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REPORT
ON
STRUCTURE ANALYSIS AND DESIGN OF
MULTISTOREY HOSPITAL BUILDING
SUSHANT GUPTA
Assistant Professor, Department of Civil Engineering
Page ii of 47
Table of Content
Content Page no.
Abstract ...........................................................................................................1
Chapter 1 ......................................................................................................2
1.1 Introduction...............................................................................................2
1.2 Features of STAAD Pro............................................................................3
Chapter 2 ......................................................................................................4
2.1 Introduction to Structure. .......................................................................4
2.2 Basic Detail of the structures ..................................................................4
2.3 Codes Used.................................................................................................5
Chapter 3 ......................................................................................................6
Modelling of Structure....................................................................................6
3.1Modelling....................................................................................................6
3.2 Assigning Supports..................................................................................7
3.3 Assigning Properties to Structure..........................................................8
Chapter 4 ......................................................................................................9
4.1 Seismic Loading.......................................................................................9
4.2 Dead Load………………………………………………………………11
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4.2.1 Self-weight .....................................................................................11
4.2.2 Wall Load........... ...........................................................................12
4.2.3 Load on Slab.................................................................................14
4.3 Live Load ..............................................................................................15
4.4 Load Combinations.................................................................................16
Chapter 5.......................................................................................18
STAAD Editor File.......................................................................................18
Chapter 6.....................................................................................................28
Analysis and Post Processing………….......................................................28
Chapter 7.....................................................................................................31
Design of Structure
7.1 Beam Design............................................................................................31
7.2 Design Of Columns.................................................................................32
Chapter 8.....................................................................................................34
Design of Stair Case......................................................................................34
Chapter 9........................................................................................38
Design of Foundation Using STAAD Pro
Conclusion………………………………………………………..42
Reference
Page 1 of 47
ABSTRACT
Structural design is the primary aspect of the civil engineering. The foremost basic in
structural engineering is the design of simple basic components and members of a building
viz., Slabs, Beams, Columns and Footings. The principle objective of this project is to
analyze and design a multi-storied reinforced concrete building [G + 3 (3-dimensional
frame)] using STAAD Pro. The design involves manual load calculations, analysis and
design of the whole structure using STAAD Pro. The design methods used in STAAD-Pro
analysis are Limit State Design conforming to Indian Standard Code of Practice. Structure
considered for analysis and design is 14.90 m high hospital building located in the seismic
zone IV. In this project, we study the effect of various load combinations on the structure
by analyzing the bending moment diagrams in post processing mode. The project involves
detailed drawings of column layout, foundation drawings, slab drawings, column detailing
and beam detailing.
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CHAPTER 1
1.1 INTRODUCTION:
Careful analysis and design of any structure plays an important role in its serviceability
and strength. It involves lot of manual calculations to determine the bending moment,
shear force, reactions, torsion etc. Structural design is the methodology to investigate the
stability, strength and rigidity of the structures. The main objective of the structural
analysis and design is to produce a stable structure which is capable of resisting all applied
loads without failure during its design life. If the structure is not designed or fabricated as
per the provisions, it might be possible that the actual applied loads may exceed the design
load, and the structure will probably fail to perform its intended function, with possible
serious consequences.
With the development in science, during last few decades there has been a growing
emphasis on using computer aided softwares and tools to analyze the structures. Most of
these computer aided softwares are based on FEA (Finite Element Analysis). With its
capability to solve the complex problems using matrix method along with accurate results,
researchers start taking keen interest in it and published many research articles (Al-Sabah
& Falter, 2015; Baskaran & Morley, 2007; Genikomsou & Polak, 2015; Gohnert, 2000;
Gupta, 2021; Gupta & Naval, 2020; Gupta & Singh, 2019, 2020, 2021; Hognestad, 1953;
Kwan, 2004; Park, 1964; Ramsay & Johnson, 1998; Salam Al-Sabah & Falter, 2013;
Sharma et al., 2019; A. Singh & Gupta, 2019; H. Singh et al., 2011) STAAD Pro is also
based on FEA and was firstly developed by Research Engineers International at Yorba
Linda, CA in year 1997. In late 2005, Research Engineers International was bought
by Bentley Systems.
