In this study, the use of high damping rubber bearing (HDRB) with various design properties in mitigating the seismic effects for steel buildings was investigated. For this, a generalized demand on the analytical model of HDRB was introduced and eighteen different models of HDRB were examined comparatively. These models were created by considering three significant isolation parameters of HDRB such as isolation period T (2, 2.5, and 3 s), effective damping ratio βeff (0.05, 0.10, 0.15), and post-yield stiffness ratio λ (3 and 6). The benchmark low (3-storey), mid (6-storey), and high-rise (9-storey) steel buildings were equipped with different isolation systems of HDRB and then subjected to a set of earthquake ground motions through nonlinear time history analyses in order to evaluate the actual nonlinear behaviour of the bearings in the base-isolated steel buildings in service. The base-isolated frames were assessed by the variation of the selected structural response parameters such as isolator displacement, relative displacement, inter-storey drift ratio, absolute acceleration, base shear, base moment, hysteretic curve, and dissipated energy. The effectiveness of the steel buildings with HDRB was evaluated. It was shown that the seismic performance of the base-isolated structure was remarkably influenced by the isolation parameters. The higher value of the isolation period and effective damping ratio tended to increase the amount of dissipated energy associated with low post-yield stiffness ratio.
Original Article
Seismic Response of Base-Isolated Buildings With High Damping Rubber Bearings Having Different Design Characteristics
https://doi.org/10.21203/rs.3.rs-161883/v1
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Base isolation
Bearing property
High damping rubber bearing
Isolation parameter
Nonlinear response
Steel frame
Table 1. Properties of HDRB for the outer columns in 3-storey base-isolated frame
|
T (s) |
βeff (%) |
λ |
Fy (kN) |
k1(kN/m) |
Q (kN) |
D (m) |
keff (kN/m) |
Isolation System |
|
|
5 |
|
7.2 |
575.6 |
4.8 |
0.278 |
T2β5λ3 |
|
|
2 |
10 |
3 |
10.2 |
516.9 |
6.8 |
0.185 |
209.1 |
T2β10λ3 |
|
|
15 |
|
15.3 |
440.1 |
10.2 |
0.163 |
|
T2β15λ3 |
|
|
5 |
|
5.7 |
368.4 |
3.8 |
0.348 |
|
T2.5β5λ3 |
|
2.5 |
10 |
3 |
8.2 |
330.8 |
5.5 |
0.232 |
133.8 |
T2.5β10λ3 |
|
|
15 |
|
12.3 |
281.6 |
8.2 |
0.205 |
|
T2.5β15λ3 |
|
|
5 |
|
3.2 |
255.8 |
3.2 |
0.417 |
|
T3β5λ3 |
|
3 |
10 |
3 |
4.6 |
229.8 |
4.5 |
0.278 |
92.9 |
T3β10λ3 |
|
|
15 |
|
6.8 |
195.6 |
6.8 |
0.245 |
T3β15λ3 |
|
|
|
5 |
|
5.6 |
1154.1 |
4.6 |
0.278 |
T2β5λ6 |
|
|
2 |
10 |
6 |
7.6 |
1049.4 |
6.3 |
0.185 |
209.1 |
T2β10λ6 |
|
|
15 |
|
10.4 |
937.5 |
8.7 |
0.163 |
|
T2β15λ6 |
|
|
5 |
|
4.5 |
738.6 |
3.7 |
0.348 |
|
T2.5β5λ6 |
|
2.5 |
10 |
6 |
6.1 |
671.6 |
5.1 |
0.232 |
133.8 |
T2.5β10λ6 |
|
|
15 |
|
8.3 |
600.0 |
6.9 |
