5) 6.21 KN/m
Load on Balcony (= 5KN/m2 X 2.134) 10.67 KN/m
Load on Landing Beam of Stair Case (=
6.142 X 1.5}
9.213 KN/m
Table – 5.1 Wall Load
Fig. – 5.5 Wall Load dialog box for loading

16
Fig. – 5.6 Wall Load acting as Member Load
Fig. - 5.7 Load acting on Landing Beam of Stair Case

17
5.2.3 LOAD ON SLAB
This load is applied in the form of FLOOR LOAD.
Load on slab calculation:
Thickness of Slab 140mm
Dead Load of Slab (= 0.140 X 25)
3.5 KN/m2
Floor Finish Load 1.5 KN/m2
Total Load 5 KN/m2
Load of Sunk Slab in Toilets (= 0.3 X 6
X 1.5)
2.7 KN/m2
Total Dead Load on Slab (S1) [(= 3 X
0.1143 X 3.048 X 18 X 1.33/ 5.486 X
3.048) + 5 + 2.7]
9.2 KN/m2
0.1143 X 7.544 X 18 X 1.33/ 5.486 X
4.470) + 5 + 2.7]
9.23 KN/m2
0.1143 X 2.692 X 18 X 1.33/ 4.470 X
3.327) + 5 + 2.7]
9.19 KN/m2
Total Dead Load on Slab (S4) 5 KN/m2
0.2286 X 7.5948 X 18 X 1.33/ 4.470 X
4.521) + 5]
11.17 KN/m2
Table – 5.2 Slab and Floor Loads

18
Fig. – 5.8 Slab Load distribution on Floor
Fig. – 5.9 Slab Load on First Floor

19
Fig. – 5.10 Slab Load Calculation on Excel sheet (Part 1)
Fig. – 5.11 Slab Load Calculation on Excel sheet (Part 2)

20
5.3 LIVE LOAD
Live load is applied to structure according to load coming on it in the form of people or
any other form in each floor in the form of udl. Live 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.
This load is applied in the form of surface load. The load values are taken from IS
875 ( part 2 ) - 1987:
Rooms 2 KN/m2
Kitchen 2 KN/m2
Toilets 2 KN/m2
Balconies 3 KN/m2
Dining Area 3 KN/m2
Live Load on Roof 0.75 KN/m2
Table – 5.3 Live Load
Fig. – 5.12 Live Load distribution

21
5.4 LOAD COMBINATIONS
A load combination results when more than one load type acts on the structure. Building
codes usually specify a variety of load combinations together with load factors (weightings)
for each load type in order to ensure the safety of the structure under different maximum
expected loading scenarios. The load combinations have been created with the command of
auto load combinations. By selecting the Indian code we can generate loads according to that
and then adding these loads. These combinations do not require to be assigned on members.
Hence all the loads are assigned on the structure we will move towards forward step.
Fig. – 5.13 Auto Load Combination dialog box

22
Fig. – 5.14 Different Load Combinations

23
CHAPTER – 6
STADD COMMAND FILE
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 31-May-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 5.48601 0 0; 3 0 0 -4.47001; 4 5.48601 0 -4.47001; 5 0 0 -7.51802;
6 5.48601 0 -7.51802; 7 8.81302 0 0; 8 8.81302 0 -4.47001;
9 8.81302 0 -7.51802; 10 13.334 0 0; 11 13.334 0 -4.47001;
12 11.505 0 -4.47001; 13 11.505 0 -7.51802; 14 13.334 0 -7.51802;
15 16.661 0 0; 16 16.661 0 -4.47001; 17 16.661 0 -7.51802; 18 22.147 0 0;
19 22.147 0 -4.47001; 20 22.147 0 -7.51802; 21 0 -1.75 0; 22 5.48601 -1.75 0;
23 0 -1.75 -4.47001; 24 5.48601 -1.75 -4.47001; 25 0 -1.75 -7.51802;
26 5.48601 -1.75 -7.51802; 27 8.81302 -1.75 0; 28 8.81302 -1.75 -4.47001;
29 8.81302 -1.75 -7.51802; 30 13.334 -1.75 0; 31 13.334 -1.75 -4.47001;
32 11.505 -1.75 -4.47001; 33 11.505 -1.75 -7.51802; 34 13.334 -1.75 -7.51802;
35 16.661 -1.75 0; 36 16.661 -1.75 -4.47001; 37 16.661 -1.75 -7.51802;
38 22.147 -1.75 0; 39 22.147 -1.75 -4.47001; 40 22.147 -1.75 -7.51802;
57 0 3.00001 0; 58 5.48601 3.00001 0; 59 0 3.00001 -4.47001;
60 5.48601 3.00001 -4.47001; 61 0 3.00001 -7.51802;
62 5.48601 3.00001 -7.51802; 63 8.81302 3.00001 0; 64 8.81302 3.00001 -4.47001;
65 8.81302 3.00001 -7.51802; 66 13.334 3.00001 0; 67 13.334 3.00001 -4.47001;
68 11.505 3.00001 -4.47001; 69 11.505 3.00001 -7.51802;
70 13.334 3.00001 -7.51802; 71 16.661 3.00001 0; 72 16.661 3.00001 -4.47001;
73 16.661 3.00001 -7.51802; 74 22.147 3.00001 0; 75 22.147 3.00001 -4.47001;
76 22.147 3.00001 -7.51802; 85 0 6.00001 0; 86 5.48601 6.00001 0;
87 0 6.00001 -4.47001; 88 5.48601 6.00001 -4.47001; 89 0 6.00001 -7.51802;
90 5.48601 6.00001 -7.51802; 91 8.81302 6.00001 0; 92 8.81302 6.00001 -4.47001;
93 8.81302 6.00001 -7.51802; 94 13.334 6.00001 0; 95 13.334 6.00001 -4.47001;