STAAD. Pro is one of the most widely used structural analysis and design software. It
supports several steel, concrete and timber design codes (ACI 318-14, 2014; ASTM
D3039, 2017; BIS: IS 13920, 2016; BIS: IS 1893 Part 1, 2002; BIS: IS 456, 2000; BIS: IS
875 Part 2, 1983; BS EN 1992-1-1, 2008). We can analyze and design reinforced concrete
buildings, steel structures, water tanks, bridges etc. We can also perform static analysis and
dynamic analysis from modal extraction to time history and response spectrum analysis.
From model generation, analysis and design to visualization and result verification,
STAAD Pro. is the professional’s choice for steel, concrete, timber, aluminium and cold-
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formed steel design of low and high-rise buildings, culverts, petrochemical plants, tunnels,
bridges, piles and much more.
1.2 FEATURES OF STAAD 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
8. Results as per Indian standards, American Standards, Canadian Standards and other
Standards
9. Report Generation
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CHAPTER 2
2.1 INTRODUCTION TO STRUCTURE
Project work involves analysis and design of the reinforced concrete framed structure of
multi-storied [G + 3] hospital building located in seismic zone IV using analysis and
design software STAAD Pro as per Indian standard codes of practice (BIS: IS 456, 2000).
The total area of the building is 244.78 sqm where length of the building is 12.77m and
width of the building is 19.168m.
SCOPE OF WORK
Following points will be covered in project work
1. Modelling of the building in the STAAD. Pro.
2. Analysis of various structural components of the modal building.
3. Design the various elements of the building.
4. Plan the various components of the building viz. column positioning, size of
footings.
5. Detailing of different components
2.2 BASIC DETAIL OF THE STRUCTURE: -
It is a hospital building located in seismic zone IV. Geometry of the structure is given in
Table 2.1. Grade of concrete used is M30, Grade for Main steel is FE 500 and Grade of
Secondary steel is FE415.
Table 2.1 Description of geometry
Number of storeys G+3
Height of Ground floor 3.95m
Height of each floor except ground floor 3.65m
Height of the building 14.9 m
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2.3 CODES USED: -
Different codes used to determine the dead loads and live loads, to analyze and design the
structure are given in Table 2.2.
Table 2.2 Codes used
Code Title
(BIS: IS 456, 2000)
Code of practice for plain and reinforced concrete
(BIS: IS 875 Part 1,
1987)
Code of practice for design loads for buildings and structures-
part-1- dead load
(BIS: IS 875 Part 2,
1983)
Code of practice for design loads for buildings and structures-
part-2-imposed loads
(BIS: IS 13920, 2016) Code of practice for ductile detailing
(BIS: IS 1893 Part 1,
2002)
Criteria for earthquake resistant design of structures, part 1:
general provisions and buildings
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CHAPTER 3
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 the structure
4) Load and Definition
3.1 MODELLING
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
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 we make grid using grid generator to make plan as
shown in Figure 3.1.
Figure 3.1 Grid
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And then with the help of add beam, we will join the beams as shown in Figure 3.2
Figure 3.2 Plan of a building using irregular grid
3.2 ASSIGNING SUPPORTS
Supports are assigned at the base of the columns of the frame. Generally, fixed supports
are assigned so that columns will be fixed in its position. A fixed support has restraints
against all directions of movement. 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 selected nodes as shown in Figure 3.3.
Figure 3.3 Generation of structure with supports
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3.3 ASSIGNING PROPERTIES TO STRUCTURE
Size of columns and beams depends on the span and loading. Generally, depth of the beam
varies between span/10 to span/12. Similarly, width of the beam should be less than width
of the column to avoid overhang in beam. Width to depth ratio of beam and columns are
given in (BIS: IS 13920, 2016). The depth of the beam should be sufficient to counteract
the bending moment occurs due to loading. If section get fail the properties can be
changed. The section properties are shown in Figure 3.4.
Beam Size = 450mm x 350mm
Column Size = 550mm x 500mm
Figure 3.4 Property to Beams and Columns
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CHAPTER 4
LOAD CALCULATIONS ON STRUCTURE :
Various types of loading in STAAD PRO is explained below :
SEISMIC LOADING
DEAD LOAD
LIVE LOAD
4.1. SEISMIC LOADING:
To apply the seismic loading on the structure, there are two steps. First you have to define
the seismic load and then you have to assign the load to the structure. For definition,
different parameters are required viz. Zone factor, Importance Factor, Type of structure,
type of soil, depth of footing, damping ratio, response reduction factor etc. These
parameters are shown in Figure 4.1 and Table 4.1 and are procured from code (BIS: IS
1893 Part 1, 2002).
Table 4.1 Values of Zone factor (BIS: IS 1893 Part 1, 2002)
Figure 4.1 Defining Seismic Loading
Seismic zone II III IV V
Seismic Intensity Low Moderate severe Very severe
Z 0.10 0.16 0.24 0.36
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After definition of seismic loading, next task is to assign the seismic load on the structure
as shown in Figure 4.2 and 4.3 in x-direction and z-direction respectively. For that firstly,
we have to apply dead load and live load. After application of dead load and live we have
to copy them in STAAD editor in the form of member weight and floor weight under
seismic load definition (see chapter Editor File).
