山岭隧道衬砌结构震害机理研究
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摘要
隧道工程是交通系统的重要组成部分，按其埋深主要分为浅埋隧道和山岭隧道（深埋）。以往的经验认为山岭隧道不容易出现震害，因此相关的研究很少。2008年汶川8.0级特大地震造成了震中附近的多座公路隧道受损严重，震后修复十分困难。目前隧道衬砌结构震害机理成为学科发展的一个难点，严重制约了山岭隧道的抗震设计。本文以阐明山岭隧道二次衬砌在地震作用下的力学模式和震害机理为目标，采用理论分析、振动台地震模拟实验以及有限元地震反应分析等方法开展系统研究，取得主要成果如下。
1）通过实地调查，详细描绘了都江堰至映秀高速公路沿线山岭隧道的地震受损情况。统计结果显示，不良地质区间内无筋混凝土二次衬砌的震害比例最大。
2）用等效模拟法，探讨了衬砌拱顶背后存在空洞、地震波入射角度不同、地层条件突变的情况下隧道结构的受震机制。指出了在地震作用下，衬砌拱顶背后存在空洞易导致拱顶区域向上脱开并发生整体式坍塌。
3）以龙溪隧道为原型，用振动台地震模拟实验研究了山岭隧道浅埋段内二次衬砌的地震响应规律。模型试验再现了实际隧道的震害现象，地震输入的加速度峰值不同，衬砌关键部位的地震响应敏感程度亦不相同；试验验证了混凝土衬砌结构的极限压应变数值在450με左右。
4）对竖向地震作用下无筋混凝土衬砌和钢筋混凝土衬砌进行了振动台对比试验。试验验证了无筋混凝土二次衬砌在地震时容易形成立即崩塌的极限破坏模式。此外，本次试验首次证明了强烈的竖向地震作用是引发隧道衬砌的拱墙至拱脚外侧出现斜向开裂的主要原因。由此建议，位于软弱破碎地层内的衬砌应在其横断面内双向布设最小配筋率为0.2%的受弯钢筋以提高结构延性，为隧道抗震设计提供了依据。
5）用有限元法分析了山岭隧道纵向的地震响应。计算结果表明，在软硬地层交界处由地震引起隧道结构的纵向拉应力峰值远高于混凝土结构的极限抗拉强度，解释了隧道衬砌产生环向开裂的震害机理。
Tunnel engineering is an important part of transportation system. Accordingto its buried depth, tunnel can be divided into shallow-buried urban tunnel anddeep-buried mountain tunnel. It is widely accepted from past experiences thatmountain tunnels are considered to have higher seismic stability, therefore, thefollowing studies are limited. In the2008Wenchuan earthquke (M8.0), more than10mountain tunnels in service around the epicenter had been damaged seriouslyto need complicated repair and reinforcement. At present, the seismic-damagedmechanism on lining structure of mountain tunnel during earthquake has becamea difficult point in the discipline development. It restricted the quake-proof designof mountain tunnel structures. This paper aims at clarifying the seismic responseand damage-causing mechanism of secondary lining in deep-tunnels underearthquake. This is achieved by means of theoretical analysis methods andshaking table tests, as well as advanced numerical simulations with the systematicresearch. The results from the study were acquired as follows:
1） According to the data from the on-site investigation，the modes ofearthquake damage to mountain tunnels located between Dujiangyan and Yingxiuhave been described in detail. It was found that the damage proportion ofsecondary lining in unreinforced concrete tunnels located in the poor geologicalconditions were large.
2） By the equivalent simulation method, the attention was specifically onthe seismic damage mechanism of deep tunnels under earthquake when therewere voids behind the lining of tunnel crown or when the incident angle ofseismic wave are different, as well as when the tunnel was buried in differentground rigidity. From the numerical analyses, it was found that the voids abovethe lining have negative effect on the aseismic performance. Further more, it waslikely that the tunnel crown were raised up or wholly collapsed under earthquake.
3） The analysis was applied to a real case, the Longxi tunnel located inSichuan. With poor geological conditions, a model experiment on the shakingtable was conducted to clarify the damage mechanism and assess tunnel aseismicperformance. It was revealed that actual earthquake damage was able to bereproduced by the model test, in which the seismic response sensitivity for thekey parts of lining changed under different loading conditions. Based on the testresults, the ultimate compressive strain in the C25concrete lining structure mayreach at450με.
4） A dynamic compared experiment of reinforced concrete lining and plainconcrete lining were carried out on the shaking table. It’s essentially to verify theultimate response of unreinforced concrete lining is prone to collapse suddenlyduring the strong motion. Moreover, it has been experimentally and analyticallyconfirmed that the inclined crack between sidewall and foot of the lining linkedto the strong vertical component of earthquake motion. Subsequently, to improve the structural ductility along the tunnel’s transversal direction requires setting aminimum bending reinforcement ratio of2%which is useful for the quake-proofdesign of mountain tunnel structures.