24
96 11.505 6.00001 -4.47001; 97 11.505 6.00001 -7.51802;
98 13.334 6.00001 -7.51802; 99 16.661 6.00001 0; 100 16.661 6.00001 -4.47001;
101 16.661 6.00001 -7.51802; 102 22.147 6.00001 0; 103 22.147 6.00001 -4.47001;
104 22.147 6.00001 -7.51802; 113 0 9.00002 0; 114 5.48601 9.00002 0;
115 0 9.00002 -4.47001; 116 5.48601 9.00002 -4.47001; 117 0 9.00002 -7.51802;
118 5.48601 9.00002 -7.51802; 119 8.81302 9.00002 0;
120 8.81302 9.00002 -4.47001; 121 8.81302 9.00002 -7.51802;
122 13.334 9.00002 0; 123 13.334 9.00002 -4.47001; 124 11.505 9.00002 -4.47001;
125 11.505 9.00002 -7.51802; 126 13.334 9.00002 -7.51802; 127 16.661 9.00002 0;
128 16.661 9.00002 -4.47001; 129 16.661 9.00002 -7.51802; 130 22.147 9.00002 0;
131 22.147 9.00002 -4.47001; 132 22.147 9.00002 -7.51802; 141 0 12 0;
142 5.48601 12 0; 143 0 12 -4.47001; 144 5.48601 12 -4.47001;
145 0 12 -7.51802; 146 5.48601 12 -7.51802; 147 8.81302 12 0;
148 8.81302 12 -4.47001; 149 8.81302 12 -7.51802; 150 13.334 12 0;
151 13.334 12 -4.47001; 152 11.505 12 -4.47001; 153 11.505 12 -7.51802;
154 13.334 12 -7.51802; 155 16.661 12 0; 156 16.661 12 -4.47001;
157 16.661 12 -7.51802; 158 22.147 12 0; 159 22.147 12 -4.47001;
160 22.147 12 -7.51802; 169 0 15 0; 170 5.48601 15 0; 171 0 15 -4.47001;
172 5.48601 15 -4.47001; 173 0 15 -7.51802; 174 5.48601 15 -7.51802;
175 8.81302 15 0; 176 8.81302 15 -4.47001; 177 8.81302 15 -7.51802;
178 13.334 15 0; 179 13.334 15 -4.47001; 180 11.505 15 -4.47001;
181 11.505 15 -7.51802; 182 13.334 15 -7.51802; 183 16.661 15 0;
184 16.661 15 -4.47001; 185 16.661 15 -7.51802; 186 22.147 15 0;
187 22.147 15 -4.47001; 188 22.147 15 -7.51802; 197 0 18 0; 198 5.48601 18 0;
199 0 18 -4.47001; 200 5.48601 18 -4.47001; 201 0 18 -7.51802;
202 5.48601 18 -7.51802; 203 8.81302 18 0; 204 8.81302 18 -4.47001;
205 8.81302 18 -7.51802; 206 13.334 18 0; 207 13.334 18 -4.47001;
208 11.505 18 -4.47001; 209 11.505 18 -7.51802; 210 13.334 18 -7.51802;
211 16.661 18 0; 212 16.661 18 -4.47001; 213 16.661 18 -7.51802;
214 22.147 18 0; 215 22.147 18 -4.47001; 216 22.147 18 -7.51802;
217 -0.762002 0 0; 218 -0.762002 0 -7.51802; 219 -0.762002 0 -4.47001;
220 -0.762002 3.00001 0; 221 -0.762002 3.00001 -7.51802;
222 -0.762002 3.00001 -4.47001; 223 -0.762002 6.00001 0;
224 -0.762002 6.00001 -7.51802; 225 -0.762002 6.00001 -4.47001;

