ANALYSIS AND DESIGN OF MULTICOMPLEX
BUILDING AT TIRUNELVELI
A DESIGN PROJECT REPORT
Submitted by
NAME REG . NO
NAME REG . NO
NAME REG . NO
NAME REG . NO
in partial fulfilment for the award of the degree
of
BACHELOR OF ENGINEERING
IN
CIVIL ENGINEERING
XXXXX COLLEGE OF ENGINEERING,
CHENNAI - 6
ANNA UNIVERSITY: CHENNAI 6
ANNA UNIVERSITY: CHENNAI
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BONAFIDE CERTIFICATE
Certified that this project report DESIGN OF MULTICOMPLEX
BUILDING is the bonafide work of NAMES who carried out the project under my supervision.
SIGNATURE SIGNATURE
HEAD OF THE DEPARTMENT SUPERVISOR
Civil Engineering Civil Engineering
XXXXXXXXXXX XXXXXXXXXXXX
College of Engineering College of Engineering
Submitted to the viva voce held at XXXXXXXXXXXXX COLLEGE OF
ENGINEERING on..............................
INTERNAL EXAMINER EXTERNAL EXAMINER
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CONTENTS
PAGE NO
1 INTRODUCTION
1.1 Objectives 1.2 Analysis of framed structure 1.3 Design of structures 1.4 Slab 1.5 Beam 1.6 Column 1.7 Footing
2 PLAN, ELEVATION AND SECTION
2.1 Ground floor plan 2.2 First floor plan 2.3 Second floor plan 2.4 Third floor plan 2.5 Fourth floor plan 2.6 Fifth floor plan 2.7 Sixth floor plan 2.8 Seventh floor plan
3 ANALYSIS OF MULTISTOREY FRAME
3.1 Frame analysis
4 DESIGN
4.1 Design of slab
4.2 Design of beams
4.3 Design of column
4.4 Design of footing
5 CONCLUSION
6 REFERENCE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 35 40 54 61 62
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LIST OF DRAWING
I. Plan II. Elevation III. Section IV. Slab detailing V. Beam detailing VI. Column detailing VII. Footing detailing
LIST OF TABLES
I. Beam maximum bending moments
II. Beam maximum shear forces
III. Column maximum axial forces
IV. Column maximum bending moments
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ACKNOWLEDGEMENT
We thank the almighty for his kind guidance all throughout the tenure of this work
We take this opportunity to express our thanks to our beloved principal
Dr.S.Joseph Sekhar M.E., Ph.D and our correspondent Rev.Fr.Jesu Marian for
their co-operative guidance and encouragement.
We are extremely grateful to our beloved H.O.D, civil Engg, and Dr.S.Carmel Jawahar M.E., Ph.D for his help and encouragement.
We owe greatest debt of gratitude to our beloved guide Er.J.Sherin Nisha M.E
for her technical idea for the well completion of this project.
We sincerely acknowledgement thanks to our entire teaching and non-
teaching staff members.
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ABSTRACT
This report discusses on the Design of a Multicomplex building. This project
mainly includes the analysis and design of the building. The load conditions as
per code IS456 are assumed. The slab and beams are designed for bending,
shear and deflection limit.
The plan, Elevation, Section and Reinforcement retails are drawn in AutoCAD.
The analysis made in STADD Pro. Designs are made manually by using IS 456:
2000.
Design is carried out manually and it is based on IS 456- 2000. And detailing
was done for the structural elements as per SP 3.
Concrete grade of M20 and steel HYSD bars of grade Fe415 are used. Safe
Bearing Capacity of soil is taken as 180KN/m2. Footing is designed as Circular.
Plan and detailing are enclosed in this report.
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SYMBOLS
A - Total area
Ast - Area of tensile reinforcement
Asc - Area of compression reinforcement
D - Overall depth of beam or slab
d - Effective depth of beam or slab
Leff - Effective span of beam, slab or column
B.M - Bending moment
R.M - Resisting moment
m - Modular ratio
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fy - Characteristic strength of steel
V - Shear force
Z - Modules of section
cbc - Permissble stress in concrete in bending compression
st - Permissble stress in tensile steel
fck - Chracteristic strength of concrete
B - Breadth of footing
L - Length of footing
Pu - Ultimate load
W - Total load
v - Normal shear stress
c - Permissble shear stress
Ac - Area of concrete
d - Diameter of steel
DL - Dead load
LL - Live load
WL - Wind load
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CHAPTER 1
INTRODUCTION
1.1. GENERAL Soils having low bearing capacity are found in several parts of the world.
In Tamilnadu also low bearing capacity soil occur in many parts. The
basic problems associated with these types of deposits are low shear
strength and high compressibility. Whenever poor soil conditions are at
site such as, loose sand, soft clay, highly organic deposit or dumped
heterogeneous material are encountered the following are the alternatives
to overcome the problems.