0.205 |
|
T2.5β15λ6 |
|
|
5 |
|
3.7 |
512.9 |
3.1 |
0.417 |
|
T3β5λ6 |
|
3 |
10 |
6 |
5.1 |
466.4 |
4.2 |
0.278 |
92.9 |
T3β10λ6 |
|
|
15 |
|
6.9 |
416.7 |
5.7 |
0.245 |
T3β15λ6 |
Table 2. Properties of the ground motions utilized
|
Earthquake Record |
Year |
Mechanism |
Mw |
Rjb (km) |
Rrup (km) |
Vs30 (m/s) |
PGA (g) |
PGV (cm/s) |
PGD (cm) |
|
Cape Mendocino |
1992 |
Reverse |
7.01 |
0 |
8.2 |
712.8 |
0.61 |
81.87 |
25.48 |
|
Gazlı |
1976 |
Unknown |
6.8 |
3.9 |
5.5 |
659.6 |
0.59 |
64.94 |
24.18 |
|
Northridge |
1994 |
Reverse |
6.69 |
0 |
5.3 |
251.2 |
0.79 |
93.29 |
53.29 |
|
San Salvador |
1987 |
Reverse |
5.8 |
2.1 |
6.3 |
545 |
0.84 |
62.23 |
10.01 |
|
Tabas |
1978 |
Reverse |
7.35 |
1.8 |
2 |
766.8 |
0.80 |
118.29 |
96.80 |
Note: Mw: Magnitude; Rjb : Surface projection distance; Rrup:Rupture distance; Vs30: Mean shear velocity over the top 30 m; PGA: Peak ground acceleration; PGV: Peak ground velocity; PGD: Peak ground displacement
Table 3. Variation of the average seismic demand values in percentage based on the case T2β5λ3 in 3-storey frames
|
Isolation System |
Isolator Displacement (%) |
Interstorey Drift Ratio (%) |
Roof Drift Ratio (%) |
Relative Displacement (%) |
Absolute Acceleration (%) |
Base Shear (%) |
Base Moment (%) |
|
T2β5λ3 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
|
T2β10λ3 |
0.4 |
-7.9 |
-1.7 |
-8.4 |
-0.2 |
-3.0 |
-5.2 |
|
T2β15λ3 |
0.6 |
-14.4 |
-3.2 |
-15.5 |
-5.9 |
-6.0 |
-11.3 |
|
T2.5β5λ3 |
11.8 |
-34.1 |
1.6 |
-31.4 |
-22.1 |
-26.1 |
-25.5 |
|
T2.5β10λ3 |
11.4 |
-37.6 |
0.6 |
-34.6 |
-24.5 |
-29.3 |
-28.8 |
|
T2.5β15λ3 |
10.4 |
-44.3 |
-0.8 |
-37.4 |
-23.4 |
-32.7 |
-31.1 |
|
T3β5λ3 |
21.7 |
-50.8 |
5.4 |
-47.8 |
-37.8 |
-49.5 |
-42.5 |
|
T3β10λ3 |
21.4 |
-53.3 |
4.6 |
-50.2 |
-35.9 |
-44.4 |
-44.1 |
|
T3β15λ3 |
21 |
-55.3 |
3.9 |
-51.7 |
-37.3 |
-46.5 |
-45.4 |
|
T2β5λ6 |
-1.9 |
-3.5 |
-2.2 |
-3.0 |
11.9 |
-1.9 |
-1.9 |
|
T2β10λ6 |
-1.6 |
-9.7 |
-3.2 |
-8.5 |
0.9 |
-4.4 |
-4.7 |
|
T2β15λ6 |
1.4 |
-23.8 |
-5.0 |
-25.8 |
-1.1 |
-23.6 |
-24.4 |
|
T2.5β5λ6 |
10.4 |
-38.2 |
-0.3 |
-35.0 |
-8.7 |
-27.1 |
-27.4 |
|
T2.5β10λ6 |
10.1 |
-41.4 |
-1.2 |
-37.8 |
-16.1 |
-30.1 |
-30.4 |
|
T2.5β15λ6 |
9.1 |
-46.1 |
-2.9 |
-42.0 |
-12.4 |
-32.6 |
-31.1 |
|
T3β5λ6 |
20.7 |
-53.2 |
4.1 |
-49.6 |
-18.8 |
-44.4 |
-44.0 |
|
T3β10λ6 |
20.9 |
-55.2 |
3.9 |
-51.6 |
-31.8 |
-46.2 |
-45.1 |
|
T3β15λ6 |
20.4 |
-57.7 |
3.1 |
-53.5 |
-28.9 |
-47.6 |
-45.2 |
Key: Negative values show an decrease of the maximum average values
Table 4. Variation of the average seismic demand values in percentage based on the case T2β5λ3 in 6-storey frames
|
Isolation System |
Isolator Displacement (%) |
Interstorey Drift Ratio (%) |
Roof Drift Ratio (%) |
Relative Displacement (%) |
Absolute Acceleration (%) |
Base Shear (%) |
Base Moment (%) |
|
T2β5λ3 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