25
226 -0.762002 9.00002 0; 227 -0.762002 9.00002 -7.51802;
228 -0.762002 9.00002 -4.47001; 229 -0.762002 12 0; 230 -0.762002 12 -7.51802;
231 -0.762002 12 -4.47001; 232 -0.762002 15 0; 233 -0.762002 15 -7.51802;
234 -0.762002 15 -4.47001; 235 -0.762002 18 0; 236 -0.762002 18 -7.51802;
237 -0.762002 18 -4.47001; 238 22.909 0 0; 239 22.909 0 -4.47001;
240 22.909 0 -7.51802; 241 22.909 3.00001 0; 242 22.909 3.00001 -4.47001;
243 22.909 3.00001 -7.51802; 244 22.909 6.00001 0; 245 22.909 6.00001 -4.47001;
246 22.909 6.00001 -7.51802; 247 22.909 9.00002 0; 248 22.909 9.00002 -4.47001;
249 22.909 9.00002 -7.51802; 250 22.909 12 0; 251 22.909 12 -4.47001;
252 22.909 12 -7.51802; 253 22.909 15 0; 254 22.909 15 -4.47001;
255 22.909 15 -7.51802; 256 22.909 18 0; 257 22.909 18 -4.47001;
258 22.909 18 -7.51802; 259 8.81302 1.5 -7.51802; 260 11.505 1.5 -7.51802;
261 8.81302 4.50001 -7.51802; 262 11.505 4.50001 -7.51802;
263 8.81302 7.50002 -7.51802; 264 11.505 7.50002 -7.51802;
265 8.81302 10.5 -7.51802; 266 11.505 10.5 -7.51802; 267 8.81302 13.5 -7.51802;
268 11.505 13.5 -7.51802; 269 8.81302 16.5 -7.51802; 270 11.505 16.5 -7.51802;
MEMBER INCIDENCES
1 1 2; 2 1 3; 3 2 4; 4 3 4; 5 3 5; 6 4 6; 7 5 6; 8 2 7; 9 4 8; 10 6 9; 11 7 8;
12 8 9; 13 7 10; 14 8 12; 15 10 11; 16 12 11; 17 9 13; 18 12 13; 19 13 14;
20 11 14; 21 10 15; 22 11 16; 23 14 17; 24 15 16; 25 16 17; 26 15 18; 27 16 19;
28 17 20; 29 18 19; 30 19 20; 31 1 21; 32 2 22; 33 3 23; 34 4 24; 35 5 25;
36 6 26; 37 7 27; 38 8 28; 39 9 29; 40 10 30; 41 11 31; 42 12 32; 43 13 33;
44 14 34; 45 15 35; 46 16 36; 47 17 37; 48 18 38; 49 19 39; 50 20 40; 71 1 57;
72 2 58; 73 3 59; 74 4 60; 75 5 61; 76 6 62; 77 7 63; 78 8 64; 79 9 259;
80 10 66; 81 11 67; 82 12 68; 83 13 260; 84 14 70; 85 15 71; 86 16 72;
87 17 73; 88 18 74; 89 19 75; 90 20 76; 99 57 58; 100 57 59; 101 58 60;
102 59 60; 103 59 61; 104 60 62; 105 61 62; 106 58 63; 107 60 64; 108 62 65;
109 63 64; 110 64 65; 111 63 66; 112 64 68; 113 66 67; 114 68 67; 115 65 69;
116 68 69; 117 69 70; 118 67 70; 119 66 71; 120 67 72; 121 70 73; 122 71 72;
123 72 73; 124 71 74; 125 72 75; 126 73 76; 127 74 75; 128 75 76; 137 57 85;
138 58 86; 139 59 87; 140 60 88; 141 61 89; 142 62 90; 143 63 91; 144 64 92;
145 65 261; 146 66 94; 147 67 95; 148 68 96; 149 69 262; 150 70 98; 151 71 99;
152 72 100; 153 73 101; 154 74 102; 155 75 103; 156 76 104; 165 85 86;
166 85 87; 167 86 88; 168 87 88; 169 87 89; 170 88 90; 171 89 90; 172 86 91;

