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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

Frontiers of Structural and Civil Engineering  2023, Vol. 17 Issue (8): 1133-1144   https://doi.org/10.1007/s11709-023-0959-9
  本期目录
Effects of green roof damping and configuration on structural seismic response
Jenika McCLAY, Jenna WONG()
School of Engineering, San Francisco State University, San Francisco, CA 94132, USA
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Abstract

Sustainable structures are critical for addressing global climate change. Hence, their structural resilience or ability to recover from natural events must be considered comprehensively. Green roofs are a widely used sustainable feature that improve the environment while providing excellent occupant amenity. To expand their usage, their inherent damping and layout sensitivity to seismic performance are investigated in this study. The soil of a green roof can serve as a damper to dissipate the energy generated by earthquakes or other dynamic events. Results of preliminary analysis show that a green roof soil can increase localized damping by 2.5% under both dry and saturated conditions. Based on these findings, nonlinear time-history analyses are conducted on a three-story building in SAP2000 to monitor the structural behavior with and without a green roof. The increased damping in the green roof soil is beneficial to the structural performance, i.e., it reduces the building displacement and acceleration by 10% and 12%, respectively. Additionally, certain configurations are more effective and beneficial to the structural response than others, which suggests the possibility of design optimization. Based on the findings of this study, new methods of modeling and considering green roofs in structural design are established.

Key wordsgreen infrastructure    green roof    structural resilience    seismic design
收稿日期: 2022-08-17      出版日期: 2023-11-16
Corresponding Author(s): Jenna WONG   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2023, 17(8): 1133-1144.
Jenika McCLAY, Jenna WONG. Effects of green roof damping and configuration on structural seismic response. Front. Struct. Civ. Eng., 2023, 17(8): 1133-1144.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-023-0959-9
https://academic.hep.com.cn/fsce/CN/Y2023/V17/I8/1133
Fig.1  
Fig.2  
Fig.3  
Fig.4  
Fig.5  
Fig.6  
Fig.7  
strain (–)G/Gmax (–)DT (%)
0.0071.00 2.60
0.0120.99 2.88
0.0180.97 3.27
0.0290.95 3.65
0.0390.89 4.19
0.0510.83 5.00
0.0700.77 5.96
0.0900.69 6.92
0.1200.60 8.65
0.1900.4611.15
0.2800.3912.80
Tab.1  
strain (–)G/Gmax (–)DT (%)
0.0021.0002.25
0.0030.9902.30
0.0040.9902.35
0.0060.9802.40
0.0080.9752.42
0.0120.9702.45
0.0170.9602.50
0.0250.9502.70
0.0470.9303.00
0.0640.8903.20
0.0800.8503.50
Tab.2  
reference curveground motionshear strain (%)damping ratio (%)
saturated C7Chi Chi0.002102.50
Imperial Valley0.002502.50
Northridge0.002802.50
Kobe0.015002.90
Parkfield0.002702.50
dry C7Chi Chi0.002102.50
Imperial Valley0.002502.50
Northridge0.002802.90
Kobe0.015002.50
Parkfield0.002702.50
saturated P1Chi Chi0.002102.30
Imperial Valley0.002502.30
Northridge0.002802.30
Kobe0.015002.50
Parkfield0.002702.30
dry P1Chi Chi0.002102.30
Imperial Valley0.002502.30
Northridge0.002802.30
Kobe0.015002.50
Parkfield0.002702.30
average0.005022.46
Tab.3  
Fig.8  
responseground motionno GR, joint 149layout 1, joint 149decrease (%)no GR, joint 182layout 1, joint 182decrease (%)
maximum acceleration (g)El Centro1.801.4221.41.701.3421.2
Kobe1.241.15 7.61.201.0710.8
Northridge0.720.5720.90.680.5519.4
maximum displacement (in)El Centro0.620.4625.50.570.4324.6
Kobe0.410.3612.90.390.3411.7
Northridge0.300.2032.30.240.1824.9
Tab.4  
responseground motionno GR, joint 149layout 2, joint 149decrease (%)no GR, joint 182layout 2, joint 182decrease (%)
maximum acceleration (g)El Centro1.801.781.21.701.662.1
Kobe1.241.175.91.201.144.7
Northridge0.720.78?9.40.680.75?10.3
maximum displacement (in)El Centro0.620.620.40.570.561.3
Kobe0.410.42?0.30.390.39?0.5
Northridge0.300.291.90.240.28?13.4
Tab.5  
responseground motionno GR, joint 149layout 3, joint 149decrease (%)no GR, joint 182layout 3, joint 182decrease (%)
maximum acceleration (g)El Centro1.801.3326.31.701.3321.4
Kobe1.240.8729.81.200.8826.6
Northridge0.720.702.70.680.71?3.8
maximum displacement (in)El Centro0.620.4528.20.570.4520.7
Kobe0.410.2734.10.390.2828.3
Northridge0.300.2613.20.240.26?8.7
Tab.6  
responseground motionno GR, joint 149layout 4, joint 149decrease (%)no GR, joint 182layout 4, joint 182decrease (%)
maximum acceleration (g)El Centro1.801.5911.71.701.596.0
Kobe1.240.9622.81.200.9520.8
Northridge0.720.76?6.90.680.75?10.5
maximum displacement (in)El Centro0.620.5315.00.570.536.8
Kobe0.410.3027.90.390.3022.9
Northridge0.300.294.20.240.28?16.8
Tab.7  
roof configurationmaxmun drift defference (%)
joint 79joint 114joint 149joint 182
layout 1?0.42.1?46.0?34.6
layout 2?2.50.20.08.5
layout 35.51.8?52.8?106.3
layout 423.322.1?44.3?101.3
Tab.8  
roof configurationmaximum drift differences (%)
joint 79joint 114joint 149joint 182
layout 110.10.2?30.6?28.9
layout 22.70.3?0.5?2.1
layout 311.54.0?62.2?110.3
layout 420.112.1?57.5?93.2
Tab.9  
roof configurationmaximum drift differences (%)
joint 79joint 114joint 149joint 182
layout 1?0.1?7.0?51.9?64.7
layout 22.2?2.7?2.9?69.0
layout 332.018.8?39.3?108.8
layout 439.926.7?29.7?96.0
Tab.10  
scenariohorizontal accelerationvertical accelerationhorizontal displacementvertical displacement
joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182
layout 12222111422211114
layout 21144444311444443
layout 33311322133122332
layout 44433233244333221
Tab.11  
scenariohorizontal accelerationvertical accelerationhorizontal displacementvertical displacement
joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182
layout 11133111323331114
layout 22244444411444443
layout 33311333232113332
layout 44422222144222221
Tab.12  
scenariohorizontal accelerationvertical accelerationhorizontal displacementvertical displacement
joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182joint 79joint 114joint 149joint 182
layout 12211111411111111
layout 21143244322422224
layout 33322322133234443
layout 44434433244343332
Tab.13  
scenariofloor accelerationsfloor displacementstotal
layout 14240 82
layout 27570145
layout 35363116
layout 47067137
Tab.14  
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