**Open Access**-
**Total Downloads**: 0 -
**Authors :**Ibrahim Adow Idow, Prof. Mustafa Duzgun, Dr. Ogur Bozdag -
**Paper ID :**IJERTV7IS070024 -
**Volume & Issue :**Volume 07, Issue 07 (July 2018) -
**Published (First Online):**05-01-2019 -
**ISSN (Online) :**2278-0181 -
**Publisher Name :**IJERT -
**License:**This work is licensed under a Creative Commons Attribution 4.0 International License

#### Design and Analysis of Reinforced Concrete Buildings with Base Isolator

Design and Analysis of Reinforced Concrete Buildings with Base Isolator

Ibrahim Adow Idow , M.Sc. 1, Prof. Mustafa Duzgun2, Dr. Ogur Bozdag3

Department of Civil Engineering Dokuz EylÃ¼l University, Izmir, Turkey September 2018

Abstract-In this paper Base Isolation System and Design of Fixed Base Reinforced concrete building is studied. The codes regulations for design of the seismic reinforced concrete building used here is provided in the 2018 Turkish Earthquake Building Codes. 2 building models are compared. The first model is fixed base 7-story hospital building. The base of the first model building is fixed, without isolators. The same model is then designed with Lead Rubber Isolators. The properties of these isolators are taken from the manufacturer, Dynamic Isolation System. Using past earthquake acceleration as an example, these building are subjected to horizontal earthquake force. The 2 buildings are then analyzed with the help of Structural Analysis Program Sap2000 version 19. In the analysis, Time History method of analysis is used and the results are compared using tables and graphs. After the comparison of the results, a solution and recommendations are prepared. Finally, the type of buildings and structures where isolators should be used are mentioned together with situations where they should not be used.

Keyword- Base Isolation System; earthquake regulations; forces; Seismic Excitation

INTRODUCTION

Base isolation involves decoupling the structure from the ground by use of material, which has very high vertical stiffness, but have very low horizontal stiffness, hence allowing the building to move easily in horizontal direction. This concept has become reality within the last 30 years. In design of buildings, engineers main goal is to reduce interstory drift and floor acceleration. Large interstory drift during earthquake damages structural components of the structure while large floor acceleration damages sensitive materials in the building. Large interstory drift can be reduced by making the structure rigid. However this will lead to high floor acceleration. Floor acceleration can be reduced by making the structure flexible. But this results in large interstory drift. Base Isolation reduce both interstory drift and floor acceleration at the same time. In this system all the deformation are concentrated in the isolation system with the first dynamic mode of the structure orthogonal to higher modes. This gives the structure a fundamental frequency lower than the frequency of the fixed base counterpart and that of the ground motion. Base Isolated system increases the period of the structure thus making the building rigid at the same time. In this way the direction of earthquake forces are deflected through the Dynamics of the system and their effects are reduced.

CHARACTERISTICS OF THE BUILDING

Reinforced concrete building with seven story and total height of 21 meters is designed first without isolators (fixed base) and Time History method of analysis is carried out. The same model is again designed with isolators between the foundation and the ground (base isolation). Each story is 3 meters high. The architectural floor plan and 3D view of the model is given in figure 1 and 2 respectively. The building model stand on a land area of 40 m x 19 m. The general properties of the model are as follows:

The type of concrete used is C35, steel is S420. The column dimensions are 80×80 cm, beams 30×60 and the slab is 15 cm thick. The model is assumed to be located in first degree seismic zone of Turkey. It is assumed that the local soil class is ZD. In the base isolation system, 24 lead rubber isolators were placed under the columns between the foundation and ground floor. The properties of the isolators are shown in table 2. Several iterations were carried before determining its maximum displacement. They are capable of making 215 mm displacement in horizontal direction.

Fig. 1. Architectural floor plan of the building.

Fig. 2. Architectural 3D of the building.

EARTHQUAKE ACCELERATION RECORDS.

Earthquake acceleration records are shown in Table 1 and figure 3. Table 1 shows Earthquake Names, Epicentral Distance, velocities, the year of the earthquake and their magnitudes. Figure 3 shows spectra of the recorded accelerations.