i. Avoid the site by relocating the proposed structure at a site with
better soil conditions.
ii. Adopt a foundation system that recognizes the inadequacies of the
soil and transfers load to it in a manner that the inadequacies are
unable to cause any harm to the superstructure
iii. Adopt a foundation system that by-passes the poor soil and
transfers the load from the superstructure to better soil located from
below the poor soil.
iv. Improve or modify the properties of the soil either by excavating
the poor quality soil and replacing it with soil having better
engineering properties or by in-situ treatment without excavation
these processes are known as ground improvement or ground
modification.
Due to growth of population and scarcity of land, construction of
structures in poor soil is unavoidable.
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1.2. GROUND IMPROVEMENT AND MODIFICATION
The terms ground improvement and modification refer to the
improvement or modification to the engineering properties of the soil so
that soil posses properties that are acceptable to us for the proposed civil
engineering activity. The improved or modified soil exhibits satisfactory
performance when foundations, earth retaining structures are constructed
on within or using the soil.
The term Ground improvement means a permanent or long term
improvement and the term Ground modification means a temporary or
short term modification effected for the construction stage only.
Improvements in soil behaviour required are listed below.
i. An increase in the bearing capacity.
ii. A reduction in the amount of settlement and on the time in which it
occurs.
iii. An increase in the capacity to retard seepage.
iv. Acceleration in the rate at which drainage occurs.
v. Elimination of the possibility of liquefaction.
vi. An increase in the suitability of a slope or a vertical cut or an
underground opening.
1.3. IMPROVEMEND BY MIXING WITH ADDITIVES There are various methods of modification that are possible to
achieve improvement in soil properties. Of all the available
methods, improving the properties by mixing with additives such
as
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1.1 OBJECTIVES
The objectives of project are
To prepare drawings for the building.
To analyse and Design a multi-storeyed building of eight storey.
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1.2 ANALYSIS OF FRAMED STRUCTURE
The method by which multicomplex building frames resist horizontal
or lateral forces depends on how the structures has be laid down or planned to
bear these loads.
1.2.1 METHODS OF ANALYSIS
Analysis of the whole frame by using STADD Pro.
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1.2.1 a. MAXIMUM BENDING MOMENTS IN BEAMS
The magnitude of bending moments in beams and columns respectively depend upon their relative rigidity. Generally the beams are made of the same
dimensions in all the floors, while the dimensions of column vary from storey to
storey. Columns have smallest dimensions at the top and largest dimensions at
bottom, due to this the ratio of the rigidity of the beam to that of the column is
larger in the upper floors than in lower floors. Beam in all floors are made of the
same dimensions and provided with same amount of steel, only one substitute
frame may be sufficient when placed in a position in the structure for which the
B.M is largest.
1.2.1 b. MAXIMUM BENDING MOMENT IN COLUMNS
The bending moment in columns increases with increase in their rigidity. Hence they are largest in the lower storeys, and smallest in upper
storey. The maximum compressive stress in columns is found by combining
maximum vertical loads with the maximum bending moments.
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1.3. DESIGN OF RCC STRUCTURES
Reinforced cement concrete members can be designed by one of the following methods.
a) Working Stress method
b) Limit state method
1.3.1 LIMIT STATE DESIGN
Limit state method of design is based on the plastic theory.
Partial safety factors are used in this method to determine the design
loads and design strength of materials from their characteristic values.
The design aids to IS: 456 published by the Bureau of Indian Standards
made by the design by limit state method very simple and hence this
method is being widely used in practice.
This method gives economical results when compared with the
conventional working stress method.
1.3.2. WORKING STRESS METHOD
This is conventional method adopted in the past in the design of
R.C structures.
It is based on the elastic theory in which the materials, concrete and
steel, are assumed to be stressed well above their elastic limit under
the load.
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1.4. SLABS
Slabs are the primary members of a structure, which support the imposed loads directly on them and transfer the same safely to the
supporting elements such as beams, walls, columns etc.
A slab is a thin flexural member used in floors and roofs of structures to support the imposed loads.
CLASSFICATION OF SLAB
Solid slab
Hollow slab or voided slab
Ribbed slabs
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1.5. BEAM
A beam has to be generally designed for the actions such as bending moments, shear forces and twisting moments developed
by the lateral loads.
The size of a beam is designed considering the maximum B.M in it and generally kept uniform throughout its length.
IS 456:2000 recommends that minimum grade of concrete should not be less than M20 in R.C works.
