Design of Earthquake resistant building Project Report
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Transcript of Design of Earthquake resistant building Project Report
1
A
Project Report
On
DESIGN OF EARTHQUAKE RESISTANT
BUILDING IN MORADABAD (G+8)
Submitted in the partial fulfillment of the requirement for the award of degree of
Bachelor of Technology
In
Civil Engineering
Under The Guidance of Submitted by
Mr. N.K SINGH HEMANT KUMAR (1308200903)
Associate Professor MUJAHID HUSAIN (1308200913)
PRABHAT GAUTAM (1308200916)
WAHID HUSAIN (1208200113)
Department of Civil Engineering Moradabad Institute of Technology
Ram Ganga Vihar, Phase-II, Moradabad – 244 001
May 2016
2
ACKNOWLEDGEMENT
We wish to express our deep gratitude and sincere thanks to our project supervisor
Mr N.K SINGH, Associate Professor, Department of Civil Engineering, Moradabad
Institute of Technology, Moradabad, for their intuitive and careful guidance, perpetual
inspiration and continued encouragement in completion of this project. We want to
express our profound gratitude for their co-operation in scrutinizing the manuscript and
their valuable suggestions throughout the work.
We are also thankful to Mr. RAJKUMAR (assistant professor), Department of
Civil Engineering and all faculty members of Department of Civil Engineering for helping
us directly or indirectly to complete this work
We thank to our parents for giving unconditional support and encouragement to
pursue our current study. We also thank to all friends providing their valuable insight and
help whenever they were approached and non-teaching staff of the Department for their
continuous support.
Place: Moradabad HEMANT KUMAR
WAHID HUSAIN
MUJAHID HUSSAIN
PRABHAT GAUTAM
Date: May 2016
3
IN PERSUIT OF
EXCELLENCE
DEPARTMENT OF CIVIL ENGINEERING MORADABAD INSTITUTE OF TECHNOLOGY RAM GANGA VIHAR, PHASE-2, MORADABAD – 244 001 (U.P.)
Phone : 0591-2452412, 2452327 FAX : 2452207
Approved by: AICTE, New Delhi & Affiliated to U. P. Technical University, Lucknow.
Email : [email protected], Website : www.mitmoradabad.edu.in
Ref: _________ Dated:
CERTIFICATE
We hereby certify that the work which is being presented in the project titled, “DESIGN
OF EARTHQUAKE RESISTANT BUILDING IN MOADABAD” in partial fulfillment of the
requirement of the award of Degree of Bachelors of Technology in Civil Engineering, Uttar
Pradesh Technical University, Lucknow is an authentic record of our own work carried out
during the period from August 2015 to May 2016, under the supervision of Mr. N.K SINGH
(Associate Professor), Department of Civil Engineering, Moradabad Institute of Technology,
Moradabad.
The material embodied in this project is original and has not been submitted by us for the
award of any other degree or diploma of any other university.
HEMANT KUMAR
PRABHAT GAUTAM
WAHID HUSAIN
MUJAHID HUSAIN
This is to certify that the above statement made by the candidate is correct to the best of our
knowledge.
Mr. N.K SINGH
(Project Guide )
Certified that the above mentioned project has been duly carried out as per the norms of the
college and statutes of the university
A. Ghosh
Director/Prof. & Head, C.E. Deptt.
4
ABSTRACT
In India, multi-storied buildings are usually constructed due to high cost and scarcity of land. In
order to utilize maximum land area, builders and architects generally propose asymmetrical plan
configurations. These asymmetrical plan buildings, which are constructed in seismic prone areas,
are likely to be damaged during earthquake. Earthquake is a natural phenomenon which can
generate the most destructive forces on structures. Buildings should be made safe for lives by
proper design and detailing of structural members in order to have a ductile form of failure.
The concept of earthquake resistant design is that the building should be designed
to resist the forces, which arises due to Design Basis Earthquake, with only minor damages and
the forces, which arises due to Maximum Considered Earthquake, with some accepted structural
damages but no collapse. This project report comprises of seismic analysis and design of an
eight-storied R.C. building with asymmetrical plan. The building is modelled as a 3D space
frame with six degrees of freedom at each node using the software STAAD PRO V8I v 14.2.4.
Building is analyzed using Response Spectrum method. The Response Spectra as per IS 1893
(Part 1): 2002 for rocky or hard soil is used.
