A Project Report On DESIGN OF EARTHQUAKE RESISTANT BUILDING IN MORADABAD (G+8 PDF

Preview

Summary

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...

Description

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 Associate Professor

HEMANT KUMAR MUJAHID HUSAIN PRABHAT GAUTAM WAHID HUSAIN

(1308200903) (1308200913) (1308200916) (1208200113)

Department of Civil Engineering Moradabad Institute of Technology Ram Ganga Vihar, Phase-II, Moradabad – 244 001 May 2016

1

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

2

DEPARTMENT OF CIVIL ENGINEERING MORADABAD INSTITUTE OF TECHNOLOGY IN PERSUIT OF EXCELLENCE

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.

3

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.

4

CONTENTS S.No

Chapter Name

Page No

Acknowledgement…………………………………………..…………………………………. i Candidate’s Declaration…………………………………………………………………..…… ii Abstract …………………………………………………………………………..…………… iii Contents………………………………………………………………….................................. iv

1 1.1

Chapter 1: INTRODUCTION…………………………………………..……………………. 8 Objective of work………………………………………………………….……………………9

2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8

Chapter 2: BUILDING PROPERTIES……………………………..………………………10 SITE PR0PERTY………………………………………………………………………………13 GEOMETRIC PROPERTIES OF COMPONENTS……………………………….…………..13 MATERIAL PROPERTY………………………………………………………..…………….14 LOADING TYPE …………………………………………………………...…………………14 PRIMARY LOADS……………………………………………………….……………………14 EARTQUAKE LOAD......................................................................................................14 LOAD COMBINATIONS……………………………………………….……………………..14 SEISMIC LOAD ………………………………………………………………………………..15

3.1 3.2 3.3 3.4 3.5

Chapter 3: MODELING AND ANALYSIS………………………..………………………..17 MODELING…………………………………………………………………………………….18 MODE SHAPE………………………………………………………………………………….18 MODAL MASS PARTICIPATION MASS RATIO……………………………………………21 ANALYSIS OF BEAM SECTION……………………………………………………………..22 ANALYSIS OF COLUMN..........................................................................................................22

4.1 4.2 4.3 4.4.

Chapter 4: DESIGN OF BUILDING COMPONENTS……………………………………..23 DESIGN OF BEAM……………………………………………………………..………………24 DESIGN OF COLUMN………………………………………………………..………………..26 DESIGN OF PILE FOOTING………………………………………………..………………….27 DESIGN OF SLAB……………………………………………………………...……………….40

5 5.1 5.2 5.3 5.4

Chapter 5: ELEVATION………………………………………………….…………………..42 FRONT VIEW……………………………………………………………….…………………..43 SIDE VIEW………………………………………………………………………………………43 ISOMETRIC VIEW………………………………………………………….…………………..43 TOP VIEW……………………………………………………………………………………….48

6.1 6.2

Chapter 6: CONCLUSION AND FUTURE SCOPE...............................................................49 CONCLUSION…………………………………………………………………………………..50 FUTURE SCOPE………………………………………………….……………………………..50

5

LIST OF FIGURES S.NO 2.1.1 2.1.2 2.1.3 2.1.4 3.1.1 3.1.2 3.1.3 3.1.4 3.1.5 3.1.6 4.1.1 4.1.2 4.1.3 4.1.4 5.1.1 5.1.2 5.1.3 5.2.4

FIGURE NAME PAGE NO. CHAPTER 2 ELEVATION OF BUILDING IN X-Z PLANE…………………………………….. 11 ELEVATION OF BUILDING IN Y-Z PLANE………………………….…………..12 ELEVATION OF BUILDING IN PLINTH LEVEL BEAM PLANE….……………12 PLANE OF SEPARATION OF FLATES……………………………………………13 CHAPTER 3 3D STRUCTURE VIEW OF BUILDING…………………………………….……..18 BEAM SELECTION ON PLANE………………………………………..………….19 BENDING MOMENT ……………………………………………………..………..19 ZOOM SECTION BENDING MOMENT………………………………...…………20 AXIAL FORCE DIGRAM………………………………………………….………..21 COLUMN SELECTION AT NODES…………………………………………..……21 CHAPTER 4 DESIGN OF BEAM…………………………………………………………………..24 COLUMN SECTION……………………………………………………...………….26 SECTION OF PILE FOUNDATION FRONT VIEW……………………..…………39 SECTION OF PILE FOUNDATION TOP VIEW………………………..…………..40 CHAPTER 5 FRONT VIEW…………………………………………………………………………43 SIDE VIEW……………………………………………………………………………43 ISOMETRIC VIEW………………………………….…………………….…………..44 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

6

Chapter 1: INTRODUCTION 1.1. Objective of work

7

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 8

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.

9

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

10

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

11

Figure 2.1.2- Elevation of building in y-z plane

Figure 2.1.3- Plinth level beam plan

12

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 13

     

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 Unit Weight Yield Stress Compressive elasticity(kN/m2) (KN/m3) MPa strength (MPa) 6 Concrete 25 X 10 25 25000 Masonry 2 X 106 20 Reinforcement 2 X 108 415 8 Reinforcement 2 X 10 500 (column)

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 14

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 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 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 15

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

16

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

17

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.

18

Fig. 3.1.2

BENDING MOMENT (plan)

Fig.3.1.3

19

ZOOM BENDING MOMENT

Fig 3.1.4

20

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 Mass Sum Mass participation participation participation in X in Y in X direction

Sum Mass participation in Y

21

direction

direction

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

0.14219

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

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

Text

Text

Unit

Sec

0.07983

0.0134

direction

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

22

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

23

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 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

IS-13920-1993 Cl-

24

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 SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 1092.87

2)

SUMMATION OF MOMENTS AROUND THE ORIGINMX= 29883.20 MY= -47616.63 MZ= 0.00 STAAD SPACE

-- PAGE NO. 1050

***TOTAL REACTION LOAD( KN METE ) SUMMARY ...