1.5.1. BREADTH OF BEAM
It shall not exceed the size of the supports. Generally the breadth of a beam is kept as 1/3 to 2/3 of its depth.
1.5.2. DEPTH OF BEAMS
The depth of the beam is to be designed to satisfy the strength and stiffness requirement.
It also satisfy sufficient M.R. and deflection check as recommended in IS456:2000
For preliminary analysis purpose over all depth of beam may assumed 1/10 to 1/12 of clear span for simply support 1/7 to 1/5
for continuous and cantilever beam.
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1.6. COLUMN
Members in compression are called column and struts.
The term column is reserved for members who transfer loads to the ground. Classification of column, depending slenderness
a. Short column
b. Slender column
a. Short column
IS 456:2000 classifying rectangular columns as short when ratio of
the effective length (Le) to the least dimensions less than 12. This
ratio is called slenderness ratio of the column.
b. Slender column
The ratio of Le to the least dimensions is greater than 12 is called
slender column.
End conditions Effective length factor
1. Both end fixed - 0.65L
2. One end fixed-one end hinged - 0.80L
3. Both end hinged - 1.00L
4. One end fixed one end free - 2.00L
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1.7. FOOTING
Foundation is the bottom most but the most important component
of a structure.
It should be well planned and carefully to ensure the safety and
stability of the structure.
Foundation provide for R.C columns are called column base.
1.7.1. BASIC REQUIREMENT OF FOOTING
a. It should withstand applied load moments and induced reactions.
b. Sufficient area should be providing according to soil pressure.
Footings carry two different loads then it should plan carefully.
1.7.2. TYPES OF FOOTING
a. Isolated base/footing
b. Combined footing
c. Strap footing
d. Solid raft footing
e. Annular raft footing
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2.1. GROUND FLOOR PLAN
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2.2. FIRST FLOOR PLAN
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2.3. SECOND FLOOR PLAN
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2.4. THIRD FLOOR PLAN
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2.5. FOURTH FLOOR PLAN
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2.6. FIFTH FLOOR PLAN
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2.7. SIXTH FLOOR PLAN
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2.8. SEVENTH FLOOR PLAN
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ELEVATION
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SECTION X-X
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ANALYSIS OF MULTISTOREY FRAME
3.1 FRAME ANALYSIS
STAAD.Pro Report
To: From:
Copy to:
Date: 02/11/2011 12:11:00
Ref: ca/ Document1
Job Information
Engineer Checked Approved
Name: Date: 23-Oct-11
Structure Type SPACE FRAME
Number of Nodes 1674 Highest Node 1676
Number of Elements 4158 Highest Beam 4158
Number of Basic Load Cases 4
Number of Combination Load Cases 10
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Included in this printout are data for: Included in this printout are results for load cases:
Type L/C Name
Combination 5 combination load case 5 Basic Load Cases
Number Name
1 seismic load 2 wind load 3 dead load 4 live load
Combination Load Cases
Comb. Combination L/C Name Primary Primary L/C Name Factor
5 combination load case 5 1 seismic load 1.50 dead load 1.50 live load 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50
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My 889.644kN-m:1m Mz 889.644kN-m:1m 1 SEISMIC LOAD
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BEAM Beam Maximum Moments Distances to maxima are given from beam end A.
Beam Node A Length
(m) L/C d
(m) Max My (kN-m)
d (m)
Max Mz (kN-m)
3930 1491 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.979 10.000 425.281
Max +ve 10.000 -1.615 5.000 -215.180
3931 1492 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 2.319 10.000 436.108
Max +ve 10.000 -2.414 5.000 -199.390
3932 1493 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 0.346 10.000 407.302
Max +ve 10.000 -0.484 5.000 -200.438
3933 1494 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.062 10.000 413.841
Max +ve 10.000 -0.936 5.000 -200.359
3934 1495 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.461 10.000 409.856
Max +ve 10.000 -1.350 5.000 -200.002
3935 1496 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.781 10.000 406.231
Max +ve 10.000 -1.755 5.000 -200.051
3936 1497 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.502 10.000 401.913
Max +ve 10.000 -1.548 5.000 -200.180
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3937 1498 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.301 0.000 399.014
Max +ve 10.000 -1.305 5.000 -200.352
3938 1499 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.429 0.000 403.629
Max +ve 10.000 -1.627 5.000 -214.118
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Beam Maximum Shear Forces Distances to maxima are given from beam end A.