Figure 4.2 Seismic Forces in X - Direction
Figure 4.3 Seismic Forces in Z – Direction
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4.2 DEAD LOAD:
Generally following types of dead laods can be applied on structure
Self-Weight
Wall Load
Load on slab
4.2.1 SELF WEIGHT
Self-weight refers to the self-weight of any entity, such as a member (beams, slabs,
columns etc.) as shown in Figure 4.4 and Figure 4.5. When the self-weight command is
used as a Load Item, it is an instruction to STAAD. Pro to automatically consider the self-
weight of the listed members properties.
Figure 4.4 Assigning Self-weight
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Figure 4.5 Self-weight on Structure
4.2.2 WALL LOAD
To determine the load of the wall, thickness of wall, height of wall and density of wall
should be known. The density of the wall can be obtained from (BIS: IS 875 Part 1, 1987).
Wall load in KN/m = Thickness x Height x Density. Analytical calculations are shown in
Table 4.2. This load will be applied in form of member load on the beams on which walls
are resting as shown in Figure 4.6 and Figure 4.7.
Table 4.2 Wall Load
MAIN WALL OF GROUND FLOOR (.228 x 3.95 x 20) 18.012 KN/m
PARTITION WALL OF GROUND FLOOR = (.114 x
3.95 x 20)
9.06 KN/m
MAIN WALL OF FLOORS (EXCEPT GROUND
FLOOR) (.228 x 3.65 x 20)
16.644 KN/m
PARTITION WALL OF FLOORS (EXCEPT GROUND
FLOOR) (.114 x 3.65 x 20)
8.322 KN/m
Page 13 of 47
Figure 4.6 Assigning Wall load as member load
Figure 4.7 Wall Load Distribution on Floor
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4.2.3 LOAD ON SLAB
The dead load of the slab will only be calculated on the basis of analytical calculations as
shown in Table 4.3 and Table 4.4. To determine the self-weight of the slab, the density of
the reinforced concrete has been taken as 25 KN/m3 (BIS: IS 875 Part 1, 1987). The dead
load of the slab mainly depends on the thickness of the slab. To determine its thickness,
slabs should be designed as per design code (BIS: IS 456, 2000) to meet serviceability and
strength criteria. It means that slabs should be firstly designed analytically then after their
load will applied in STAAD. The floor load was not applied at plinth level because at
plinth level, the floor load will transfer to the soil and will not transfer to the footings.
From Yield line theory, it has been observed that two-way reinforced slab follows
trapezoidal distribution of area loading as shown in Figure 4.8.
Table 4.3 Load of Floor Slab
Thickness of slab 150 mm
Dead load of slab (=0.150 X 25) 3.75 kN/m
2
Floor Finish 1.5 kN/m
2
TOTAL LOAD 6.25 kN/m2
Load of sunk slab in toilets 5 kN/m
2
Table 4.4 Load on Terrace Slab
Thickness of slab 125 mm
Dead load of slab (= 0.125 X 25) 3.125kN/m
2
80 mm Pressed Brick (=0.8X17.5)
+ 120mm filling (= .120 x 20)
1.4 kN/m
2
2.4 kN/m2
TOTAL LOAD 6.925 kN/m
2
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Figure 4.8 Slab Load on First Floor (by Trapezoidal Method)
4.3 LIVE LOAD:
Live load was applied to structure as per Indian standard code (BIS: IS 875 Part 2, 1983)
in KN/m2 in the form uniform distributed load which also follows trapezoidal distribution.
Table 4.5 present the different values of live load depending on type of accommodation.
Live load was applied in the form of floor load which also follows trapezoidal distribution
as shown in Figure 4.9.
