 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): 05012019
 ISSN (Online) : 22780181
 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
AbstractIn 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 7story 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
ChiChi
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 Valley6
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
/wDdasAu sAuudLJ oza6Av ,suu
>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)
ydirection (mm)
xdirection (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
xdirection
ydirection
xdirection
ydirection
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 (kNm)
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 buildingx
Floor
4 direction
Fixed based buildingy direction
3
Based isolated buildingx
direction
2 Based isolated buildingy
direction
1
0
0 100 200 300 400
Displacement (mm)
Fig. 6. Displacement (mm)
7
6
5
Fixed base buildingx
direction
Floor
4
base isolated buildingx
3 direction
Fixed base buildingy
2 direction
base isolated buildingy

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 buildingy direction
Floor
4
Base isolated buildingx direction
3
Base isolated buidingy
direction

Fixed base buildingx 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 (kNm)
Fig. 10 Bending moment (KNm)


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 hightension 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.