Beam Node A Length
(m) L/C d
(m) Max Fz
(kN) d
(m) Max Fy
(kN)
3930 1491 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 230.857
Max +ve 0.000 -0.359 10.000 -247.742
3931 1492 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 231.850
Max +ve 0.000 -0.473 10.000 -246.749
3932 1493 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 237.406
Max +ve 0.000 -0.083 10.000 -241.198
3933 1494 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 236.109
Max +ve 0.000 -0.200 10.000 -242.490
3934 1495 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 236.978
Max +ve 0.000 -0.281 10.000 -241.621
3935 1496 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 237.693
Max +ve 0.000 -0.354 10.000 -240.906
3936 1497 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 238.530
Max +ve 0.000 -0.305 10.000 -240.069
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3937 1498 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 239.523
Max +ve 0.000 -0.261 10.000 -239.081
3938 1499 10.000 5:COMBINATION LOAD CASE 5
Max -ve 0.000 243.199
Max +ve 0.000 -0.306 10.000 -235.400
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COLUMN
Beam Maximum Moments Distances to maxima are given from beam end A .
Beam Node A Length
(m) L/C d
(m) Max My (kN-m)
d (m)
Max Mz (kN-m)
1 1 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 45.798 3.500 187.455
Max +ve 0.000 -25.159
3 3 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 39.379 0.000 97.025
Max +ve 0.000 -21.942 3.500 -4.218
43 43 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 1.359 0.000 107.504
Max +ve 0.000 -3.188 3.500 -5.854
520 189 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 53.052 3.500 168.181
Max +ve 0.000 -53.491 0.000 -152.967
522 191 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 35.748 0.000 73.210
Max +ve 0.000 -46.405 3.500 -39.973
562 231 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 2.081 0.000 79.087
Max +ve 0.000 -1.714 3.500 -51.438
1039 375 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 56.325 3.500 166.002
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Max +ve 0.000 -54.858 0.000 -169.227
1041 377 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 27.518 0.000 32.105
Max +ve 0.000 -24.766 3.500 -31.219
1081 417 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 1.473 0.000 57.030
Max +ve 0.000 -0.394 3.500 -59.893
1225 377 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 27.518 0.000 32.105
Max +ve 0.000 -24.766 3.500 -31.219
1559 561 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 59.396 3.500 166.500
Max +ve 0.000 -58.365 0.000 -177.914
1561 563 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 32.583 0.000 20.869
Max +ve 0.000 -28.549 3.500 -32.916
1601 603 3.500 5:COMBINATION LOAD CASE 5
Max -ve 0.000 0.740 0.000 46.108
Max +ve 3.500 -58.906
1745 563 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 32.583 0.000 20.869
Max +ve 0.000 -28.549 3.500 -32.916
2079 747 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 61.939 3.500 168.501
Max +ve 0.000 -60.918 0.000 -186.126
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2081 749 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 37.176 0.000 14.355
Max +ve 0.000 -34.141 3.500 -32.551
2121 789 3.500 5:COMBINATION LOAD CASE 5
Max -ve 0.000 1.547 0.000 36.501
Max +ve 3.500 -0.418 3.500 -55.096
2265 749 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 37.176 0.000 14.355
Max +ve 0.000 -34.141 3.500 -32.551
2599 933 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 64.558 3.500 174.454
Max +ve 0.000 -62.687 0.000 -194.580
2601 935 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 41.438 0.000 7.323
Max +ve 0.000 -38.002 3.500 -26.356
2641 975 3.500 5:COMBINATION LOAD CASE 5
Max -ve 0.000 2.644 0.000 24.854
Max +ve 3.500 -0.398 3.500 -44.675
2785 935 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 41.438 0.000 7.323
Max +ve 0.000 -38.002 3.500 -26.356
3119 1119 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 64.685 3.500 184.871
Max +ve 0.000 -62.594 0.000 -199.406
3121 1121 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 47.700 0.000 5.545
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Max +ve 0.000 -39.571 3.500 -14.102
3161 1161 3.500 5:COMBINATION LOAD CASE 5
Max -ve 0.000 6.338 0.000 18.375
Max +ve 3.500 -1.343 3.500 -26.546
3305 1121 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 47.700 0.000 5.545
Max +ve 0.000 -39.571 3.500 -14.102
3639 1305 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 103.950 3.500 340.859
Max +ve 0.000 -62.252 0.000 -193.960
3641 1307 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 72.529 0.000 14.721
Max +ve 0.000 -34.631 3.500 -24.154
3681 1347 3.500 5:COMBINATION LOAD CASE 5
Max -ve 0.000 13.873 0.000 30.317
Max +ve 3.500 -14.354 3.500 -44.532
3825 1307 3.500 5:COMBINATION LOAD CASE 5
Max -ve 3.500 72.529 0.000 14.721
Max +ve 0.000 -34.631 3.500 -24.154
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Beam Maximum Axial Forces Distances to maxima are given from beam end A.