Table 1. Earthquake records

No

Station

Year

Magntude (M)

Distance (R)

Vs30

(m/sn)

1

Imperial Valley

1979

6.53

10.45

231.23

2

Manjil

1990

7.37

63.96

348.69

3

Morgan Hill

1984

6.19

11.53

221.78

4

Landers

1992

7.28

68.66

328.09

5

Big Bear

1992

6.46

34.98

296.97

6

Hector Mine

1999

7.13

73.55

339.02

7

Chi-Chi

1999

6.20

21.62

258.89

8

Denali Alaska

1998

6.5

15.45

224.35

9

Ferndale City Hall

1982

7.5

10.55

242.65

10

Lenah Valley-6

1989

7.1

18.45

340.35

11

Amp chi

1998

6.5

25.56

300.45

2,5

Spektral acc (g)

1,5

0,5

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>AvEdaE

s6 dAa oAvisu

,dDtza osvd ss ss

wDsDss

>dvsA sAuudLJ

)HUQGDOH &LW\

+DOO

'HQDOL $ODVND

cAa6dt EDdDtazw

Period (sec)

Fig. 3. Earthquake spectrum and target spectra of the earthquakes.

LEAD RUBBER ISOLATOR

The type of isolator used in this paper is obtained from the manufacturer Dynamic Isolation System. The lead rubber isolator and its properties are given in Figure 4 and table 2 respectively.

Fig. 4. Lead rubber isolator.

Table 2. Lead rubber isolator properties

Isolator property

Unit

Isolator diameter, B

550

Mm

Diameter of lead core, BL

150

mm

Stiffness modulus, Gv

0.7

N/mm2

Thickness of each layer,rubber,t

10

mm

k1/k2

10

Strength, FQ=

126000

N

Total height of rubber layers,Tr

150

mm

Vertical stiffness, kv

629774.7

N/mm

Horizontal stiffness

nelastic stiffness, k2

1026.254

/td>

N/mm

Elastic stiffness,k1

10262.54

N/mm

Strength ,F0

126000

N

Effective stiffness,ke

1553.695

N/mm

COMPARISON OF ANALYSIS RESULTS

The results of the analysis are given first in tables and then figures. Periods, Floor displacements, relative story drifts, floor accelerations, shear forces and moments are given in tables 3 to tables 8.

Figures 5 to figures 10 shows the corresponding periods, floor displacements, relative story drift, floor accelerations, shear forces and moments respectively.

Periods

Table 3. Natural periods of base isolated and fixed base building

Mode

Fixed Base

Base Isolated

1

1.43

3.03

2

0.39

0.37

3

0.18

0.17

The fgure in the next page shows how the periods change with modes in both isolated and fxed base building.

3.5

3

2.5

2

1.5

1

Base Isolated

Fixed Base

0.5

0

0

1

2

Periods( sec)

3

4

Mode

Fig. 5 Modes against periods of base isolated and fixed base building

Floor Displacements

Table 4. Floor displacements

Floor

Displacement of Fixed Base

Displacement of Base Isolated

x- direction (mm)

y-direction (mm)

x-direction (mm)

y direction (mm)

7

332

279

305

287

6

294

250

295

280

5

248

213

283

269

4

193

168

268

256

3

132

117

248

240

2

72

64

225

220

1

22

20

198

197

Base

0

0

166

169

Relative Story Drift Ratios

Table 5. Relative story drift Ratios

Floor

Relative Floor Displacements Ratios

Fixed Base

Relative Floor Displacements Ratios Base Isolated

x-direction

y-direction

x-direction

y-direction

7

0.6529

0.5705

0.0540

0.0600

6

0.7969

0.6966

0.0684

0.0800

5

0.9330

0.8160

0.0867

0.1050

4

0.9034

0.8777

0.1065

0.1350

3

0.9675

0.8437

0.1269

0.1700

2

0.7786

0.6748

0.1479

0.2050

1

0.3403

0.2945

0.1699

0.2500

Floor Accelerations

Table 6. Floor acceleration of base isolated and fixed base building

Floor

Floor Acceleration Fixed Base

Floor Acceleration Base Isolated

x direction (m/s2)

y direction (m/s2)

x direction (m/s2)

y direction (m/s2)