|
T2β10λ3 |
1.3 |
-5.2 |
-1.4 |
-4.6 |
0.4 |
-2.5 |
-1.8 |
|
T2β15λ3 |
2.8 |
-10.6 |
-2.4 |
-8.7 |
-2.5 |
-3.9 |
-4.3 |
|
T2.5β5λ3 |
21.1 |
-26.4 |
-0.1 |
-25.7 |
-23.3 |
-17.8 |
-19.3 |
|
T2.5β10λ3 |
20.5 |
-30.7 |
-2.2 |
-29.6 |
-21.6 |
-21.1 |
-20.4 |
|
T2.5β15λ3 |
20.8 |
-34.3 |
-2.7 |
-30.9 |
-22.4 |
-23.0 |
-23.2 |
|
T3β5λ3 |
41.6 |
-39.1 |
5.7 |
-37.6 |
-36.0 |
-31.6 |
-32.1 |
|
T3β10λ3 |
42.6 |
-43.8 |
4.2 |
-42.1 |
-36.1 |
-33.2 |
-34.5 |
|
T3β15λ3 |
41.0 |
-47.8 |
1.5 |
-46.2 |
-36.4 |
-34.8 |
-36.5 |
|
T2β5λ6 |
-2.4 |
-4.8 |
-2.7 |
-3.2 |
-3.0 |
-2.9 |
-1.9 |
|
T2β10λ6 |
-2.5 |
-11.7 |
-4.0 |
-5.8 |
0.8 |
-6.2 |
-4.1 |
|
T2β15λ6 |
-2.6 |
-19.1 |
-4.9 |
-7.7 |
-4.8 |
-9.2 |
-5.3 |
|
T2.5β5λ6 |
17.7 |
-29.3 |
-1.9 |
-25.5 |
-21.4 |
-21.1 |
-20.2 |
|
T2.5β10λ6 |
17.0 |
-33.1 |
-2.3 |
-28.6 |
-22.7 |
-24.2 |
-22.9 |
|
T2.5β15λ6 |
15.9 |
-36.6 |
-4.8 |
-29.8 |
-14.5 |
-26.8 |
-24.8 |
|
T3β5λ6 |
39.2 |
-41.6 |
4.0 |
-38.4 |
-30.7 |
-33.2 |
-33.2 |
|
T3β10λ6 |
40.1 |
-44.3 |
3.1 |
-41.4 |
-28.0 |
-35.0 |
-35.5 |
|
T3β15λ6 |
37.5 |
-49.0 |
0.9 |
-43.1 |
-24.5 |
-36.9 |
-36.6 |
Key: Negative values show an decrease of the maximum average values
Table 5. Variation of the average seismic demand values in percentage based on the case T2β5λ3 in 9-storey frames
|
Isolation System |
Isolator Displacement (%) |
Interstorey Drift Ratio (%) |
Roof Drift Ratio (%) |
Relative Displacement (%) |
Absolute Acceleration (%) |
Base Shear (%) |
Base Moment (%) |
|
T2β5λ3 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
|
T2β10λ3 |
1.2 |
-4.5 |
-1.0 |
-2.5 |
1.2 |
-2.2 |
-1.9 |
|
T2β15λ3 |
1.9 |
-9.2 |
-2.6 |
-5.7 |
2.1 |
-4.2 |
-3.8 |
|
T2.5β5λ3 |
24.8 |
-28.0 |
-4.1 |
-23.6 |
-16.9 |
-17.3 |
-17.2 |
|
T2.5β10λ3 |
25.8 |
-30.1 |
-5.6 |
-26.8 |
-17.1 |
-19.1 |
-17.9 |
|
T2.5β15λ3 |
27.3 |
-33.1 |
-7.6 |
-31.0 |
-18.9 |
-24.4 |
-25.9 |
|
T3β5λ3 |
55.6 |
-33.5 |
0.4 |
-36.8 |
-31.5 |
-26.5 |
-27.8 |
|
T3β10λ3 |
55.9 |
-37.2 |
0.3 |
-37.2 |
-32.0 |
-29.7 |
-30.7 |
|
T3β15λ3 |
57.7 |
-44.0 |
-1.4 |
-41.1 |
-31.3 |
-35.1 |
-31.4 |
|
T2β5λ6 |
-2.2 |
-3.0 |
-2.1 |
-2.1 |
-3.7 |
-2.4 |
-1.4 |
|
T2β10λ6 |
-0.9 |
-6.7 |
-3.0 |
-4.3 |
0.1 |
-5.7 |
-1.8 |
|
T2β15λ6 |
-1.1 |
-10.9 |
-4.3 |
-6.5 |
1.0 |
-7.8 |
-2.2 |
|
T2.5β5λ6 |
22.0 |
-30.0 |
-5.1 |
-23.3 |
-16.6 |
-19.2 |
-18.3 |
|
T2.5β10λ6 |
23.6 |
-31.9 |
-4.9 |
-25.7 |
-17.7 |
-20.8 |
-19.9 |
|
T2.5β15λ6 |
23.7 |
-34.4 |
-7.2 |
-28.1 |
-13.2 |
-24.7 |
-25.5 |
|
T3β5λ6 |
51.7 |
-36.5 |
-1.1 |
-36.7 |
-32.6 |
-28.9 |
-28.9 |
|
T3β10λ6 |
52.1 |
-39.7 |
-1.2 |
-37.1 |
-30.6 |
-34.7 |
-37.5 |
|
T3β15λ6 |
51.6 |
-43.7 |
-2.6 |
-39.1 |
-29.6 |
-37.5 |
-36.9 |
Key: Negative values show an decrease of the maximum average values
Table 6. Variation of the total dissipated energy Eloop (kJ) with isolation systems for 3, 6, and 9-storey frames under Gazlı earthquake