Beam Node A Length (m) L/C d
(m) Max Fx
(kN)
1 1 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 4.44E 3
Max +ve
3 3 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 7.65E 3
Max +ve
43 43 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 7.32E 3
Max +ve
520 189 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 3.9E 3
Max +ve
522 191 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 6.86E 3
Max +ve
562 231 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 6.4E 3
Max +ve
1039 375 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 3.35E 3
Max +ve
1041 377 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 3.04E 3
Max +ve
1081 417 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 5.49E 3
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Max +ve
1225 377 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 3.04E 3
Max +ve
1559 561 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.79E 3
Max +ve
1561 563 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.54E 3
Max +ve
1601 603 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 4.57E 3
Max +ve
1745 563 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.54E 3
Max +ve
2079 747 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.24E 3
Max +ve
2081 749 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.04E 3
Max +ve
2121 789 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 3.66E 3
Max +ve
2265 749 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.04E 3
Max +ve
2599 933 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.68E 3
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Max +ve
2601 935 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.53E 3
Max +ve
2641 975 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 2.75E 3
Max +ve
2785 935 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.53E 3
Max +ve
3119 1119 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.12E 3
Max +ve
3121 1121 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.02E 3
Max +ve
3161 1161 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.83E 3
Max +ve
3305 1121 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 1.02E 3
Max +ve
3639 1305 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 551.286
Max +ve
3641 1307 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 507.947
Max +ve
3681 1347 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 915.875
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Max +ve
3825 1307 3.500 5:COMBINATION LOAD CASE 5 Max -ve 0.000 507.947
Max +ve
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DESIGN
4.1. DESIGN OF SLAB
DATA:
SLAB - B C1, C12,C B2
Size of floor = 5m x 10m
Materials M20 concrete and Fe415 HYSD bars
PERMISSIBLE STRESSES
cbc = 7 N/mm2 (from IS456:2000 table 21)
st = 230 N/mm2(from table 22)
For M20 concrete;
Q = 0.91
j = 0.90
m = 13.33
TYPE OF SLAB
LY / Lx = 10 / 5 = 2
Two-way slab
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DEPTH OF SLAB
(from IS456:2000 page no.39 cl.24.1)
Span / overall depth = L/D = 35 x 0.8 = 28
5000 / 28 = 178 mm
Adopt Overall depth = 180 mm
D = 180 mm
Effective depth, d = D C /2
Adopt , d = 155 mm
EFFECTIVE SPAN
Effective span is the least of;
(i) Centre to centre of supports = 5 + 0.23 = 5.23m
(ii) Clear span + effective depth = 5 + 0.155 = 5.155 m
(iii) Le = 5.155 m
LOAD CALCULATION
Self weight = 0.18 x 1 x 25 = 4.5 KN/m2
Live load = 1.5 KN/m2
Floor finishes = 0.75 KN/m2
Total load = 6.75 KN/m2
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BENDING MOMENT
Ly/Lx = 10 / 5 = 2
x = 0.118
y = 0.029 (from IS456:2000 table 27)
Mx = x x W x lx2
= 0.118 x 6.75 x 5.1552
= 21.13 KN.m
My = y x W x lx2
= 0.029 x 6.75 x 5.1552
= 5.19 KN.m
CHECK FOR DEPTH
