Post-tensioning self-centering walls are a well-developed and resilient technology. However, despite extensive research, the application of this technology has previously been limited to low-rise buildings. A ten-story self-centering wall building has now been designed and constructed using the state-of-art design methodologies and construction detailing, as described in this paper. The building is designed in accordance with direct displacement-based design methodology, with modification of seismic demand due to relevant issues including higher-mode effects, second order effects, torsional effects, and flexural deformation of wall panels. Wall sections are designed with external energy-dissipating devices of steel dampers, and seismic performance of such designed self-centering walls is evaluated through numerical simulation. It is the first engineering project that uses self-centering walls in a high-rise building. The seismic design procedure of such a high-rise building, using self-centering wall structures, is comprehensively reviewed in this work, and additional proposals are put forward. Description of construction detailing, including slotted beams, flexible wall-to-floor connections, embedded beams, and damper installation, is provided. The demonstration project promotes the concept of seismic resilient structures and contributes to the most appealing city planning strategy of resilient cities at present. The paper could be a reference for industry engineers to promote the self-centering wall systems worldwide.
target displacement in consideration of higher-mode effects (mm)
10
600
314.14
38.35
–1.11
–0.04
316.48
596.84
9
540
282.73
33.12
–0.48
–0.01
284.66
536.84
8
480
251.31
27.94
0.12
0.02
252.86
476.87
7
420
219.90
22.66
0.59
0.04
221.07
416.90
6
360
188.49
17.76
0.91
0.04
189.32
357.04
5
300
157.07
13.05
1.03
0.03
157.62
297.25
4
240
125.66
8.91
0.97
0.01
125.98
237.58
3
180
94.24
5.43
0.75
–0.01
94.40
178.03
2
120
62.83
2.68
0.45
–0.03
62.89
118.60
1
60
31.41
0.59
0.16
–0.02
31.42
59.25
Tab.4
Fig.8
Fig.9
parameter
value
wall length (mm)
4200
wall width (mm)
200
wall panel height (mm)
30000
thickness of cover concrete (mm)
20
Tab.5
parameter
value
vertically distributed reinforcement
ΦF10@200
horizontally distributed reinforcement
ΦF10@200
configuration of densified stirrups
ΦF10@50
height of stirrup densification (mm)
800
material strength of steel strand (MPa)
fpy = 1670
unbonded length of steel strand (mm)
30000
initial prestressing force of steel strand
0.5fpy
Tab.6
parameter
value
material strength of confined concrete (MPa)
34.1
vertical dimension of confined concrete (mm)
800
horizontal dimension of confined concrete (mm)
800
material strength of unconfined concrete (MPa)
19.1
Tab.7
parameter
value on Grid 1/Grid 10
value on Grid 4/Grid 7
steel strand configuration
2?s15.2
9?s15.2
yield force of dampers (kN)
270
295
base moment at target base rotation angle (kN·m)
2934.0
5255.2
Tab.8
Fig.10
Fig.11
Fig.12
Fig.13
Fig.14
Fig.15
Fig.16
record No.
record name
characteristic period (s)
source
earthquake level
SW01
AW1
0.45
artificial
minor
SW02
AW2
0.45
artificial
minor
SW03
RSN67_SFERN_ISD014
0.45
natural
minor
SW04
RSN1115_KOBE_SKI000
0.45
natural
minor
SW05
RSN1161_KOCAELI_GBZ000
0.45
natural
minor
SW06
RSN1245_CHICHI_CHY102-E
0.45
natural
minor
SW07
RSN5823_SIERRA.MEX_CHI000
0.45
natural
minor
SW08
AW3
0.50
artificial
mega
SW09
AW4
0.50
artificial
mega
SW10
RSN175_IMPVALL.H_H-E12140
0.50
natural
mega
SW11
RSN1499_CHICHI_TCU060-E
0.50
natural
mega
SW12
RSN1546_CHICHI_TCU122-E
0.50
natural
mega
SW13
RSN1594_CHICHI_TTN051-E
0.50
natural
mega
SW14
RSN1833_HECTOR_SNC090
0.50
natural
mega
Tab.9
Fig.17
Fig.18
Fig.19
1
G W Housner. The behavior of inverted pendulum structures during earthquakes. Bulletin of the Seismological Society of America, 1963, 53(2): 403–417 https://doi.org/10.1785/BSSA0530020403
2
S PampaninD MarriottA Palermo. PRESSS Design Handbook. Auckland: New Zealand Concrete Society, 2010
3
I Takewaki, S Murakami, S Yoshitomi, M Tsuji. Fundamental mechanism of earthquake response reduction in building structures with inertial dampers. Structural Control and Health Monitoring, 2012, 19(6): 590–608 https://doi.org/10.1002/stc.457
4
M J N PriestleyG M CalviM J Kowalsky. Displacement-Based Seismic Design of Structures. Pavia: IUSS Press, 2007
5