5
CONTENTS S.No Chapter Name Page No
Acknowledgement…………………………………………..…………………………………. i
Candidate’s Declaration…………………………………………………………………..…… ii
Abstract …………………………………………………………………………..…………… iii
Contents………………………………………………………………….................................. iv
1 Chapter 1: INTRODUCTION…………………………………………..……………………. 8
1.1 Objective of work………………………………………………………….……………………9
Chapter 2: BUILDING PROPERTIES……………………………..………………………10
2.1 SITE PR0PERTY………………………………………………………………………………13
2.2 GEOMETRIC PROPERTIES OF COMPONENTS……………………………….…………..13
2.3 MATERIAL PROPERTY………………………………………………………..…………….14
2.4 LOADING TYPE …………………………………………………………...…………………14
2.5 PRIMARY LOADS……………………………………………………….……………………14
2.6 EARTQUAKE LOAD......................................................................................................14 2.7 LOAD COMBINATIONS……………………………………………….……………………..14
2.8 SEISMIC LOAD ………………………………………………………………………………..15
Chapter 3: MODELING AND ANALYSIS………………………..………………………..17
3.1 MODELING…………………………………………………………………………………….18
3.2 MODE SHAPE………………………………………………………………………………….18
3.3 MODAL MASS PARTICIPATION MASS RATIO……………………………………………21
3.4 ANALYSIS OF BEAM SECTION……………………………………………………………..22
3.5 ANALYSIS OF COLUMN..........................................................................................................22
Chapter 4: DESIGN OF BUILDING COMPONENTS……………………………………..23
4.1 DESIGN OF BEAM……………………………………………………………..………………24
4.2 DESIGN OF COLUMN………………………………………………………..………………..26
4.3 DESIGN OF PILE FOOTING………………………………………………..………………….27
4.4. DESIGN OF SLAB……………………………………………………………...……………….40
5 Chapter 5: ELEVATION………………………………………………….…………………..42
5.1 FRONT VIEW……………………………………………………………….…………………..43
5.2 SIDE VIEW………………………………………………………………………………………43
5.3 ISOMETRIC VIEW………………………………………………………….…………………..43
5.4 TOP VIEW……………………………………………………………………………………….48
Chapter 6: CONCLUSION AND FUTURE SCOPE...............................................................49
6.1 CONCLUSION…………………………………………………………………………………..50
6.2 FUTURE SCOPE………………………………………………….……………………………..50
6
LIST OF FIGURES
S.NO FIGURE NAME PAGE NO.
CHAPTER 2 2.1.1 ELEVATION OF BUILDING IN X-Z PLANE…………………………………….. 11
2.1.2 ELEVATION OF BUILDING IN Y-Z PLANE………………………….…………..12
2.1.3 ELEVATION OF BUILDING IN PLINTH LEVEL BEAM PLANE….……………12
2.1.4 PLANE OF SEPARATION OF FLATES……………………………………………13
CHAPTER 3 3.1.1 3D STRUCTURE VIEW OF BUILDING…………………………………….……..18
3.1.2 BEAM SELECTION ON PLANE………………………………………..………….19
3.1.3 BENDING MOMENT ……………………………………………………..………..19
3.1.4 ZOOM SECTION BENDING MOMENT………………………………...…………20
3.1.5 AXIAL FORCE DIGRAM………………………………………………….………..21
3.1.6 COLUMN SELECTION AT NODES…………………………………………..……21
CHAPTER 4 4.1.1 DESIGN OF BEAM…………………………………………………………………..24
4.1.2 COLUMN SECTION……………………………………………………...………….26
4.1.3 SECTION OF PILE FOUNDATION FRONT VIEW……………………..…………39
4.1.4 SECTION OF PILE FOUNDATION TOP VIEW………………………..…………..40
CHAPTER 5 5.1.1 FRONT VIEW…………………………………………………………………………43
5.1.2 SIDE VIEW……………………………………………………………………………43
5.1.3 ISOMETRIC VIEW………………………………….…………………….…………..44
5.2.4 TOP VIEW……………………………………………….………………….…………51
FIGURES 5.1.5; 5.1.6; 5.1.7; 5.1.8; 5.1.9; 5.2.1; 5.2.2; 5.2.3; 5.2.4 given to the next.
SUMMARY…………………………………………………………………………………………….51
REFERENCES…………………………………………………………………………………………53
3.11 (a) 10th mode shapes (plan) 20
3.11 (b) 10thmode shape (side view) with Time Period (T) = 0.0873sec 20
4.1 Beam section with two legged at 150 mm spacing for positive moment 26
4.2 Column section 29
4.3 Section of footing 33
7
Chapter 1:
INTRODUCTION
1.1. Objective of work
8
Chapter 1
INTRODUCTION
Earthquake is known to be one of the most destructive phenomenon experienced on earth.
It is caused due to a sudden release of energy in the earth’s crust which results in seismic
waves. When the seismic waves reach the foundation level of the structure, it experiences
horizontal and vertical motion at ground surface level. Due to this, earthquake is
responsible
for the damage to various man-made structures like buildings, bridges, roads, dams, etc. it
also causes landslides, liquefaction, slope-instability and overall loss of life and property.
The complete protection against earthquakes of all sizes is not economically feasible for
structures. The seismic design should be such that it prevents loss of life and minimize the
damage to the property.
The concept of earthquake resistant design is that the building should be designed to resist
the forces which arises due to Design Basis Earthquake, with only minor damages and the
forces, which arises due to Maximum Considered Earthquake with some accepted
structural damages but no collapse.
The design philosophy was established considering the following aspects:
The structure should withstand the moderate earthquakes, which may be expected to
occur during the service life of structure with damage within acceptable limits. Such
earthquakes are characterised as Design Basis Earthquakes (DBE).
The structure should not collapse when subjected to severe ground motion that could
possibly occur at the site. Such earthquake is characterized as Maximum Considered
Earthquakes (MCE).
1.1. Objective of work
This project report comprises of seismic analysis and design of a five storied R.C. building
with asymmetrical plan. The building is modelled as a 3D space frame with six degrees of
freedom at each node using the software STAAD PRO V8i. Building is analyzed using
Response Spectrum method. The Response Spectra as per IS 1893 (Part 1): 2002 for rocky
9
or hard soil is used. Adequate modes of vibrations of the building to contribute more than
90% mass are considered for the analysis. Analysis is performed for various load cases and
combinations and the worst case is considered for the design of beams and columns.