26
173 88 92; 174 90 93; 175 91 92; 176 92 93; 177 91 94; 178 92 96; 179 94 95;
180 96 95; 181 93 97; 182 96 97; 183 97 98; 184 95 98; 185 94 99; 186 95 100;
187 98 101; 188 99 100; 189 100 101; 190 99 102; 191 100 103; 192 101 104;
193 102 103; 194 103 104; 203 85 113; 204 86 114; 205 87 115; 206 88 116;
207 89 117; 208 90 118; 209 91 119; 210 92 120; 211 93 263; 212 94 122;
213 95 123; 214 96 124; 215 97 264; 216 98 126; 217 99 127; 218 100 128;
219 101 129; 220 102 130; 221 103 131; 222 104 132; 231 113 114; 232 113 115;
233 114 116; 234 115 116; 235 115 117; 236 116 118; 237 117 118; 238 114 119;
239 116 120; 240 118 121; 241 119 120; 242 120 121; 243 119 122; 244 120 124;
245 122 123; 246 124 123; 247 121 125; 248 124 125; 249 125 126; 250 123 126;
251 122 127; 252 123 128; 253 126 129; 254 127 128; 255 128 129; 256 127 130;
257 128 131; 258 129 132; 259 130 131; 260 131 132; 269 113 141; 270 114 142;
271 115 143; 272 116 144; 273 117 145; 274 118 146; 275 119 147; 276 120 148;
277 121 265; 278 122 150; 279 123 151; 280 124 152; 281 125 266; 282 126 154;
283 127 155; 284 128 156; 285 129 157; 286 130 158; 287 131 159; 288 132 160;
297 141 142; 298 141 143; 299 142 144; 300 143 144; 301 143 145; 302 144 146;
303 145 146; 304 142 147; 305 144 148; 306 146 149; 307 147 148; 308 148 149;
309 147 150; 310 148 152; 311 150 151; 312 152 151; 313 149 153; 314 152 153;
315 153 154; 316 151 154; 317 150 155; 318 151 156; 319 154 157; 320 155 156;
321 156 157; 322 155 158; 323 156 159; 324 157 160; 325 158 159; 326 159 160;
335 141 169; 336 142 170; 337 143 171; 338 144 172; 339 145 173; 340 146 174;
341 147 175; 342 148 176; 343 149 267; 344 150 178; 345 151 179; 346 152 180;
347 153 268; 348 154 182; 349 155 183; 350 156 184; 351 157 185; 352 158 186;
353 159 187; 354 160 188; 363 169 170; 364 169 171; 365 170 172; 366 171 172;
367 171 173; 368 172 174; 369 173 174; 370 170 175; 371 172 176; 372 174 177;
373 175 176; 374 176 177; 375 175 178; 376 176 180; 377 178 179; 378 180 179;
379 177 181; 380 180 181; 381 181 182; 382 179 182; 383 178 183; 384 179 184;
385 182 185; 386 183 184; 387 184 185; 388 183 186; 389 184 187; 390 185 188;
391 186 187; 392 187 188; 401 169 197; 402 170 198; 403 171 199; 404 172 200;
405 173 201; 406 174 202; 407 175 203; 408 176 204; 409 177 269; 410 178 206;
411 179 207; 412 180 208; 413 181 270; 414 182 210; 415 183 211; 416 184 212;
417 185 213; 418 186 214; 419 187 215; 420 188 216; 429 197 198; 430 197 199;
431 198 200; 432 199 200; 433 199 201; 434 200 202; 435 201 202; 436 198 203;
437 200 204; 438 202 205; 439 203 204; 440 204 205; 441 203 206; 442 204 208;

27
443 206 207; 444 208 207; 445 205 209; 446 208 209; 447 209 210; 448 207 210;
449 206 211; 450 207 212; 451 210 213; 452 211 212; 453 212 213; 454 211 214;
455 212 215; 456 213 216; 457 214 215; 458 215 216; 459 1 217; 460 5 218;
461 218 219; 462 219 3; 463 217 219; 464 57 220; 465 61 221; 466 221 222;
467 222 59; 468 220 222; 469 85 223; 470 89 224; 471 224 225; 472 225 87;
473 223 225; 474 113 226; 475 117 227; 476 227 228; 477 228 115; 478 226 228;
479 141 229; 480 145 230; 481 230 231; 482 231 143; 483 229 231; 484 169 232;
485 173 233; 486 233 234; 487 234 171; 488 232 234; 489 197 235; 490 201 236;
491 236 237; 492 237 199; 493 235 237; 494 18 238; 495 19 239; 496 20 240;
497 238 239; 498 239 240; 499 74 241; 500 75 242; 501 76 243; 502 241 242;
503 242 243; 504 102 244; 505 103 245; 506 104 246; 507 244 245; 508 245 246;
509 130 247; 510 131 248; 511 132 249; 512 247 248; 513 248 249; 514 158 250;
515 159 251; 516 160 252; 517 250 251; 518 251 252; 519 186 253; 520 187 254;
521 188 255; 522 253 254; 523 254 255; 524 214 256; 525 215 257; 526 216 258;
527 256 257; 528 257 258; 529 259 65; 530 260 69; 531 259 260; 532 261 93;
533 262 97; 534 261 262; 535 263 121; 536 264 125; 537 263 264; 538 265 149;
539 266 153; 540 265 266; 541 267 177; 542 268 181; 543 267 268; 544 269 205;
545 270 209; 546 269 270;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17184e+07
POISSON 0.17
DENSITY 23.5615
ALPHA 5.5e-06
DAMP 0.05
G 9.28137e+06
TYPE CONCRETE
STRENGTH FCU 27578.9
END DEFINE MATERIAL
MEMBER PROPERTY
1 TO 30 99 TO 128 165 TO 194 231 TO 260 297 TO 326 363 TO 392 429 TO 458 531 -
534 537 540 543 546 PRIS YD 0.6 ZD 0.5
31 TO 50 71 TO 90 137 TO 156 203 TO 222 269 TO 288 335 TO 354 401 TO 420 529 -
530 532 533 535 536 538 539 541 542 544 545 PRIS YD 0.5 ZD 0.5