Effective depth required, de = M/Qb
= 21.13 x 106 / 0.91 x 1000
= 152 mm
Depth provided Depth required
Hence safe
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REINFORCEMENT
Reinforcement in shorter span;
Ast = Mx / st jd
= 21.13 x 106 / 230 x 0.9 x 155
= 658.56 mm2
Spacing = 1000 x ast / Ast
= 1000 x (10/2) / 658.56
= 119 mm
Adopt 10mm dia. Bars @ 120 mm spacing
Reinforcement in longer span
Ast = My / st jd
= 5.19 x 106 / 230 x 0.9 x 155
= 161.75 mm2
Spacing = 1000 x ast / Ast
= 1000 x (10/2) / 161.75
= 485 mm
Adopt 10mm dia. Bars @ 300 mm spacing
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Reinforcement detailing
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4.2. DESIGN OF BEAMS
DATA:
BEAM - A 12 =10 m
Effective Span = 10m
fy = 415 N/mm2
fck = 20N/mm2
Thickness of Beam = 450mm
STAAD OUTPUT
Maximum positive BM Mu(+ive) = 215 KNm
Maximum negative BM Mu(-ive) = 425 KNm
Maximum Shear force Vu = 247 KN
DEPTH
Mu lim = 0.138fckb.d2
d = 425106(0.13825300)
d = 585 600mm
D = 600+50 =650mm
REINFORCEMENT AT TOP
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Mu = 0.87 Ast fy d 1 styck 425 106 = 0.87 Ast 415 600 1 st 41545060020 425 106 = 216630Ast 16.65 Ast2
Ast=2407mm2
Using 2 layers of 5 nos of 25mm dia bars on compression face
Ast pro = 2418.1mm2
REINFORCEMENT AT BOTTOM
Mu = 0.87 Astfy d 1 styck 215 106 = 0.87 Ast 415 600 1 st 415 45060020 215 106 =216630Ast 16.65 Ast2
Ast=1082.5mm2
Using 4nos of 25mm dia bars on the Tension face
Ast pro = 1081.2mm2
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SHEAR REINFORCEMENT
CHECK FOR SHEAR STRESS
v =
= 247103 450600 = 0.91 N/mm2
Pt = 100Ast = 1002418
450600 = 0.89N/mm2
Ref. table 19 from IS456
c = 0.59
c < v
Then shear reinforcement are to be designed to resist the balance shear
compute as
Vus = (v c) bd
Vus = (0.91 0.59)45060010-3
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Vus = 86.4 KN
Using 8 mm dia 2 legged stirrups
Sv =0.87
Sv = 251mm
Adopt 8 mm dia 2 legged stirrups at 251mm spacing
CHECK FOR DEFLECTION CONTROL
max =
basicKtKcKf
fs = 0.58fy
fs = 0.584152407
2418.1 = 239.6 Pt = 0.89 , fs =239.6, Fig 4 IS 456-2000 kt= 1.0
max = 26111 = 26
actual = 5000
600 = 8.3
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max >
actual
Hence safe
REINFORCEMENT DETAILING
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DESIGN OF SECONDARY BEAM
DATA:
BEAM AB1 = 5m
Effective Span = 5m
fy = 415 N/mm2
fck = 20N/mm2
Thickness of Beam = 450mm
STAAD OUTPUT
Maximum positive BM Mu(+ive) = 215 KNm
Maximum negative BM Mu(-ive) = 425 KNm
Maximum Shear force Vu = 247 KN
DEPTH
Mu lim = 0.138fckb.d2
d= 425106(0.13825300)
d = 585 600mm
D = 600+50 =650mm
REINFORCEMENT AT TOP
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Mu = 0.87 Ast fy d 1 styck 425 106 = 0.87 Ast 415 600 1 st 41545060020 425 106 =216630Ast 16.65 Ast2
Ast=2407mm2
Using 2 layers of 5 nos of 25mm dia bars on compression face
Ast pro = 2418.1mm2
REINFORCEMENT AT BOTTOM
Mu = 0.87 Astfy d 1 styck 215 106 = 0.87 Ast 415 600 1 st 415 45060020 215 106 =216630Ast 16.65 Ast2
Ast=1082.5mm2
Using 4nos of 25mm dia bars on the Tension face
Ast pro = 1081.2mm2
SHEAR REINFORCEMENT
CHECK FOR SHEAR STRESS
v =
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= 247103 450600 = 0.91 N/mm2
Pt = 100Ast = 1002418
450600 = 0.89N/mm2
Ref. table 19 from IS456
c = 0.59
c < v
Then shear reinforcement are to be designed to resist the balance shear
compute as
Vus = (v c) bd
Vus = (0.91 0.59)45060010-3
Vus = 86.4 KN
Using 8 mm dia 2 legged stirrups
Sv = 0.87 Sv = 251mm
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Adopt 8 mm dia 2 legged stirrups at 251mm spacing
CHECK FOR DEFLECTION CONTROL
max =
basicKtKcKf
fs = 0.58fy
fs = 0.584152407
2418.1 = 239.6