Reinforced concrete design is carried out as Per IS 456: 2000 and ductile detailing is done
as per IS 13920: 1993. Various static checks are applied on the results. Finally the design
obtained from the software is compared by manual design of typical ground storey beams
and columns.
10
Chapter 2:
BUILDING PROPERTIES 2.1. SITE PR0PERTY
2.2. GEOMETRIC PROPERTIES OF COMPONENTS
2.3. MATERIAL PROPERTY
2.4. LOADING TYPE
2.5. PRIMARY LOADS
2.6. EARTQUAKE LOAD 2.7. LOAD COMBINATIONS
2.8. SEISMIC LOAD
11
Chapter 2
BUILDING PROPERTIES
The building considered in the present report is G+8 storied R.C framed Guest house
building. The building has asymmetrical plan configuration. The building is having
following dimensions.
Length =105.364 m
Width1 =39.65 m
Width2 = 25.05 m
Height =35.00 m
Typical elevation and plan of building is shown in Fig.
Figure 2.1.1- Elevation of building in x-z plane
12
Figure 2.1.2- Elevation of building in y-z plane
Figure 2.1.3- Plinth level beam plan
13
Figure 2.1.4- First floor repeated level plans
PLAN FOR A SEPARATION
Fig. 2.1.4
2.1 Site Properties:
Location of building :: Uttar Pradesh, Moradabad
Seismic Zone :: IV
Soil condition ::hard soil site
2.2 GEOMETRIC PROPERTIES OF COMPONENTS Beam Section ::230 mm X 530 mm
14
Column Section ::300 mm X 600 mm
Slab thickness ::125 mm
External Wall Thickness ::230 mm
Internal Wall (Partition Wall) ::115 mm
Height of parapet Wall ::1.5 m
Thickness of Parapet Wall:: 230 mm
2.3 MATERIAL PROPERTY
Material property of Concrete, Masonry and Reinforcement are given in tabular form
Material Modulus of
elasticity(kN/m2)
Unit Weight
(KN/m3)
Yield Stress
MPa
Compressive
strength (MPa)
Concrete 25 X 106 25 - 25000
Masonry 2 X 106 20 -
Reinforcement 2 X 108 415 -
Reinforcement
(column)
2 X 108 500 -
2.4. LOADING TYPES
The structure should be safe against all possible loads which are expected to come during
its lifetime. The load cases should be considered for design of structural component of
building.
2.5. PRIMARY LOADS
DEAD LOAD: It includes dead weight of beam column, floor slab, Floor finish roof
finish, roof slab wall.
Self weight of beam and column
Weight of slab =3.125kN/m2
Dead Weight of wall =14.26kN/m
Dead Weight of Internal wall (Partition wall) =7.13kN/m
Dead Weight of parapet wall =6.9kN/m
Floor finish =1kN/m2
Roof treatment =1.5kN/m2
LIVE LOADS
Live load (Bed room) =2kN/m2
Live load (passage) =3kN/m2
Live load on roof =1.5kN/m2
2.6. EARTQUAKE LOAD
The earthquake load is considered as per IS:1893 (Part I):2002,for the zone IV and hard
rock type soil with importance factor 1.5 and Reduction factor 5.
Seismic zone factor Z for Zone IV =0.24
Scale factor = (Z/2)*(I/R)*g
= (.24/2)*(1.5/5)*9.81
=0.3532
2.7. LOAD COMBINATIONS
15
Load combinations that are to be used for Limit state Design of reinforced concrete
structure are listed below.
1. 1.5(DL+LL)
2. 1.2(DL+LL±EQ-X)
3. 1.2(DL+LL±EQ-Y)
4. 1.5(DL±EQ-X)
5. 1.5(DL±EQ-Y)
6. 0.9DL±1.5EQ-X
7. 0.9DL±1.5EQ-Y
DL=Dead Load
LL=Live Load
EQ-X =Earthquake load in X direction.
EQ-Y = Earthquake load in Y direction.
2.8. SEISMIC LOAD
The seismic load is calculated as per IS 1893(Part 1):2002.The building is analysed in
two principal horizontal directions.
Fundamental time period of building are calculated as per IS 1893(Part 1):2002 cl.7.6.2
As given below
T=0.09*h/√d
h is height of building
d =Base dimension of building at plinth level.
For rocky or hard soil sites
Sa/g =1+15*T 0.00≤T≤0.10
=2.5 0.10≤T≤0.40
=1.00/T 0.40≤T≤4.00
2.9 Calculation of base shear
Tx =0.09*15.5/√31.364
=0.25 sec
Ty =0.334 sec
(Sa/g)x =(Sa/g)y =2.5
Ah =(Sa/g)*(Z/2)*(I/R)
(Ah)x = (Ah)y =0.09
VB =Ah*W
Base shear from manual calculation
(ṼB)X = (ṼB)Y =3490.38kN
Load type STAAD result (kN) Manual Calculation(kN)
DEAD WALL 15810.67 15810.67
DEAD SLABE 5225.206 5225.206
DEAD FF 1262.695 1262.695
DEAD RT 614.056 614.056
LIVE 2816.216 2816.216
DEAD 13053.18 13053.18
Total load 38782.023 38782.023
16
From SAP
(VB)X =1638.728kN
(VB)Y =1732.327kN
2.10 BASE SHEAR CORRECTION (ṼB/VB)
Scale factor = (ṼB/VB)X *(Z/2)*(I/R)*g
= 2.13*0.3532
= 0.7523
Scale factor = (ṼB/VB)y *(Z/2)*(I/R)*g
= 2.01*0.3532
= 0.7116
17
Chapter 3:
MODELING AND ANALYSIS 3.1. MODELING
3.2. MODE SHAPE
3.3. MODAL MASS PARTICIPATION MASS RATIO
3.4. ANALYSIS OF BEAM SECTION
3.5. ANALYSIS OF COLUMN
18
Chapter 3
MODELING AND ANALYSIS
3.1 MODELING
This building has been modelled as 3D Space frame model with six degree of freedom at
each node using STAAD PRO V8Iv14.2.4, software for simulation of behaviour under
gravity and seismic loading. The isometric 3D view and plan of the building model is
shown as figure.