Table 4.5 Live Load as per (BIS: IS 875 Part 2, 1983)
Accommodation Type Value
Load of Bath Rooms and toilet (on all floors) 2 kN/ m
2
X- Ray & Lab (only on ground floor) 3 kN/ m
2
O.P.D (only at ground floor) 2.5 kN/ m
2
Operation Theatre (only at third floor) 3 kN/ m
2
Private Room (all floors except ground floor) 2 kN/ m
2
Live Load on Stair Case (on all floors) 4 kN/ m2
Passages (on all floors) 4 kN/ m2
Emergency 3 kN/ m
2
General Ward 3 kN/ m
2
ICU 3 kN/ m
2
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Figure 4.9 Live Load Distribution by Trapezoidal Method
4.4 LOAD COMBINATIONS:
Seismic design code (BIS: IS 1893 Part 1, 2002) presented the different load combinations
incorporating earthquake forces, dead load and live load. The combination which gives
maximum bending moment, shear force will be used to determine the area of the steel in
the beams and columns. However, while designing the footings, live load will be reduced
by 30 percent.
In limit state design of RCC and Prestressed concrete structures the following load
combinations shall be used:
1) 1.5 (D L + I L)
2) 1.2(D L + I L +- E L)
3) 1.5 (D L +- E L)
4) 0.9 D L +- 1.5 E L
Positive and negative sign indicates the seismic force (EQ) acting in X and Z direction.
Page 17 of 47
Figure 4.10 Different load combinations
Page 18 of 47
CHAPTER 5
STAAD EDITOR FILE
MEMBER PROPERTY AMERICAN
68 TO 106 134 TO 172 200 TO 238 266 TO 304 332 TO 370 373 376 379 -
382 PRIS YD 0.45 ZD 0.35
41 TO 44 46 TO 66 107 TO 110 112 TO 132 173 TO 176 178 TO 198 239 TO 242 244 -
245 TO 264 305 TO 308 310 TO 330 371 372 374 375 377 378 380 381 383 TO 606 -607
PRIS YD 0.55 ZD 0.5
CONSTANTS
MATERIAL CONCRETE ALL
UNIT FEET KN
SUPPORTS
1 TO 4 6 TO 26 FIXED
UNIT METER KN
*****************EARTHQUAKE DEFINITION*********************
DEFINE 1893 LOAD
ZONE 0.24 RF 5 I 1 SS 3 ST 1 DT 2
*********************EARTHQUAKE LOADS***********************
SELFWEIGHT 1
MEMBER WEIGHT
134 TO 137 144 TO 147 154 156 TO 162 169 200 TO 203 210 TO 213 220 -
222 TO 228 235 266 TO 269 276 TO 279 286 288 TO 294 301 376 379 -
382 UNI 16.644
Page 19 of 47
138 TO 143 148 TO 153 155 163 TO 168 170 TO 172 204 TO 209 214 TO 219 221 -
229 TO 234 236 TO 238 270 TO 275 280 TO 285 287 295 TO 300 302 TO 303 -
304 UNI 8.322
69 76 135 142 201 208 267 274 333 340 373 376 379 382 UNI 17
68 TO 71 78 TO 81 88 90 TO 96 103 373 UNI 18.012
72 TO 77 82 TO 87 89 97 TO 102 104 TO 106 UNI 9.06
**************************FLOOR WEIGHT***************************
YRANGE 5.95 5.95 FLOAD 11.25 XRANGE 43.82 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 5.95 5.95 FLOAD 6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.026 GY
YRANGE 5.95 5.95 FLOAD 6.25 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 5.95 5.95 FLOAD 6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 5.95 5.95 FLOAD 6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 5.95 5.95 FLOAD 5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919 GY
YRANGE 9.6 9.6 FLOAD 11.25 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 9.6 9.6 FLOAD 6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.026 GY
YRANGE 9.6 9.6 FLOAD 6.25 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 9.6 9.6 FLOAD 6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 9.6 9.6 FLOAD 6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD 5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919 GY
YRANGE 13.25 13.25 FLOAD 11.25 XRANGE 43.822 49.08 ZRANGE -42.19 -37.93
GY
YRANGE 13.25 13.25 FLOAD 6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.03GY
YRANGE 13.25 13.25 FLOAD 6.25 XRANGE 49.08 56.57 ZRANGE -41.88 -30.919 GY
Page 20 of 47
YRANGE 13.25 13.25 FLOAD 6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919
GY
YRANGE 13.25 13.25 FLOAD 6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026
GY
YRANGE 13.25 13.25 FLOAD 5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919
GY
YRANGE 16.9 16.9 FLOAD 6.925 XRANGE 43.822 49.08 ZRANGE -42.193 -23.026
GY
YRANGE 16.9 16.9 FLOAD 6.925 XRANGE 49.08 56.57 ZRANGE -41.883 -26.919 GY
YRANGE 16.9 16.9 FLOAD 6.925 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026
GY
YRANGE 16.9 16.9 FLOAD 6.925 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026
GY