28
459 TO 528 PRIS YD 0.3 ZD 0.3
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
21 TO 40 FIXED
DEFINE IS1893 2016 LOAD
ZONE 0.24 RF 3 I 1.2 SS 1 ST 1 DM 0.05 DT 1.75
SELFWEIGHT 1
MEMBER WEIGHT
1 2 5 7 8 10 12 13 17 TO 21 23 26 28 TO 30 99 100 103 105 106 108 110 111 -
115 TO 119 121 124 126 TO 128 165 166 169 171 172 174 176 177 181 TO 185 -
187 190 192 TO 194 231 232 235 237 238 240 242 243 247 TO 251 253 256 258 -
259 TO 260 297 298 301 303 304 306 308 309 313 TO 317 319 322 324 TO 326 363 -
364 367 369 370 372 374 375 379 TO 383 385 388 390 TO 392 531 534 537 540 -
543 546 UNI 18.52
3 4 6 9 22 24 25 27 101 102 104 107 120 122 123 125 167 168 170 173 186 188 -
189 191 233 234 236 239 252 254 255 257 299 300 302 305 318 320 321 323 365 -
366 368 371 384 386 387 389 UNI 9.26
429 430 433 435 436 438 441 445 447 449 451 454 456 TO 458 UNI 6.21
459 TO 528 UNI 10.61
531 534 537 540 543 546 UNI 9.213
FLOOR WEIGHT
YRANGE 1.75 16.75 FLOAD 9.2 XRANGE 0 5.487 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD 9.2 XRANGE 16.661 22.148 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD 9.23 XRANGE 0 5.487 ZRANGE -4.471 0 GY
YRANGE 1.75 16.75 FLOAD 9.23 XRANGE 16.661 22.148 ZRANGE -4.471 0 GY
YRANGE 1.75 16.75 FLOAD 5 XRANGE 5.486 8.814 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD 5 XRANGE 13.334 16.662 ZRANGE -7.519 -4.47 GY
YRANGE 16.75 19.76 FLOAD 5 XRANGE 0 8.814 ZRANGE -7.519 0 GY
YRANGE 16.75 19.76 FLOAD 5 XRANGE 13.334 22.148 ZRANGE -7.519 0 GY

29
YRANGE 1.75 19.76 FLOAD 5 XRANGE -0.763 0 ZRANGE -7.519 0 GY
YRANGE 1.75 16.75 FLOAD 0.5 XRANGE 0 5.487 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 19.76 FLOAD 0.75 XRANGE -0.763 0 ZRANGE -7.519 0 GY
LOAD 1 LOADTYPE Seismic TITLE SEISMIC LOAD IN X DIRECTION
1893 LOAD X 1
LOAD 2 LOADTYPE Seismic TITLE SEISMIC LOAD IN Z DIRECTION
1893 LOAD Z 1
LOAD 3 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
MEMBER LOAD
1 2 5 7 8 10 12 13 17 TO 21 23 26 28 TO 30 99 100 103 105 106 108 110 111 -
115 TO 119 121 124 126 TO 128 165 166 169 171 172 174 176 177 181 TO 185 -
187 190 192 TO 194 231 232 235 237 238 240 242 243 247 TO 251 253 256 258 -
259 TO 260 297 298 301 303 304 306 308 309 313 TO 317 319 322 324 TO 326 363 -
364 367 369 370 372 374 375 379 TO 383 385 388 390 TO 392 531 534 537 540 -
543 546 UNI GY -18.52
3 4 6 9 22 24 25 27 101 102 104 107 120 122 123 125 167 168 170 173 186 188 -
189 191 233 234 236 239 252 254 255 257 299 300 302 305 318 320 321 323 365 -
366 368 371 384 386 387 389 UNI GY -9.26
429 430 433 435 436 438 441 445 447 449 451 454 456 TO 458 UNI GY -6.21
459 TO 528 UNI GY -10.61