Fig. 3.1.1 - 3D structure view of building
The support condition is considered as fully fixed. Slab are modelled as rigid diaphragm
hence slab behave like rigid body, all node in slab in the same plane have same amount of
displacement in its plane.
3.2 MODE SHAPES
After completion of modelling analysis is done using STAAD PRO V8I Of building and
following mode shape maximum force in member, and moment for different load
combination were found out.
19
Fig. 3.1.2
BENDING MOMENT (plan)
Fig.3.1.3
20
ZOOM BENDING MOMENT
Fig 3.1.4
21
AXIAL FORCE
Fig: 3.1.5
1st mode shape (side view) with Time Period (T) =0.6099 sec.
Fig. 3.1.6
Figure: 3.11(b) 10th mode shape (side view) with Time Period (T) =0.0873sec
3.3 MODAL MASS PARTICIPATION MASS RATIO:
Output
Case
Step
Type
Step
Num
Period Mass
participation
in X
Mass
participation
in Y
Sum Mass
participation
in X direction
Sum Mass
participation
in Y
22
3.4 ANALYSIS OF BEAM SECTION
Analysis result were found by using appropriate load combination for beam element and
tabulated below.
Analysis result of beam ID 533
Load combination
Maximum Positive moment
0.9DL±1.5EQ-X 338.52kN/m2
Maximum Negative
moment
1.5(DL±EQ-X) 347.76kN/m2
Maximum shear force
.9DL+1.5EQ-X 274.46kN
3.5 ANALYSIS OF COLUMN
Analysis result of column ID 275
Load combination
direction direction direction
Text Text Unit Sec Unitless Unitless Unitless Unitless
MODAL Mode 1 0.609961 0.63354 0.00646 0.63354 0.00646
MODAL Mode 2 0.585206 0.04781 0.60802 0.68135 0.61447
MODAL Mode 3 0.57252 0.07983 0.14219 0.76118 0.75666
MODAL Mode 4 0.210275 0.10257 2.22E-05 0.86375 0.75668
MODAL Mode 5 0.195587 0.00025 0.08902 0.864 0.84571
MODAL Mode 6 0.189028 0.00051 0.01989 0.86451 0.8656
MODAL Mode 7 0.121119 0.02924 2.97E-07 0.89375 0.8656
MODAL Mode 8 0.107378 9.95E-07 0.01706 0.89375 0.88265
MODAL Mode 9 0.105103 1.54E-08 0.0148 0.89375 0.89746
MODAL Mode 10 0.08763 0.0134 1.89E-07 0.90716 0.89746
MODAL Mode 11 0.078494 2.46E-06 9.77E-06 0.90716 0.89747
MODAL Mode 12 0.078356 8.64E-08 2.48E-06 0.90716 0.89747
23
Chapter 4:
DESIGN OF BUILDING COMPONENTS 4.1. DESIGN OF BEAM
4.2. DESIGN OF COLUMN
4.3. DESIGN OF PILE FOOTING
4.4. DESIGN OF SLAB
24
Chapter 4
DESIGN OF BUILDING COMPONENTS
4.1 Design of Beam
Fig 4.1.1
Max. Shear force (Vu) = 271.46kN
Max. Positive moment = 338.52kNm
Max. Negative moment = 347.76kNm
Size of Beam::230 mm X 525 mm
Depth = 525 mm
Width = 230 mm
Width/Depth = 230/525
= 0.636 >0.3 ok IS-13920-1993 Cl-
6.1.3
Check for depth of beam
Depth of beam>1/4(Clear span length)
>1/4(2405−350)
>513 ok
Assume:
Nominal clear cover = 40 mm
Diameter of reinforcement = 20 Φ mm
25
Stirrups dia. = 10 Φ mm
d= (550−40−20/2).