YRANGE 5.95 5.95 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 5.95 5.95 FLOAD 0.625 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 5.95 5.95 FLOAD 0.75 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 5.95 5.95 FLOAD 0.625 XRANGE 43.822 49.08 ZRANGE -26.919 -23.026
GY
YRANGE 5.95 5.95 FLOAD 2 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 5.95 5.95 FLOAD 2 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 5.95 5.95 FLOAD 0.75 XRANGE 52.071 56.56 ZRANGE -24.359 -23.026 GY
YRANGE 9.6 9.6 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -42.193 -34.386 GY
YRANGE 9.6 9.6 FLOAD 0.75 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 9.6 9.6 FLOAD 0.625 XRANGE 43.822 49.08 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD 0.625 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
Page 21 of 47
YRANGE 9.6 9.6 FLOAD 2 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 9.6 9.6 FLOAD 3 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD 0.75 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026 GY
YRANGE 13.25 13.25 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 13.25 13.25 FLOAD 0.75 XRANGE 43.82 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 13.25 13.25 FLOAD 0.625 XRANGE 43.82 49.08 ZRANGE -26.919 -23.026
GY
YRANGE 13.25 13.25 FLOAD 0.625 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919
GY
YRANGE 13.25 13.25 FLOAD 2 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 13.25 13.25 FLOAD 2 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 13.25 13.25 FLOAD 0.75 XRANGE 52.071 56.56 ZRANGE -24.359 -23.026
GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 43.822 49.08 ZRANGE -26.919 -23.026 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026 GY
YRANGE 16.9 16.9 FLOAD 0.5 XRANGE 52.071 56.566 ZRANGE -26.919 -24.359 GY
LOAD 1 LOAD TYPE EX
1893 LOAD X
LOAD 2 LOAD TYPE EZ
Page 22 of 47
1893 LOAD Z
***********************DEAD LOAD *******************************
LOAD 3 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1
MEMBER LOAD
**************************WALL LOAD **************************
68 TO 71 78 TO 81 88 90 TO 96 103 373 UNI GY -18.012
72 TO 77 82 TO 87 89 97 TO 102 104 TO 106 UNI GY -9.06
134 TO 137 144 TO 147 154 156 TO 162 169 200 TO 203 210 TO 213 220 -
222 TO 228 235 266 TO 269 276 TO 279 286 288 TO 294 301 376 379 -
382 UNI GY -16.644
138 TO 143 148 TO 153 155 163 TO 168 170 TO 172 204 TO 209 214 TO 219 221 -
229 TO 234 236 TO 238 270 TO 275 280 TO 285 287 295 TO 300 302 TO 303 -
304 UNI GY -8.322
*******************REACTION ON STAIR CASE********************
69 76 135 142 201 208 267 274 333 340 373 376 379 382 UNI GY -17
FLOOR LOAD
YRANGE 5.95 5.95 FLOAD -11.25 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93
GY
YRANGE 5.95 5.95 FLOAD -6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.026
GY
YRANGE 5.95 5.95 FLOAD -6.25 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919
GY
Page 23 of 47
YRANGE 5.95 5.95 FLOAD -6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919
GY
YRANGE 5.95 5.95 FLOAD -6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026
GY
YRANGE 5.95 5.95 FLOAD -5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919 GY
YRANGE 9.6 9.6 FLOAD -11.25 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 9.6 9.6 FLOAD -6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.026 GY
YRANGE 9.6 9.6 FLOAD -6.25 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 9.6 9.6 FLOAD -6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 9.6 9.6 FLOAD -6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD -5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919 GY
YRANGE 13.25 13.25 FLOAD -11.25 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93
GY
YRANGE 13.25 13.25 FLOAD -6.25 XRANGE 43.822 49.08 ZRANGE -37.93 -23.026
GY
YRANGE 13.25 13.25 FLOAD -6.25 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919
GY
YRANGE 13.25 13.25 FLOAD -6.25 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919
GY
YRANGE 13.25 13.25 FLOAD -6.25 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026
GY
YRANGE 13.25 13.25 FLOAD -5 XRANGE 54.985 56.568 ZRANGE -38.425 -30.919
GY
YRANGE 16.9 16.9 FLOAD -6.925 XRANGE 43.822 49.08 ZRANGE -42.193 -23.026
GY
Page 24 of 47
YRANGE 16.9 16.9 FLOAD -6.925 XRANGE 49.08 56.57 ZRANGE -41.883 -26.919