5） A numerical simulation was conducted to clarify the seismic responsemechanism of mountain tunnel along its lognitudinal direction. The results of theanalyses are shown that under earthquake the longitudinal peak tensile stress oftunnel was much higher than the ultimate tensile strength of concrete structurewhen the tunnel located at the junction between hard and soft strtum. It hasinterpreted the seismic damage-causing mechanism of ring cracks on thesecondary lining.
1）通过实地调查，详细描绘了都江堰至映秀高速公路沿线山岭隧道的地震受损情况。统计结果显示，不良地质区间内无筋混凝土二次衬砌的震害比例最大。
2）用等效模拟法，探讨了衬砌拱顶背后存在空洞、地震波入射角度不同、地层条件突变的情况下隧道结构的受震机制。指出了在地震作用下，衬砌拱顶背后存在空洞易导致拱顶区域向上脱开并发生整体式坍塌。
3）以龙溪隧道为原型，用振动台地震模拟实验研究了山岭隧道浅埋段内二次衬砌的地震响应规律。模型试验再现了实际隧道的震害现象，地震输入的加速度峰值不同，衬砌关键部位的地震响应敏感程度亦不相同；试验验证了混凝土衬砌结构的极限压应变数值在450με左右。
4）对竖向地震作用下无筋混凝土衬砌和钢筋混凝土衬砌进行了振动台对比试验。试验验证了无筋混凝土二次衬砌在地震时容易形成立即崩塌的极限破坏模式。此外，本次试验首次证明了强烈的竖向地震作用是引发隧道衬砌的拱墙至拱脚外侧出现斜向开裂的主要原因。由此建议，位于软弱破碎地层内的衬砌应在其横断面内双向布设最小配筋率为0.2%的受弯钢筋以提高结构延性，为隧道抗震设计提供了依据。
5）用有限元法分析了山岭隧道纵向的地震响应。计算结果表明，在软硬地层交界处由地震引起隧道结构的纵向拉应力峰值远高于混凝土结构的极限抗拉强度，解释了隧道衬砌产生环向开裂的震害机理。
Tunnel engineering is an important part of transportation system. Accordingto its buried depth, tunnel can be divided into shallow-buried urban tunnel anddeep-buried mountain tunnel. It is widely accepted from past experiences thatmountain tunnels are considered to have higher seismic stability, therefore, thefollowing studies are limited. In the2008Wenchuan earthquke (M8.0), more than10mountain tunnels in service around the epicenter had been damaged seriouslyto need complicated repair and reinforcement. At present, the seismic-damagedmechanism on lining structure of mountain tunnel during earthquake has becamea difficult point in the discipline development. It restricted the quake-proof designof mountain tunnel structures. This paper aims at clarifying the seismic responseand damage-causing mechanism of secondary lining in deep-tunnels underearthquake. This is achieved by means of theoretical analysis methods andshaking table tests, as well as advanced numerical simulations with the systematicresearch. The results from the study were acquired as follows:
1） According to the data from the on-site investigation，the modes ofearthquake damage to mountain tunnels located between Dujiangyan and Yingxiuhave been described in detail. It was found that the damage proportion ofsecondary lining in unreinforced concrete tunnels located in the poor geologicalconditions were large.
2） By the equivalent simulation method, the attention was specifically onthe seismic damage mechanism of deep tunnels under earthquake when therewere voids behind the lining of tunnel crown or when the incident angle ofseismic wave are different, as well as when the tunnel was buried in differentground rigidity. From the numerical analyses, it was found that the voids abovethe lining have negative effect on the aseismic performance. Further more, it waslikely that the tunnel crown were raised up or wholly collapsed under earthquake.
3） The analysis was applied to a real case, the Longxi tunnel located inSichuan. With poor geological conditions, a model experiment on the shakingtable was conducted to clarify the damage mechanism and assess tunnel aseismicperformance. It was revealed that actual earthquake damage was able to bereproduced by the model test, in which the seismic response sensitivity for thekey parts of lining changed under different loading conditions. Based on the testresults, the ultimate compressive strain in the C25concrete lining structure mayreach at450με.
4） A dynamic compared experiment of reinforced concrete lining and plainconcrete lining were carried out on the shaking table. It’s essentially to verify theultimate response of unreinforced concrete lining is prone to collapse suddenlyduring the strong motion. Moreover, it has been experimentally and analyticallyconfirmed that the inclined crack between sidewall and foot of the lining linkedto the strong vertical component of earthquake motion. Subsequently, to improve the structural ductility along the tunnel’s transversal direction requires setting aminimum bending reinforcement ratio of2%which is useful for the quake-proofdesign of mountain tunnel structures.
5） A numerical simulation was conducted to clarify the seismic responsemechanism of mountain tunnel along its lognitudinal direction. The results of theanalyses are shown that under earthquake the longitudinal peak tensile stress oftunnel was much higher than the ultimate tensile strength of concrete structurewhen the tunnel located at the junction between hard and soft strtum. It hasinterpreted the seismic damage-causing mechanism of ring cracks on thesecondary lining.
引文
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