= 500 mm
d᾿= Clear cover
= 50 mm
d᾿/d = 50/500
= 0.1
DESIGN FOR MOMENT
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 1092.87
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 29883.20 MY= -47616.63 MZ= 0.00
STAAD SPACE -- PAGE NO. 1050
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = -1092.87
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -29883.20 MY= 47616.63 MZ= 0.00
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = -3.57894E-02 1142
Y = -2.94047E-02 1123
Z = 1.78523E+00 1124
RX= 3.79198E-04 333
RY= -1.31783E-05 1045
RZ= 1.51081E-05 624
26
4.2. DESIGN OF COLUMN SECTION
Fig. 4.1.2
4.2 DESIGN OF COLUMN
Mux = 18102.64kNmm
Muy = 211761.44kNmm
Pu = 2350.8kN
Size of column:: 300mm X 600mm
Depth (D) = 600 mm
Width (B) = 300 mm
Slenderness ratio:
Lex /B = (1500−300)/300
= 2.75 < 12 ok
L ey /D = (1500−600)/600
= 1.5 < 12 ok
Fck = 25MPa
F y = 500Mpa
E c = 25000 N/mm2
Es = 200000N/mm2
Assume 25Φ mm dia. Bar and 40 mm nominal cover
d’ = 300+25/2
= 52.5 mm
d’/D = 0.0875
Using chart 48 for biaxial column
Pu /(B*D) = 0.3918
Mux /(B2*D) = 0.088
Muy /(B*D2) = 0.005
27
Pt/ Fck = 0.06 from Staad pro −16 Chart 48
Pt = 1.5
As= Pt*B*D/100
= 3600mm2
Provide 8−25Φ mm
Puz = 0.45 fck*Ac +0.75*fy*As
= 0.45*25*400*600+0.75*500*3927
= 4172.625kN
Pu/Puz = 0.5623
α= 1.4 From SP−16
Mux1 / (B2*D) = 0.005
Mux1 = 900000Nmm
Muy1 / (B*D2) = 0.09
Muy1 = 216000Nmm
( Mux / Mux1 )α + ( Muy /Muy1)
α = 0.976 ≤ 1 ok
Confinement
10Φ mm dia. Of ties bar
Area of bar farming hoop (Ash)
Ash = 78.54 mm2
Area of the cross section of the bar forming the rectangular hoop is given by cl.7.4.8 as
below
Ash = 0.18*S*h*(fck/fy)*[(Ag/Ak) −1]
From above formula
S= 62.83 mm
Spacing of the hoop shall not exceed = 1/4*(min. Member dimension)
= (400/4) = 100mm
Should not be less than 75 mm
Should not be greater than 100mm
So provide 75 mm spacing for special confinement.
4.3. DESIGN OF PILE FOOTING
Pile Cap P5
PILE ARRANGEMENT
Given Values
Pile spacing : Ps = 3.000 ft
Edge distance (from pile center to free edge of cap) : e = 2.000 ft.
Column size (in investigated direction) : h = 1.968 ft
Column size (in investigated perpendicular direction) : b = 0.984 ft
28
Pile Diameter : dp = 0.833 ft
Pile Capacity : Pp = 50.000 kip
Loading applied at top of cap
Load Case
Fx (kip)
Fy (kip)
Fz (kip)
Mx (kip-ft)
My (kip-ft)
Mz (kip-ft)
1 2.395 0.124 0.018 0.116 0.000 -18.428
2 -0.002 16.197 2.086 14.008 0.000 -0.019
3 -0.077 -436.997 -1.397 -5.323 0.000 0.487
4 -0.018 -136.651 -0.304 -1.175 0.000 0.102
5 -0.142 -860.473 -2.552 -9.747 0.000 0.884
6 -0.113 -688.378 -2.041 -7.798 0.000 0.707
7 2.761 -688.229 -2.020 -7.659 0.000 -21.407
8 -0.116 -668.942 0.461 9.012 0.000 0.685
9 -2.988 -688.527 -2.062 -7.937 0.000 22.821
10 -0.111 -707.814 -4.544 -24.608 0.000 0.730
11 -0.115 -655.496 -2.095 -7.984 0.000 0.731
12 3.478 -655.309 -2.069 -7.811 0.000 -26.912
13 -0.118 -631.200 1.033 13.028 0.000 0.702
14 -3.708 -655.682 -2.122 -8.158 0.000 28.373
15 -0.112 -679.791 -5.224 -28.996 0.000 0.759
16 3.524 -393.111 -1.231 -4.617 0.000 -27.204
17 -0.072 -369.002 1.871 16.221 0.000 0.410
18 -3.662 -393.484 -1.284 -4.964 0.000 28.081
19 -0.066 -417.593 -4.386 -25.803 0.000 0.467
Concrete : f’c = 576.000 kip/ft^2
Reinforcement : fy = 8640.000 kip/ft^2
The cap design is based on actual pile reactions
Pile Cap size (in investigated direction) H =
16.000 ft
Pile Cap size (in investigated perpendicular direction)
B =
13.000 ft
29
DESIGN CALCULATION
Results Summary
Dimensions of Pile Cap
Length of Pile Cap (PCL) 16.000 ft
Width of Pile Cap (PCW) 13.000 ft
Thickness of Pile Cap
Shear and Punching check 2.500 ft
Reinforcement
Bending Moment at critical location
in long direction -652.720 kip-ft
in short direction -594.270 kip-ft
Maximum bar size allowed
in long direction # 18
in short direction # 18
Reinforcement Selection
Along length
Selected bar size # 3
Selected bar spacing 2 in
Along width
Selected bar size # 3
Selected bar spacing 2 in
30
CHECK FOR PILE CAP THICKNESS
Critical Load Case : 5
Total pile number N= 20
Arrangement Reaction
Pile No.