GY
YRANGE 16.9 16.9 FLOAD -6.925 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026
GY
YRANGE 16.9 16.9 FLOAD -6.925 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026
GY
********************LIVE LOAD ********************************
LOAD 4 LOADTYPE Live REDUCIBLE TITLE LIVE LOAD
FLOOR LOAD
YRANGE 5.95 5.95 FLOAD -2 XRANGE 43.82 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 5.95 5.95 FLOAD -2.5 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 5.95 5.95 FLOAD -3 XRANGE 43.82 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 5.95 5.95 FLOAD -2.5 XRANGE 43.82 49.08 ZRANGE -26.919 -23.026 GY
YRANGE 5.95 5.95 FLOAD -4 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 5.95 5.95 FLOAD -4 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 5.95 5.95 FLOAD -3 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026 GY
YRANGE 9.6 9.6 FLOAD -2 XRANGE 43.822 49.08 ZRANGE -42.193 -34.386 GY
YRANGE 9.6 9.6 FLOAD -3 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 9.6 9.6 FLOAD -2.5 XRANGE 43.822 49.08 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD -2.5 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 9.6 9.6 FLOAD -4 XRANGE 49.08 56.566 ZRANGE -30.919 -26.919 GY
YRANGE 9.6 9.6 FLOAD -4 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 9.6 9.6 FLOAD -3 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026 GY
YRANGE 13.25 13.25 FLOAD -2 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
Page 25 of 47
YRANGE 13.25 13.25 FLOAD -3 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 13.25 13.25 FLOAD -2.5 XRANGE 43.82 49.08 ZRANGE -26.919 -23.026
GY
YRANGE 13.25 13.25 FLOAD -2.5 XRANGE 49.08 56.57 ZRANGE -41.88 -30.919 GY
YRANGE 13.25 13.25 FLOAD -4 XRANGE 49.08 56.56 ZRANGE -30.919 -26.919 GY
YRANGE 13.25 13.25 FLOAD -4 XRANGE 49.08 52.07 ZRANGE -26.919 -23.026 GY
YRANGE 13.25 13.25 FLOAD -3 XRANGE 52.07 56.56 ZRANGE -24.359 -23.026 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 43.822 49.08 ZRANGE -42.193 -37.93 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 43.822 49.08 ZRANGE -37.93 -26.919 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 43.822 49.08 ZRANGE -26.919 -23.026 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 49.08 56.57 ZRANGE -41.883 -30.919 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 49.08 56.56 ZRANGE -30.919 -26.919 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 49.08 52.071 ZRANGE -26.919 -23.026 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 52.071 56.566 ZRANGE -24.359 -23.026 GY
YRANGE 16.9 16.9 FLOAD -2 XRANGE 52.071 56.566 ZRANGE -26.919 -24.359 GY
******************LOAD COMBINATIONS****************************
LOAD COMB 5 DEAD LOAD + LIVE LOAD
3 1.0 4 1.0
LOAD COMB 6 (DEAD LOAD + LIVE LOAD)
3 1.5 4 1.5
LOAD COMBINATION 7
3 1.2 4 1.2 1 1.2
LOAD COMBINATION 8
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3 1.2 4 1.2 1 -1.2
LOAD COMBINATION 9
3 1.2 4 1.2 2 1.2
LOAD COMBINATION 10
3 1.2 4 1.2 2 -1.2
LOAD COMBINATION 11
1 1.5 3 1.5
LOAD COMBINATION 12
1 -1.5 3 1.5
LOAD COMBINATION 13
2 1.5 3 1.5
LOAD COMBINATION 14
2 -1.5 3 1.5
LOAD COMBINATION 15
1 1.2 0.9
LOAD COMBINATION 16
1 -1.2 3 0.9
LOAD COMBINATION 17
2 1.2 3 0.9
LOAD COMBINATION 18
2 -1.2 3 0.9
PERFORM ANALYSIS PRINT ALL
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**********************START CONCRETE DESIGN***********************
CODE INDIAN
UNIT MMS NEWTON
CLEAR 50 MEMB 41 TO 44 46 TO 66 107 TO 110 112 TO 132 173 TO 176 178 TO 198
- 239 TO 242 244 TO 264 305 TO 308 310 TO 330 371 372 374 375 377 378 380 381 -
383 TO 607
CLEAR 70 MEMB 68 TO 106 134 TO 172 200 TO 238 266 TO 304 332 TO 370 373 376
- 379 382
FC 30 ALL
FYMAIN 500 ALL
FYSEC 500 ALL
MAXMAIN 25 ALL
MAXSEC 12 ALL
MINMAIN 12 ALL
MINSEC 8 ALL
DESIGN BEAM 68 TO 106 134 TO 172 200 TO 238 266 TO 304 332 TO 370 373 376 -
379 382
DESIGN COLUMN 41 TO 44 46 TO 66 107 TO 110 112 TO 132 173 TO 176 178 TO
198 -
239 TO 242 244 TO 264 305 TO 308 310 TO 330 371 372 374 375 377 378 380 381 -
383 TO 607
CONCRETE TAKE
END CONCRETE DESIGN
FINISH
Page 28 of 47
CHAPTER 6
ANALYSIS AND POST PROCESSING
ANALYSE THE STRUCTURE
The analysis was performed using the commands under the analyze menu in the modelling
mode. Select the Run Analysis option to perform Analysis/Design.
