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.

mailto:[email protected]

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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

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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

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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


2285.254 kip


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


1115.853 kip


1227.031 kip


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


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


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


Check

(Ast) min = 0.12*b*D/100

= 150mm2

Provide


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.

design of earthquake resistant building project report

Education