30
531 534 537 540 543 546 UNI GY -9.213
FLOOR LOAD
YRANGE 1.75 16.75 FLOAD -9.2 XRANGE 0 5.487 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD -9.2 XRANGE 16.661 22.148 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD -9.23 XRANGE 0 5.487 ZRANGE -4.471 0 GY
YRANGE 1.75 16.75 FLOAD -9.23 XRANGE 16.661 22.148 ZRANGE -4.471 0 GY
YRANGE 1.75 16.75 FLOAD -5 XRANGE 5.486 8.814 ZRANGE -7.519 -4.47 GY
YRANGE 16.75 19.76 FLOAD -5 XRANGE 0 8.814 ZRANGE -7.519 0 GY
YRANGE 16.75 19.76 FLOAD -5 XRANGE 13.334 22.148 ZRANGE -7.519 0 GY
YRANGE 1.75 19.76 FLOAD -5 XRANGE -0.763 0 ZRANGE -7.519 0 GY
LOAD 4 LOADTYPE Live TITLE LIVE LOAD
FLOOR LOAD
YRANGE 1.75 16.75 FLOAD -2 XRANGE 0 5.487 ZRANGE -7.519 -4.47 GY
YRANGE 1.75 16.75 FLOAD -2 XRANGE 0 5.487 ZRANGE -4.471 0 GY
YRANGE 16.75 19.76 FLOAD -0.75 XRANGE 0 8.814 ZRANGE -7.519 0 GY
YRANGE 1.75 19.76 FLOAD -3 XRANGE -0.763 0 ZRANGE -7.519 0 GY
LOAD COMB 5 ULC, 1.5 DEAD + 1.5 LIVE
3 1.5 4 1.5

31
3 1.2 4 1.2
LOAD COMB 7 ULC, 1.2 DEAD + 1.2 LIVE + 1.2 SEISMIC (1)
3 1.2 4 1.2 1 1.2
LOAD COMB 8 ULC, 1.2 DEAD + 1.2 LIVE + 1.2 SEISMIC (2)
3 1.2 4 1.2 2 1.2
LOAD COMB 9 ULC, 1.2 DEAD + 1.2 LIVE + -1.2 SEISMIC (1)
3 1.2 4 1.2 1 -1.2
LOAD COMB 10 ULC, 1.2 DEAD + 1.2 LIVE + -1.2 SEISMIC (2)
3 1.2 4 1.2 2 -1.2
LOAD COMB 11 ULC, 1.5 DEAD
3 1.5
LOAD COMB 12 ULC, 1.5 DEAD + 1.5 SEISMIC (1)
3 1.5 1 1.5
3 1.5 2 1.5
LOAD COMB 14 ULC, 1.5 DEAD + -1.5 SEISMIC (1)
3 1.5 1 -1.5
3 1.5 2 -1.5
LOAD COMB 16 ULC, 0.9 DEAD
3 0.9
3 0.9 1 1.5
3 0.9 2 1.5
3 0.9 1 -1.5
3 0.9 2 -1.5
*****************************Foundation Load Case***************************
3 1.0 4 0.75
PERFORM ANALYSIS PRINT ALL

32
START CONCRETE DESIGN
CODE INDIAN
CLEAR 0.025 MEMB 1 TO 30 99 TO 128 165 TO 194 231 TO 260 297 TO 326 -
363 TO 392 429 TO 528 531 534 537 540 543 546
CLEAR 0.04 MEMB 31 TO 50 71 TO 90 137 TO 156 203 TO 222 269 TO 288 -
335 TO 354 401 TO 420 529 530 532 533 535 536 538 539 541 542 544 545
FC 25000 MEMB 1 TO 50 71 TO 90 99 TO 128 137 TO 156 165 TO 194 203 TO 222 -
231 TO 260 269 TO 288 297 TO 326 335 TO 354 363 TO 392 401 TO 420 -
429 TO 528
FYMAIN 500000 MEMB 1 TO 50 71 TO 90 99 TO 128 137 TO 156 165 TO 194 -
203 TO 222 231 TO 260 269 TO 288 297 TO 326 335 TO 354 363 TO 392 -
401 TO 420 429 TO 528
FYSEC 500000 ALL
DESIGN BEAM 1 TO 30 99 TO 128 165 TO 194 231 TO 260 297 TO 326 363 TO 392 -
429 TO 528 531 534 537 540 543 546
DESIGN COLUMN 31 TO 50 71 TO 90 137 TO 156 203 TO 222 269 TO 288 335 TO 354 -
401 TO 420 529 530 532 533 535 536 538 539 541 542 544 545
CONCRETE TAKE
END CONCRETE DESIGN
FINISH