Pt=0.89, fs =239.6, Fig 4 IS 456-2000 Kt= 1.0
max = 26111 = 26
actual= 10000
600 = 16.67
max >
actual
Hence safe
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REINFORCEMENT DETAILING
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4.3. DESIGN OF COLUMN
DATA:
COLUMN A1
Pu = 915.875 KN
fck = 20 N/mm2
fy = 415 N/mm2
Strength of compression members with helical reinforcement is 1.05 times the
strength similar members with lateral ties (IS456:2000 cl. 39.4)
Pu = 915.875 / 1.05 = 873 KN
MINIMUM ECCENTRICITY
Assume; emin = 20mm ; (IS456:2000 CL 25.4)
emin < 0.05D
20mm < 40mm
Pu = 0.4 fck + 0.67 fy Asc (IS456:2000 cl 39.3)
Assume 1 % of steel
Asc = 1/100 x Ag
Pu = 0.4 x 20 x(Ag Asc) + 0.67 x 415 x Ag / 100
Ag = 85591mm2
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CHECK FOR ECCENTRICITY
0.05D = 0.05 x 800 = 40 mm
emin < 0.05D
Hence ok
REINFORCEMENT
Provide 18 mm dia. Bars
Asc = Ag / 100 = 85591 / 100 = 855.91mm2
No. Of bars = 855.91 / x (18 / 2)2 = 3.4
Adopt 5 nos. of 18mm dia. Bars
HELICAL REINFORCEMENT
Use 8 mm dia bars mild steel for helical reinforcement
fy = 250 N/mm2
Core dia. = Dc = 800 (2 X29.5) = 740mm
Area of core = Ac = x (Dc)2 / 4 = x 7402 / 4 = 430084mm2
0.36(Ag/Ac 1 )fck / fy = 0.36 ((800/2)2 1/430084 - 1) x 20/250= 4.859 x 10-3
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dn = 800 (2 x 33.5) = 733mm
Let, S = Pitch of spiral
Vu = dn / S x ( x s / 4)
Vu = 115750.7204 S
Vc = Ac x 1 = 430084 x 1 = 430084
115750.7204S /430084 = 4.8596x 10-3
S = 55mm
PITCH SCHEDULE
(i) < 75mm
(ii) 1/ 6 Dc = 1 /6 x 740 = 123.33mm
(iii) >3s = 3 x 8 =24mm
(iv) S = 55mm
Hence ok
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REINFORCEMENT DETAILING
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4.4. DESIGN OF FOOTING
DATA:
Pu = 915.875 KN
D = 800mm
P = 180 KN/m2
fck= 20 N/mm2
fy = 415 N/mm2
pu = (1.5 x 180) = 270 KN/m2
DIMENSIONS OF FOOTING
Load on column = 915.875 KN
Self weight of footing = (10%) = 91.6 KN
Total load on soil = wu = 1007.5 KN
Let, Df = diameter of the circular footing
Af = area of the footing
Af = ( Df2 / 4) = (wu / pu) = (1007.5 / 800) = 1.26 m2
Df = (4 x 1.26) / = 1.27 m
Adopt diameter of footing = Df = 2m
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Upward soil pressure = pu = (915.875 x 4 / x 22) = 291.5 KN/m2 < 300 KN/m2
Hence, the diameter of the footing is adequate to resist the loads.
Rx = 0.6 [R2 + r2 + Rr / R +r ] = 0.6[10002 + 4002 +(1000 x 400) /(1000 + 400)]
= 668mm
Upward load on area (b b c c) is expressed as Wq and computed as,
Wq =[ (1 0.42) 291.5 / 4 ] = 192 KN
BENDING MOMENT
Maximum bending moment at the face of the column quadrant is computed as,
Mu = 192 (0.668 0.4) = 51.5 KN.m
Breadth of footing = rc / 2 = x 0.4 / 2 = 0.63m = 630 mm
Depth of footing = d = Mu / 0.138 fck b =1.72 m
Depths required from shear considerations will nearly 1.5 times that for moment
computations.
Hence adopt effective depth = d = 250 mm = and overall depth = 300 mm
REINFORCEMENTS
Mu = [0.87fyAstd][1-{(Ast fy)/(bdfck)}]
= [0.87 x 415 Ast x 250][1 {(Ast 415) / (172 x 250 x 20]
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= 1100mm2
Ast min = (0.0012 x 172 x 300) = 61.92 mm2
Provide 10 mm diameter bars at 150 mm spacing.
CHECK FOR SHEAR STRESS
Ultimate shear force at a distance of 0.25m from the face of column is given by,
Vu = 291.5(22 1.352) (/4) = 498.5 KN
Shear per metre width of perimeter = (498.5 / x 1.35) = 110 KN
v = (Vu / bd ) = (110 x 103 / 1000 x 250 ) = 0.44 N/mm2
(100 Ast / bd) = (100 x 1100 / 1000 x 250) = 0.44 N/mm2
Refer table 19 of IS 456:2000 and read out the permissible shear stress in concrete
(ks c) = (1 x 0.45) = 0.45 N/mm2 > 0.44 N/mm2
Hence, the shear stresses are within safe permissible limits.