X (ft)
Y (ft)
Axial (kip)
Lateral (kip)
Uplift (kip)
1 -6.000 -4.500 -43.233 0.128 0.000
2 -6.000 -1.500 -43.103 0.128 0.000
3 -6.000 1.500 -42.973 0.128 0.000
4 -6.000 4.500 -42.843 0.128 0.000
5 -3.000 -4.500 -43.226 0.128 0.000
6 -3.000 -1.500 -43.096 0.128 0.000
7 -3.000 1.500 -42.966 0.128 0.000
8 -3.000 4.500 -42.836 0.128 0.000
9 0.000 -4.500 -43.219 0.128 0.000
10 0.000 -1.500 -43.089 0.128 0.000
11 0.000 1.500 -42.959 0.128 0.000
12 0.000 4.500 -42.829 0.128 0.000
13 3.000 -4.500 -43.211 0.128 0.000
14 3.000 -1.500 -43.081 0.128 0.000
15 3.000 1.500 -42.951 0.128 0.000
16 3.000 4.500 -42.821 0.128 0.000
17 6.000 -4.500 -43.204 0.128 0.000
18 6.000 -1.500 -43.074 0.128 0.000
19 6.000 1.500 -42.944 0.128 0.000
20 6.000 4.500 -42.814 0.128 0.000
Pile Cap size (in investigated direction) H 16.000 ft
31
=
Pile Cap size (in investigated perpendicular direction)
B =
13.000 ft
Calculated Thickness (t) = 2.500 ft
Length of Column (CL) = 1.968 ft
Width of Column (CW) = 0.984 ft
Strength of Concrete (FC) = 576.000 kip/ft^2
Bottom Cover (CLB) = 0.167 ft
Pile in Pile Cap (PCP) = 0.167 ft
Effective Depth (d) = 2.167 ft
Check for Two-Way Shear
Pile No. Two-way Shear
(kip)
1 -43.233
2 -43.103
3 -42.973
4 -42.843
5 -43.226
6 -43.096
7 -42.966
8 -42.836
9 -43.219
10 -17.643
11 -17.589
12 -42.829
13 -43.211
14 -43.081
15 -42.951
16 -42.821
17 -43.204
18 -43.074
19 -42.944
20 -42.814
32
TOTAL -809.658
Design Shear for Two-Way Action St = -809.658 kip
Beta =
2.000
B0 =
174.866
Equation 11-33 : VC1 =
1150.188 kip
Equation 11-34 : VC3 =
2285.254 kip
Equation 11-35 : VC2 =
1150.188 kip
VC = minimum of (VC1, VC2, VC3) = 1150.188 kip
St <= 0.75 VC… hence, safe
Check for One-Way Shear (Along Length)
Pile No.
Shear Force
x1-x1(kip)
Shear Force
x2-x2(kip)
1 -43.233 0.000
2 -43.103 0.000
3 -42.973 0.000
4 -42.843 0.000
5 -13.785 0.000
6 -13.743 0.000
7 -13.702 0.000
8 -13.660 0.000
9 0.000 0.000
10 0.000 0.000
11 0.000 0.000
12 0.000 0.000
13 0.000 -13.780
14 0.000 -13.739
15 0.000 -13.697
33
16 0.000 -13.656
17 0.000 -43.204
18 0.000 -43.074
19 0.000 -42.944
20 0.000 -42.814
TOTAL -227.044 -226.907
Design Shear for One-Way Action (Along Length) SOL = -227.044
kip
Pile Cap Width PCw = 13.000 ft
VC =
513.048 kip
SOL <= 0.75 VC… hence, safe
Check for One-Way Shear (Along Width)
Pile No.
Shear Force
y1-y1(kip)
Shear Force
y2-y2(kip)
1 -43.233 0.000
2 0.000 0.000
3 0.000 0.000
4 0.000 -42.843
5 -43.226 0.000
6 0.000 0.000
7 0.000 0.000
8 0.000 -42.836
9 -43.219 0.000
10 0.000 0.000
11 0.000 0.000
12 0.000 -42.829
13 -43.211 0.000
14 0.000 0.000
15 0.000 0.000
16 0.000 -42.821
34
17 -43.204 0.000
18 0.000 0.000
19 0.000 0.000
20 0.000 -42.814
TOTAL -216.093 -214.143
Design Shear for One-Way Action (Along Width) SOL = -216.093
kip
Pile Cap Width PCw = 16.000 ft
VC =
631.444 kip
SOL <= 0.75 VC… hence, safe
Check for Punching Shear
Spacing between piles (Ps) = 3.000 ft
Diameter of pile (Pd) = 0.833 ft
Governing one-way shear = St = 227.044 kip
Beta = 1.000
B0 =
113.097
Equation 11-33 : VC1 =
1115.853 kip
Equation 11-34 : VC3 =
1227.031 kip
Equation 11-35 : VC2 =
743.902 kip
VC = minimum of (VC1, VC2, VC3) = 743.902 kip
St <= 0.75 VC… hence, safe
Check for Corner Piles
Pile No.
Shear Force
(kip)
35
4 -
42.843
20 -
42.814
1 -
43.233
17 -
43.204
Governing reaction (PC)
=
maximum of (Pi,
Pj,… Pn) =
43.233 kip
Pile Edge distance (Pe)
=
2.000 ft
d1 =
0.220 ft
d2 =
0.349 ft
dmin = maximum of (d1, d2) = 0.349 ft
d > = dmin… hence, safe.
Calculation of Maximum Bar Size
Along Length
Selected maximum bar size # 18
Bar diameter corresponding to max bar size (db) = 2.257 in
devlength 1 =
53.444 in
devlength 2 = 8.0 X db = 18.056 in
Chosen development length (ldb) =
max(devlength 1, devlength 2, 6”) = 53.444 in
36
ldb <
hence, safe
Along Width
Selected maximum bar size # 18
Bar diameter corresponding to max bar size (db) = 2.257 in
devlength 1 =
53.444 in
devlength 2 = 8.0 X db = 18.056 in
Chosen development length (ldb) =
max(devlength 1, devlength 2, 6”) = 53.444 in
ldb <
hence, safe
Selection of Reinforcement
Along Length
Critical Load Case : 19
Pile No.