33
CHAPTER – 7
ANALYSIS AND POST PROCESSING
7.1 STRUCTURE ANALYSIS
The STAAD PRO offers STAAD engine for general purpose Structural Analysis and
Design. The STAAD analysis engine performs analysis and design simultaneously.
However, to carry out the design, the design parameters too must be specified along with
geometry, properties, etc. before you perform the analysis. Also, note that you can
change the design code to be followed for design and code check before performing the
analysis / design. The STAAD PRO provides the user with the appropriate and the most
economic design of the members as prescribed in the design command. Along with the
design result reports, STAAD PRO itself analysis the structure and give warnings about
any of the discrepancies in the member parameters. The structure will be analysed to the
loads and this command will also show if there is any warning or error. The STAAD
analysis engine performs analysis and design sequentially with a single click.
Step – 1 Select Analysis and Design section then select Analysis Command and then
select All option from Analysis Command Dialog Box.
Step – 2 Select Run analysis option and the analysis will begin.
Step – 3 After Analysis in the new dialog box it shows Errors, Warnings and Notes.

34
Fig. – 7.1 Analysis Commands dialog box
Fig. – 7.2 Analysis Results

35
7.2 POST PROCESSING
We can see results in this mode. Post processing mode in STAAD will provide you the
results of the analysis you have carried out. The support reactions, support displacement,
bending moments, shear forces, axial forces, torsion can be seen and the structure can be
designed for the forces and moments occurring in the governing load combinations. The
figures shown below are under Dead Load. We can also see figures under Live Load or
other which we want.
Fig. – 7.3 Bending Moments on each Beam and Column

36
Fig. – 7.4 Shear Force in Y direction
Fig. – 7.5 Reactions on Supports in Y direction

37
CHAPTER – 8
DESIGN OF STRUCTURE
8.1 CONCRETE DESIGN
STAAD has capabilities of performing concrete design based on limit state method of IS
456 : 2000. STAAD.Pro Concrete Design is started by selecting the menu option
from STAAD.Pro. When this is done a link file is produced that contains the basic data
for creating concrete designs. This data is created each time the program is
started. Additional data that is created during the use of the program is stored, such as
the members, envelopes, design groups and design briefs is stored in a persistent
file. This means that if the program is closed and re-opened at a later date, the data
remains available and does not need to be re-entered.
8.2 DESIGN PARAMETERS
The program contains a several parameters which are needed to perform design as per IS:
456. Default parameter values have been selected such that they are frequently used
numbers for convention design requirements. These values may be changed to suit the
particular design being performed. The parameters such as clear cover, Fy, Fc, etc. are
specified. By selecting the code IS: 456 2000 for the concrete design we will then define
parameters for our design as:
Clear Cover
For beam members - 25 mm
For column members – 40 mm
Fc – Compressive strength of concrete = 25 Mpa
Fymain – yield strength of main reinforcement steel=500 Mpa
Fysec - yield strength of shear reinforcement = 500 Mpa

38
Fig. – 8.1 Design Parameters dialog box
8.3 BEAM DESIGN
Beams are designed for flexure, shear and torsion. For all these forces, all active beam
loadings are pre scanned to identify the critical load cases at different sections of the
beams.
8.4 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 yields maximum
reinforcement is called the critical load. Column design is done for square, rectangular
and circular sections. By default, square and rectangular columns are designed with
reinforcement distributed on each side equally. This may cause slightly
conservative results in some cases.
8.5 DESIGN COMMANDS
This option allows the user to specify the actual design command to be carried out. When
this button is pressed, the Design Command dialogue box appears with all available
design commands. Design commands include design of beams (horizontal members),
design of columns (vertical members), design of slab and take off.

39
Take off commands gives the approximate value of total amount of concrete and steel
used in the building.
Fig. – 8.2 Design Commands Dialog box
8.6 DESIGN RESULTS SAMPLES FOR COLUMN NO. 75 AND BEAM NO. 1
C O L U M N N O. 75 D E S I G N R E S U L T S
M25 Fe500 (Main) Fe500 (Sec.)
LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 500.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 15 END JOINT: 5 SHORT COLUMN
REQD. STEEL AREA : 3816.93 Sq.mm.
REQD. CONCRETE AREA: 246183.08 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 25 dia. (1.57%, 3926.99 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 4200.91 Muz1 : 266.04 Muy1 : 266.04
INTERACTION RATIO: 0.95 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------

40
WORST LOAD CASE: 15
END JOINT: 5 Puz : 4240.94 Muz : 275.56 Muy : 275.56 IR: 0.89
Fig. – 8.3 Geometry of Column No. 75