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REINFORCEMENT DETAILING
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ESTIMATION
ITEM
NO
PARTICULARS
NO LENGTH m
BREADTH m
HEIGHT OR DEPTH
M
QTY
1 EARTH WORK EXCAVATION
190 3 3 1.5 2565m3
2 PLAIN CEMENT
CONCRETE
190 3 3 0.05 85.5m3
3 RCC FOR FOUNDATION
190 3 3 0.6 1026m3
4 BACKFILL 1453.5m3
5 DISPOSAL 1111.5m3
6 RCC FOR COLUMN
190 DIA=0.8 AREA=0.5027m2
30.5 2913.14m2
7 RCC FOR BEAM1
1022
5 0.45 0.6 1379.7m3
8 RCC FOR BEAM2
1106
10 0.45 0.6 2986.2m3
9 RCC FOR SLAB 1008
10 5 0.18 9072m3
10 BRICK WORK1 4 75.6 0.2 28 1693.44m3
11 BRICKWORK2 2 82.8 0.2 28 927.36m3
12 BRICKWORK3 10 36.8 0.2 28 2060.8m3
13 BRICKWORK4 2 65.2 0.2 28 730.24m3
14 PLASTERING 2 1020 28 57120m2
15 WHITE WASH 2 1020 28 57120m2
16 PAINTING 2 1020 28 57120m2
17 REINFORCEMENT FOR
FOOTING(10mmDIA)
11 3m 33X190=6270m 3870.kg
18 REINFORCEMENT FOR
FOOTING(6mm DIA)
16 3m 48X190=9120m 2026.7kg
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19 REINFORCEME
NT FOR COLUMN(18m
m DIA)
5 30.5m 152.5X190=28975m
57950kg
20 REINFORCEMENT FOR
COLUMN(10mm DIA)
102 0.8m 81.6X190=15504m
9570.4kg
21 REINFORCEMENT FOR
BEAM1(25mm DIA)
8 10m 80X1022=81760m
315432.02kg
22 REINFORCEMNT FOR
BEAM1(8mm DIA)
34 2.1m 71.4X1022=72970.8m
28828kg
23 REINFORCEMENT FOR
BEAM2(25mm DIA)
8 5m 40X1106=44240m
170679.0kg
24 REINFORCEMENT FOR
BEAM2(8mm DIA)
17 2.1m 35.7X1106=39484.2m
15598.7kg
25 REINFORCEMENT FOR
SLAB(10mm)
11 5m 55X1008=55440m
34222.2kg
26 REINFORCEMENT FOR
SLAB(10mm DIA)
17 10m 170X1008=17136m
10577.7kg
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ITEM NO PARTICULARS QUANTITY RATE AMOUNT
1 EARTH WORK EXCAVATION
2565m3 175.00 448875 /-
2 PLAIN CEMENT CONCRETE
85.5m3 3000 256500 /-
3 RCC FOR FOUNDATION
1026m3 5500 5643000 /-
4 BACKFILL 1453.5m3 50 72675 / - 5 DISPOSAL 1111.5m3 50 55575 / - 6 RCC FOR COLUMN 2913.14m2 5500 16022270 / -
7 RCC FOR BEAM1 1379.7m3 5500 7588350 / -
8 RCC FOR BEAM2 2986.2m3 5500 16424100 / -
9 RCC FOR SLAB 9072m3 5500 49896000 / -
10 BRICK WORK1 1693.44m3 2750 4656960 / -
11 BRICKWORK2 927.36m3 2750 2550240 / - 12 BRICKWORK3 2060.8m3 2750 5667200 /- 13 BRICKWORK4 730.24m3 2750 2008160 /- 14 PLASTERING 57120m2 135 7711200 /- 15 WHITE WASH 57120m2 10 571200 /- 16 PAINTING 57120m2 115 6568800/- 17 REINFORCEMENT 648754.72kg 51 33086490 / - 18 ELECTRIFICATION 500000/-
TOTAL 309727595/-
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CONCLUSION
The multicomplex building of eight storey height is designed to be
located at Tirunelveli. The limit state and working stress method was
adopted. The design for slabs, beams, columns, footing has been
done.
It is concluded that the design by manual method satisfies the
entire requirement and it would be sufficient for the construction of
building.
In this work a eight storey multicomplex with all the facilities for
a comfortable working has been properly analysed and designed as
per IS456-2000.
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REFERENCES
1. P.C.Varghese, Limit state design of reinforced concrete
2. N.Krishna Raju, R.N.Pranesh, Reinforced concrete design
3. B.C.Punmia, Theory of structures
4. B.N.Dutta, Estimating and Costing in Civil Engg.
5. Code IS456:2000
6. Code Sp:16
7. Code IS 875:1986
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DESGIN AND ANALYSIS OF MULTICOMPLEX BUILDING.pdfDATA:STAAD OUTPUTDEPTHREINFORCEMENT AT TOPREINFORCEMENT AT BOTTOMSHEAR REINFORCEMENTCHECK FOR SHEAR STRESSCHECK FOR DEFLECTION CONTROLDATA:STAAD OUTPUTDEPTHREINFORCEMENT AT TOPREINFORCEMENT AT BOTTOMSHEAR REINFORCEMENTCHECK FOR SHEAR STRESSCHECK FOR DEFLECTION CONTROL