The Analysis status dialog box shown below appears. This dialog box displays the status
of the analysis process. If an error occurs during the analysis, the above dialog box
displays the error message. In this dialog box, we are also presented with three options as
shown in Figure 6.1..
View Output file
Go to post processing mode
Stay in modelling mode
After clicking “Go to post processing mode” a new dialog box will appear as shown in
Figure 6.2 to select the load cases. After that the post processing mode has been opened as
shown in Figure 6.3 in which we can determine maximum and minimum bending
moments, maximum and minimum shear force, reactions at footings, stresses in plates etc.
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Figure 6.1 Analyse and design window
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Figure 6.2 Go to post processing mode
Figure 6.3 Post Processing by load combinations
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CHAPTER 7
DESIGN OF STRUCTURE
The structure was designed for concrete in accordance with (BIS: IS 456, 2000). The
parameters were specified as shown in Figure 7.1.
clear cover
Fc (Compressive strength of concrete)
Fy main (Yield strength of main reinforcement)
Fy sec (Yield strength of secondary reinforcement)
Max. and min. size of main reinforcement
Max. and min. size of secondary reinforcement
Figure 7.1 Input window for parameters
7.1 BEAM DESIGN
Beams are designed for flexure, shear and torsion. Generally, we do not use STAAD. Pro
to design the beams however, to analyze the structure we give command “Design Beam”
as shown in Figure 7.2. The purpose of STAAD. Pro is to analyze the beams so that we
can procure bending moment and shear force from it. The obtained bending moments and
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shear force have been used to design the beams analytically with the help of excel sheets.
The ductile detailing code (BIS: IS 13920, 2016) recommended 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.
The design of beams is dependent upon the following factors:
1. Magnitude and type of loading
2. Duration of loading
3. Clear span
4. Material of the beam
5. Shape of the beam cross-section
Figure 7.2 Design specification in STAAD.pro
7.2 DESIGN OF COLUMNS
Analytical calculations of columns are very cumbersome to do in daily design practice
even with the help of excel sheets. Here the FEA plays an important role. STAAD contains
a broad set of facilities for designing structural members as individual components of an
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analyzed structure. The governing factors are length of column, loading conditions,
boundary constraints, grade of steel, grade of concrete etc. For modelling M30 grade of
concrete and Fe500 grade of steel has been used. The preliminary dimensions of the
columns have been chosen as per (BIS: IS 13920, 2016). Figure 7.3 show the
reinforcement details of Column 60 as highlighted in Figure 7.3.
Figure 7.3 Reinforcement in column no. 60
Page 34 of 47
CHAPTER 8
DESIGN OF STAIR CASE
Grade of concrete M30
Grade of Steel Fe-500
Tred 300mm
Riser 150mm
Figure 8.1 PLAN OF STAIR CASE
Assume thickness of waist slab = 200mm
Loading on waist slab
Step section = (1/2)*(Tread)*(Riser)=(1/2)*(0.300)*(0.152) = 0.0228 m2
Inclined slab = 0.3336 * 0.20 = 0.067 m2
Finishes = (0.30+0.152)*(0.030) = 0.0135 m2
Total area = 0.103 m2
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DL per m = 0.103 x 30 = 2.58 KN/m
DL/m2 plan = 8.60 KN/m2
Live Load on stair case is = 4.0 kN/m 2
Total Load = 12.6 kN/m 2
Take width of slab 1.06m
Load per m = 12.6 x 1.06 = 13.356 kN/m
Loading on Landing
Self-weight of slab = 0.2 x 30 = 6 kN/m 2
Finish = 0.03 x 30 = 0.9 kN/m 2
Live load = 4.0 kN/m 2
Total factored load = 16.35 x 1.06 = 17.331 kN/m
In distance 150 mm from wall and 75 mm in support only DL should be considered as
shown in Figure 8.2.