41
Fig. – 8.4 Property of Column No. 75
Fig. – 8.5 Shear Bending of Column No. 75

42
Fig. – 8.6 Concrete Design of Column No. 75
B E A M N O. 1 D E S I G N R E S U L T S
M25 Fe500 (Main) Fe500 (Sec.)
LENGTH: 5486.0 mm SIZE: 500.0 mm X 600.0 mm COVER: 30.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1371.5 mm 2743.0 mm 4114.5 mm 5486.0 mm
----------------------------------------------------------------------------
TOP 1205.96 480.25 480.25 480.25 1065.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 514.69 480.25 480.25 480.25 480.25
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1371.5 mm 2743.0 mm 4114.5 mm 5486.0 mm
----------------------------------------------------------------------------
TOP 6-16d 4-16d 4-16d 4-16d 6-16d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

43
BOTTOM 7-10d 7-10d 7-10d 7-10d 7-10d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d
REINF. @ 215 mm c/c @ 215 mm c/c @ 215 mm c/c @ 215 mm c/c @ 215 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF
THE SUPPORT
-----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT 812.0 mm AWAY FROM START SUPPORT
VY = 133.90 MX = -3.29 LD= 14
Provide 2 Legged 8d @ 215 mm c/c
SHEAR DESIGN RESULTS AT 812.0 mm AWAY FROM END SUPPORT
VY = -133.65 MX = -0.56 LD= 12
Provide 2 Legged 8d @ 215 mm c/c
Fig. – 8.7 Concrete Design of Beam No. - 1

44
CHAPTER – 9
DESIGN OF FOUNDATION USING STADD PRO
9.1 FOUNDATION DESIGN
Get efficient foundation design and documentation using plant-specific design tools, multiple
design codes with U.S. and metric bar sizes, design optimization, and automatic drawing
generation. STAAD Foundation Advanced provides you with a streamlined workflow
through its integration with STAAD.Pro or as a stand-alone application. You can design
virtually any type of foundation, from basic to the most complex.
 Easily model complex or simple footings, such as plant foundations supporting vertical
vessels, horizontal vessels, tanks and other footings.
 Quickly model common foundations such as isolated, combined, strip, pile caps, and many
more.
 Simplify challenging scenarios such as vibrating machine foundation, lateral analysis of
piers, or mat design using FEA.
 Efficiently use your structural model with the foundation model through integration with
STAAD.Pro, including automatically synced changes in both models.
9.2 DESIGN PARAMETERS
When you begin a new project, only the Project Info, Foundation Plan, Loads and Factor and
Job Setup groups will appear in the Main Navigator pane. The first three groups allow you to
specify the physical model upon which the foundation design is to be performed. This data is
global to all jobs which are created within a single project file.
A fourth group (Job Setup) allows you to create a new job or edit an existing job. It is only
when you create a New Job (a set of constraints for the program to use in performing a
foundation design) that groups related to the current design process will appear.
Now that you have created a job, a new group called “ Isolated Footing Job” is created in the
Main Navigator pane. This group allows you to enter design parameters like footing
geometry, concrete cover, soil parameters etc. The data contained within this job is local to

45
this isolated footing, but will make use of the common global data available to all jobs in the
project file.
Fig. – 9.1 Main Navigator dialog box
Concrete and Reinforcement
1. Unit weight of concrete
2. Minimum bar spacing
3. Maximum bar spacing
4. Strength of Concrete
5. Yield Strength of Steel
6. Minimum Bar Size – Footing Bottom and Top
7. Maximum Bar Size - Footing Bottom and Top
8. Minimum Pedestal Bar Spacing
9. Maximum Pedestal Bar Spacing

46
Fig. – 9.2 Concrete and Reinforcement parameters
Cover and Soil
1. Pedestal Clear Cover
2. Bottom Clear Cover
3. Unit weight of Soil
4. Base Value of soil Bearing Capacity
5. Depth of soil above footing

47
Fig. – 9.3 Cover and Soil parameters
Fig. – 9.4 Foundation Load Case

48
Fig. – 9.5 Column Reaction
Fig. – 9.6 Column Position

49
Fig. – 9.7 Elevation and Plan of Foundation

50
CHAPTER – 10
CONCLUSION
During this major project we were successfully able to analyse and design various
members of the building subjected to different combinations of loads. Relevant
recommendations and guidelines from various IS codes were also taken care of.
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.
Design Beam 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

51
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.

52
REFERENCES
1. DR. B.C PUNMIA. ASHOK KUMAR JAIN, ARUN KUMAR JAIN "LIMIT STATE
DESIGN OF REINFORCED CONCRETE".
2. BUREAU OF INDIAN STANDARDS IS 875 (PART 1 & PART 2) – 1987 CODE
OF PRACTICE FOR IMPOSED AND DEAD LOADS.
3. BUREAU OF INDIAN STANDARDS IS 456:2000 CODE OF PRACTICE FOR
PLAIN AND REINFORCED CONCRETE.
4. BUREAU OF INDIAN STANDARDS IS 13920-1993 CODE OF PRACTICE FOR
DUCTILE DETAILING".

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