ITG-5.1-07 ACI. Acceptance Criteria for Special Unbonded Post-Tensioned Precast Structural Walls Based on Validation Testing. Farmington Hills, MI: American Concrete Institute, 2007
6
ITG-5.2-09 ACI. Requirements for Design of a Special Unbonded Post-Tensioned Precast Shear Wall Satisfying ACI ITG-5.1 and Commentary. Farmington Hills, MI: American Concrete Institute, 2009
7
W Y Kam, S Pampanin. The seismic performance of RC buildings in the 22 February 2011 Christchurch earthquake. Structural Concrete, 2011, 12(4): 223–233 https://doi.org/10.1002/suco.201100044
8
A H BuchananD BullR DhakalG MacRaeA PalermoS Pampanin. Base Isolation and Damage-Resistant Technologies for Improved Seismic Performance of Buildings. Research Report 2011-02. 2011
9
Federation for Structural Concrete International. Precast-Concrete Buildings in Seismic Areas. FIB Bulletin No. 78. 2016
10
Y ZhouA GuY LuG SongR HenryG Rodgers. Large-scale shaking table experimental study on a low-damage self-centering wall building. China Civil Engineering Journal, 2020, 53(10): 62 (in Chinese)
11
A Gu, Y Zhou, R S Henry, Y Lu, G W Rodgers. Simulation of shake-table test for a two-story low-damage concrete wall building. Structural Control and Health Monitoring, 2022, 29(10): e3038
12
R S Henry, Y Zhou, Y Lu, G W Rodgers, A Gu, K J Elwood, T Y Yang. Shake-table test of a two-storey low-damage concrete wall building. Earthquake Engineering & Structural Dynamics, 2021, 50(12): 3160–3183 https://doi.org/10.1002/eqe.3504
13
Y Lu, R S Henry, Y Zhou, G W Rodgers, Q Yang, A Gu. Data set for a shake-table test of a 2-story low-damage concrete wall building. Journal of Structural Engineering, 2022, 148(7): 04722002 https://doi.org/10.1061/(ASCE)ST.1943-541X.0003348
14
50011-2010 GB. Code for Seismic Design of Buildings. Beijing: China Architecture & Building Press, 2016 (in Chinese)
15
51408-2021 GB/T. Standard for Seismic Isolation Design of Building. Beijing: China Planning Press, 2021 (in Chinese)
16
Y ZhouA Q Gu. Displacement-based seismic design of self-centering shear walls under four-level seismic fortifications. Journal of Building Structures, 2019, 40(3): 118–126 (in Chinese)
17
Y ZhouH WuA Gu. Earthquake engineering: From earthquake resistance, energy dissipation, and isolation to resilience. Engineering Mechanics, 2019, 36(6): 1–12 (in Chinese)
18
B SmithY Kurama. Seismic Design Guidelines for Special Hybrid Precast Concrete Shear Walls. Research Report NDSE 2012-02. 2012
19
3101:2006 NZS. Concrete Structures Standard—The Design of Concrete Structure. Wellington: Standards New Zealand, 2006
20
K M Twigden. Dynamic response of unbonded post-tensioned concrete walls for seismic resilient structures. Dissertation for the Doctoral Degree. Auckland: University of Auckland, 2016
21
3-2010 JGJ. Technical Specification for Concrete Structures of Tall Building. Beijing: China Architecture & Building Press, 2010 (in Chinese)
B Yang, X Lu. Displacement-based seismic design approach for prestressed precast concrete shear walls and its application. Journal of Earthquake Engineering, 2018, 22(10): 1836–1860 https://doi.org/10.1080/13632469.2017.1309607
24
H WuY Zhou. Parametric study on seismic performance of self-centering precast concrete walls with multiple rocking joints. In: Proceedings of the 17th World Conference on Earthquake Engineering. Tokyo: Japan Association for Earthquake Engineering, 2020, 2c-0159
25
A Gu, Y Zhou, Y Xiao, Q Li, G Qu. Experimental study and parameter analysis on the seismic performance of self-centering hybrid reinforced concrete shear walls. Soil Dynamics and Earthquake Engineering, 2019, 116: 409–420 https://doi.org/10.1016/j.soildyn.2018.10.003
26
I Takewaki, H Akehashi. Comprehensive review of optimal and smart design of nonlinear building structures with and without passive dampers subjected to earthquake loading. Frontiers in Built Environment, 2021, 7: 631114 https://doi.org/10.3389/fbuil.2021.631114
27
H Akehashi, I Takewaki. Bounding of earthquake response via critical double impulse for efficient optimal design of viscous dampers for elastic-plastic moment frames. Japan Architectural Review, 2022, 5(2): 131–149 https://doi.org/10.1002/2475-8876.12262
28
PEER. PEER Ground Motion Database. Berkeley: University of California, 2020
29
H Akehashi, I Takewaki. Resilience evaluation of elastic-plastic high-rise buildings under resonant long-duration ground motion. Japan Architectural Review, 2022, 5(4): 373–385 https://doi.org/10.1002/2475-8876.12280