Figure 8.2 Loading on Stair Case
Reactions:
RA = 43.36 KN
RB = 39.84KN
Maximum Bending Moment= 46.94 KNm , at 2.16m from left hand support
Maximum shear = 43.36 KN
Page 36 of 47
Figure 8.3 Loading on stair case in STAAD
Effective depth of slab required
B.M= 0.133 * Fck * b * d2
Therefore d required = 105 mm < 200 mm provided O.K
Area of steel
46.94 X 10^6 = 0.87 * 500 * (Ast)( d-0.42*XU) , XU = 0.48d
Ast= 1820 mm2
Check for development length
Development length for 12mm bars = 47 = 564 mm
Moment of resistance of 12 – 12 mm bars , M1=(46.94)*(1357.16)/1286.40 = 49.51 KNm
V= 43.36 KN
Page 37 of 47
Let LO= 0 mm
LD ≤ 1.3*M1/V +LO
Or , ≤ 43mm
Since bar dia provided is 12mm < 43 mm O.K
Temperature steel = 0.12 % of bd = 285 mm2 , provide 1 - 10 dia @ 300 c/c
Design of Landing
Self-weight of slab = 0.2 x 30 = 6 kN/ m 2
Finish = .03 x 30 = 0.9 kN/ m 2
Live load = 4 kN/ m 2
Total factored load = 16.35 x 1.06 = 17.331 kN/ m
Effective span = 1.06+1.06+0.44+0.150 = 2.71m
Total load = 17.331x2.71 = 46.9 kN (Take width 1.06m)
Reaction from one flight = 39.84 kN
Reaction from both flights = 79.68 kN
Max. Bending moment = WuL/8 = (79.68+46.96)*2.71/8 = 42.9KNm
Max. Shear force = 126.64/2 = 63.32KN
Effective depth = 200mm
Area of steel is given by :
BM = 0.87fy*Ast*(d- (fy*Ast/fck*b))
Ast = 512.82mm2 , so provide 10-10mm dia bars in 1060mm wide landing giving area of
785mm2 > 512.82mm2
Provide 0.12% temperature reinforcement in landing slab
Page 38 of 47
CHAPTER 9
DESIGN OF FOUNDATIONS USING STAAD PRO.
With the help of STAAD Pro. We can do 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
There are different parameters are to be used to design the foundation.
Concrete and rebar
1. Unit weight of concrete
2. Min. Bar Spacing
3. Max. Bar spacing
4. Yield Strength of steel
5. Max. Bar size
Cover and soil
1. Soil Type
2. Bottom Clear Cover
3. Unit weight of soil
4. Soil Bearing Capacity
5. Depth of water table
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6. Cohesion
Footing Geometry
1. Footing Type
2. Min. Length
3. Min. Width
4. Min. Thickness
5. Max. Length
6. Max. Width
Design
To design the footings firstly, we have to determine the column reactions as shown in
Figure 9.1. After that these reactions were transferred to STAAD Foundation Advanced to
determine the area of the footing and to determine the area of the steel required. In case if
two isolated footings are overlapping then provide combined footing.
Figure 9.1 Column Reaction
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Figure 9.2 Column Position
Figure 9.3 Load Combination
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Figure 9.4 Different parameters for foundation design
Figure 9.5 Footing Reinforcement
Page 42 of 47
CONCLUSION
During this project, we analyze and design various members of the building subjected to
different combinations of loads. Relevant recommendations and guidelines from various
Indian standard codes (BIS: IS 13920, 2016; BIS: IS 1893 Part 1, 2002; BIS: IS 456, 2000;
BIS: IS 875 Part 1, 1987; BIS: IS 875 Part 2, 1983) were also taken care of. STAAD PRO
has the capability to calculate the reinforcement needed for any concrete section. Beams,
slabs and staircase were designed manually however, columns were designed using
STAAD. Pro.
Page 43 of 47
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