Moment along
x1-
x1(kip-ft)
Moment along
x2-
x2(kip-ft)
1 -
107.354 0.000
2 -
105.629 0.000
3 -
103.903 0.000
4 -
102.178 0.000
5 -43.136 0.000
6 -42.443 0.000
37
7 -41.749 0.000
8 -41.056 0.000
9 0.000 0.000
10 0.000 0.000
11 0.000 0.000
12 0.000 0.000
13 0.000 -43.121
14 0.000 -42.427
15 0.000 -41.734
16 0.000 -41.040
17 0.000 -
107.276
18 0.000 -
105.551
19 0.000 -
103.825
20 0.000 -
102.100
Governing moment (Mtl) =
-652.720
kip-ft
dBeta = 0.85, if Fc <= 4000
= 0.65, if 4000 < Fc <= 8000
= 0.85 - , if Fc > 8000
Maximum Reinforcement Ratio (Rmax) =
0.021
Calculated Reinforcement Ratio (R) =
0.002
0.0018 <= R <= Rmax, R is accepted
Minimum spacing allowed (Smin) = 1.5 + db = 2 in
Selected spacing (S) = 2 in
Smin <= S <= 18 inch and selected bar size < selected maximum bar size… The reinforcement is accepted.
38
Along Width
Critical Load Case : 19
Pile No.
Moment along
y1-
y1(kip-ft)
Moment along
y2-
y2(kip-ft)
1 -85.782 0.000
2 -21.225 0.000
3 0.000 -20.879
4 0.000 -81.646
5 -85.767 0.000
6 -21.221 0.000
7 0.000 -20.875
8 0.000 -81.630
9 -85.751 0.000
10 -21.217 0.000
11 0.000 -20.871
12 0.000 -81.615
13 -85.736 0.000
14 -21.214 0.000
15 0.000 -20.867
16 0.000 -81.599
17 -85.720 0.000
18 -21.210 0.000
19 0.000 -20.863
20 0.000 -81.584
Governing moment (Mtl) =
-594.270
kip-ft
dBeta = 0.85, if Fc <= 4000
= 0.65, if 4000 < Fc <= 8000
39
= 0.85 - , if Fc > 8000
Maximum Reinforcement Ratio (Rmax) =
0.021
Calculated Reinforcement Ratio (R) =
0.002
0.0018 <= R <= Rmax, R is accepted
Minimum spacing allowed (Smin) = 1.5 + db = 2 in
Selected spacing (S) = 2 in
Smin <= S <= 18 inch and selected bar size < selected maximum bar size… The reinforcement is accepted.
SECTION OF PILE FOUNDATION
Fig. 4.1.3
40
Fig. 4.1.4
4.4 DESIGN OF SLAB
Take slab size = 4.68 m X 3.4 m
Lx = 3.4 m
Ly = 4.68 m
Ly/Lx = 1.376
Width of slab (D) = 1000 mm
Bending moment coefficient for rectangular panel supported on two adjacent Edge
discontinuous.
From IS-456 Table 26
Short span coefficient (ax) = 0.071 and 0.053
Long span coefficient (ay) = 0.047 and 0.035
Load calculation
Slab dead load = 3.125kN/m2
Floor finish = 1kN/m2
Live load = 3kN/m2
Total load 7.125kN/m2
Design load (Wu) = 1.5*7.125
= 10.6875kN/m2
Mux = ax*Wu*L2x
Mux1 = 8.77kNm
Mux2 = 6.55kNm
Muy1 = 5.81kNm
41
Muy2 = 4.324kNm
Over all depth of slab (d) = 125 mm
Assume 10Φ mm dia. bar and 10 mm clear cover.
Deff in shorter direction = 125−10−10/2
= 110 mm
Deff in longer direction = 125−10−10−10/2
= 100 mm
Check for depth
M= 0.138*fck*b*d2
d = 50.418 mm <125 mm ok
Calculation of Pt
Shorter span
Pt /100 = 0.5fck/fy [1−√(1−4.598R/fck)]
R = Mu /(B*d2)
Ptx1 /100 = 2.08*10-3 (positive moment)
Ptx2/100 = 1.53*10-3 (negative moment)
Ast = 228.8 mm2 for positive moment
Ast = 168 mm2 for negative moment
Check
(Ast)min = 0.12*b*D/100
= 150 mm2
Spacing in short span
S = 1000*Asv/Ast
Take 8Φ mm dia. bar
Asv = 50.26mm2
S = 220 mm
It should be min. Of (3d or 300)
Provide main reinforcement S = 220 mm for positive moment
For negative moment S = 300 mm
Longer span
Pty1 /100 = 1.655*10-3 (positive moment)
Pty2/100 = 1.22*10-3 (negative moment)
Ast = 165 mm2 for positive moment
Ast = 122 mm2 for negative moment
Check
(Ast) min = 0.12*b*D/100
= 150mm2
Provide
Ast = 150 mm2 for negative moment
Spacing for long span
For positive moment S = 300mm
For negative moment S = 340 mm
Spacing should be min. Of (5d or 450 mm)
Spacing is ok
42
Chapter 5:
ELEVATION
5.1. FRONT VIEW
5.2. SIDE VIEW
5.3. ISOMTERIC VIEW
5.4. TOP VIEW
43
Chapter 5
ELEVATION The elevation of the building is showing in respecting several views, which are given
below.