7

2.82436

2.907327

0.63460

0.72323

6

1.951138

2.007804

0.58770

0.62524

5

1.752025

1.863236

0.58594

0.61065

4

1.718847

1.803193

0.53075

0.54957

3

1.540011

1.699247

0.50048

0.54013

2

1.468527

1.50188

0.48225

0.50167

1

1.280447

1.152785

0.48186

0.48252

Base

0

0

0.47923

0.49073

Shear forces

Table 7. Shear forces of base isolated and fixed base building

Floor

Shear Forces (KN) Fixed Base

Shear Forces (KN) Base Isolated

7

9800

4120

6

16191

5718

5

23916

7649

4

32266

9736

3

41434

12028

2

51343

14506

1

61540

17055

Bending Moments

Table 8. Bending moments of base isolated and fixed base building

Floor

Fixed Base Moment (kN-m)

Base Isolated Moment (kN)-m

7

8521

4288

6

27188

8955

5

53232

15466

4

84104

23184

3

117839

31618

2

152764

40349

1

188359

49248

7

6

5

Fixed based building-x

Floor

4 direction

Fixed based building-y direction

3

Based isolated building-x

direction

2 Based isolated building-y

direction

1

0

0 100 200 300 400

Displacement (mm)

Fig. 6. Displacement (mm)

7

6

5

Fixed base building-x

direction

Floor

4

base isolated building-x

3 direction

Fixed base building-y

2 direction

base isolated building-y

direction

0

0 0.2 0.4 0.6 0.8 1 1.2

Relative story drift ratio

Fig. 7. Relative story drift ratios

7

6

5

Fixed base building-y direction

Floor

4

Base isolated building-x direction

3

Base isolated buiding-y

direction

Fixed base building-x direction

1

0

0 1 2 3 4

Floor acceleration (m/sn2)

Fig. 8 Floor acceleration (m/s2)

7

6

5

Floor

4

Base isolated building

3

Fixed base building

2

1

0

0 10000 20000 30000 40000 50000 60000 70000

Shear forces (kN)

Fig. 9 Shear forces (KN)

7

6

5

Floor

4

Base isolated building

3

Fixed base building

2

1

0

0 50000 100000 150000 200000

Moment (kN-m)

Fig. 10 Bending moment (KN-m)

CONCLUSION AND RECOMMENDATIONS

In light with the analysis carried out in the paper it is observed that Base Isolated building behaves independently from its foundation. The building moves together as one rigid body as compared to fixed based building.

The periods of isolated buildings are long and therefore frequency of the vibration of the floors are reduced. Fixed base buildings are subjected to higher floor vibration because of their short periods.

The floor displacements of base isolated building are generally more than displacements of fixed base building but interstory drifts are small compared to fixed base building. Therefore, the structural elements of the base isolated building are not harmed by seismic forces.

The floor accelerations of base isolated building are low because the effect of seismic force is reduced by isolators movements by changing the direction of seismic forces. This is important because sensitive materials in the building will not be harmed if the floor acceleration is low.

Internal forces developed in the structural elements are significantly reduced in base isolated buildings compared to high internal forces in fixed base buildings. Shear forces and bending moments are lower for base isolated buildings than its fixed base counterparts.

Based on these results, it is concluded that isolators should be used for important buildings constructed in earthquake prone regions. Fire fighter stations, communication buildings, airports, bridges, police headquarters, historical

buildings, hospitals and buildings that contain important material and machines are some of the structures where base isolation system should be applied.

Base isolated buildings are approximately 5% more expensive than fixed base buildings. However, considering that it will not collapse during earthquake this expense is worth.

Base isolation system should not be applied on soft soil areas. Increasing the periods of the building will make it approach the already long period of soft ground, making isolators useless. Very tall and multistory structures and buildings whose column are subjected to high-tension forces are not appropriate for Base isolation system.

REFERNCES

[1] Ministry of Public Works. Regulations for Buildings Constructed in Areas Affected by Natural Disasters, Turkey, 1997. [2] KÃ¶sedag, B. Seismic Isolation in Structures, 2002.Yildiz Teknik University. [3] Aydn, A. Design of Earthquake Proof Structures. Seismic isolation and Energy Absorption System. 2005. [4] Kelly, J.M., Naeim, F. Design of Seismic Isolated Structures, 1999. California. [5] Cimilli S. And Tezcan S.S. Seismic Base Isolation, [6] Erkal A., Tezcan S.S. Seismic Base Isolation and Energy Absorbing Devices. 2002.