5.1. Front view:
The front of something is the part of it faces you, or that faces forward, or that you
normally see or use is said to be as front view.
FRONT VIEW
Fig. 5.1.1
5.2. Side View:
A view of a person or object presenting a side instead of front towards the observer or
camera is said to be as side view.
SIDE VIEW
Fig. 5.1.2
5.3. Isometric view:
Isometric view is a method for visually representing three dimension objects in two
dimensions in technical and engineering drawings. It is an axonometric projection in which
the three coordinates axes appear equally foreshortened and angle between any two of
44
them is 120 degrees.
ISOMETRIC VIEW
Fig. 5.1.3
Fig 5.1.4
45
Fig. 5.1.5
Fig. 5.1.6
46
Fig. 5.1.7
Fig. 5.1.8
47
Fig. 5.1.9
Fig.5.2.1
48
Fig. 5.1.3
5.4. Top view:
Top view is that view which taken picture from top side.
Fig. 5.2.4
49
Chapter 6:
CONCLUSION AND FUTURE SCOPE 6.1. CONCLUSION
6.2. FUTURE SCOPE
50
CHAPTER 6
CONCLUSION AND FUTURE SCOPE:
6.1. CONCLUSION:
The earthquake resistant residential building in moradabad is the topic of our project. We
took this topic for our peoject because earthquake destroy the buildings, money as well as
life too. The main motive is to design the earthquake resistant building to save the peoples
life as well as wealth. As we know the last earthquake took in Nepal, by which several
lives was harm and lots of money destroyed.
We designed the earthquake residential building so the people can feel safe and the
money saves as well.
Our building is safe and will not harm if the earthquake take place. We used many
techiniques by fighting with earthquake waves.
6.2. FUTURE SCOPE:
The Provisions and the building codes and consensus standards based on its
recommendations are technical documents used primarily by the professionals who design
and construct buildings and other structures. Understanding the basis for the seismic
regulations in the nation’s codes and standards is nevertheless important to others outside
the technical community including elected officials, decision-makers in the insurance and
financial communities, and individual building or business owners and other concerned
citizens. This document is intended to provide these interested individuals with a readily
understandable explanation of the intent and requirements of seismic design in general and
the Provisions in particular.
We wishes to express its deepest gratitude for the significant efforts of the over 200
volunteer experts. Americans unfortunate enough to experience the earthquakes that will
inevitably occur in the future will owe much, perhaps even their lives, to the contributions
and dedication of these individuals. Without the expertise and efforts of these men and
women, this document and all it represents with respect to earthquake risk mitigation
would not have been possible.
As we know the seismic area is large enough that is why it effects will be large.
Only the earthquake safety will save the lives from seismin waves. The scope of seismic
design buildings will be increased.
51
SUMMARY In the present project report seismic analysis and design of a five-storied asymmetrical
Plan building has been done. The building is modelled as a 3D frame using STAAD PRO
V8I.The building is analysed by Response Spectrum method. The following conclusions
have been drawn from the seismic analysis and design of the building
The fundamental time period of the building, as per IS 1893 (Part 1): 2002, is
0.25sec in longitudinal direction and 0.334 sec in transverse direction.
The modal mass participation percentage are 0.63% and .006465% along X and Y
directions of the building, respectively. This is because of low torsional rigidity of
the building.
Maximum modal mass participation is in mode no.10 is 91% in the longitudinal
direction and 90% in transverse direction.
From the manual design of a typical beam and column, it has been found that the
required flexure and shear reinforcement as obtained from STAAD PRO V8I is in
reasonable agreement with manual calculations
Special confining reinforcement in potential plastic hinge zone has to be provided
because STAAD PRO V8I does not provide any such special confining
reinforcement.
In a typical beam, shear force obtained from applied loads is 271.46kN for member
ID-533.
Out of the different load combinations the governing load cases consist of different
combinations with earthquake load
The period of vibration as calculated from the empirical formula of IS:
1893(Part1)-2002 comes out to be 0.25 sec in the longitudinal direction and 0.334
sec in the transverse direction. The period of the structure as obtained from the
software is 0.6099 sec and 0.60991sec in longitudinal and transverse directions,
52
respectively. So correction for base shear (ṼB/VB) is considered for the capping on
time period prescribed by IS: 1893 -2002.
(ṼB/VB)X Direction 0.7523 sec is applied and in Y direction 0.7116sec base shear
correction are applied.
53
REFERENCES
1. IS-13920-1993, Ductile detailing of Reinforced Concrete Structures Subjected to
Seismic Force, Bureau of Indian Standards, New Delhi, 1993.
2. IS-1893, Criteria for earthquake Resistant Design of structures-Part 1, General
Provisions and Buildings (Fifth Revision), Bureau of Indian Standards, New
Delhi, 2002.
3. IS-456, Plain and reinforced Concrete-Code of Practice, Bureau of Indian
Standards, New Delhi, 2000.
4. IS 875, Code of Practice for Design Loads (Other than Earthquake) for Buildings
and Structures- Part 2, Imposed Loads, (Second Revision), Bureau of Indian
Standards, New Delhi, 1987.
5. SP 16 - 1980 , Design Aids for Reinforced Concrete to IS:456 - 1978 , Bureau of
Indian Standard , New Delhi
6. S.Unnikrishana Pillai and Devdas Menon Reinforced Concrete Design, McGraw-
Hill, New Delhi, 2005.