大跨度悬索桥隧道式锚碇力学特性研究综述

doi:10.13229/j.cnki.jdxbgxb20210962

Abstract

Abstract:

In view of the mechanic characteristics of tunnel-type anchorage （TTA）， the research results on the clamping effect， the failure mechanism and stability， the bearing capacity and the dynamic response under seismic action are summarized. TTA can resist the huge pulling force from the main cable under the clamping effect. Based on the clamping effect， the formula of its bearing capacity can be deduced， and the mechanical parameters of surrounding rock， the wedge angle and buried depth of the plug body and other factors will have different degrees of influence on its bearing capacity. The failure of TTA starts from the cementation surface between the bottom of the plug body and surrounding rock， and develops upward in horn shape. Under earthquake， the deformation of the front anchor surface is larger than that of the rear anchor surface. Combined with the existing research contents， the future research directions of TTA mechanical properties are prospected.

Key words: bridge and tunnel engineering, tunnel-type anchorage, clamping effect, failure mechanism, stability, bearing capacity, dynamic mechanical response

CLC Number:

U443.24

Guo-jun YANG,Qi-wei TIAN,Ming-hang LYU,Yong-feng DU,Guang-wu TANG,Zong-jian HAN,Yi-duo FU. Review of mechanic characteristics of tunnel⁃type anchorage of long⁃span suspension bridge[J].Journal of Jilin University(Engineering and Technology Edition), 2022, 52(6): 1245-1263.

Figures/Tables 13

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作者	背景桥	研究方法	设计荷载p下隧道锚位移/mm	极限承载力（p为设计荷载）	极限荷载下隧道锚的位移/mm
朱玉等^［24］	四渡河大桥	有限元数值分析	-	7p	-
朱杰兵等^［25］	四渡河大桥	现场模型试验（1∶12）	-	7.6p	4.9
焦长洲等^［26］	南溪长江大桥	有限元数值分析	1.08	-	-
邬爱清等^［27］	四渡河大桥	现场模型试验（1∶12）有限元数值模拟	0.10	7.6p	0.41
黄东等^［28］	-	有限元数值模拟	0.24	7.5p	0.68
周程等^［29］	矮寨大桥	有限元数值模拟	-	5~7p	-
江南等^［30］	金沙江大桥	有限元数值模拟	2.97	9~11p	-
Wen等^［31］	Dadu River Bridge	有限元数值模拟	5.7	7p	34
郭喜峰等^［32］	大渡河大桥	现场模型试验（1∶10）有限元数值模拟	0.42	7p	6.41
李维树等^［33］	金沙江大桥	现场模型试验（1∶10）	0.142	9.5p	-
王中豪等^［34］	金沙江大桥	现场模型试验（1∶10）	0.118	9.5p	3.550
颜冠峰等^［35］	大渡河大桥	有限元数值模拟	1左右	7p	3.5左右
王鹏宇^［36］	几江长江大桥	现场模型试验（1∶10）有限元数值模拟	很小	11.5p	48.2
樊火印等^［37］	花江北盘江大桥	有限元数值模拟	1.5	4p	5.9

作者	背景桥	研究方法	破坏荷载大小（p为设计荷载）	破会模式
胡波等^{［45，46］}	坝陵河大桥	现场模型试验（1∶20）现场模型试验（1∶30）有限元数值模拟	17.5p	锚塞体带动周边较大范围内的岩体发生倒塞型的整体拉剪复合破坏
汤华等^{［47，48］}	普立大桥	室内模型试验有限元数值模拟	50p	锚塞体附近发生剪切破坏，个别部位为受拉破坏，围岩破坏形式为从锚塞体底部向上发散的倒锥型破坏面
蒋昱州等^［49］	伍家岗大桥	现场模型试验（1∶50）	17p	在隧道锚顶部区域会产生张拉与拉剪复合破裂，双锚间岩体区域将产生拉剪破裂，其他联合作用的岩体主要以压剪破坏为主
梁宁慧等^［50］	几江长江大桥	现场模型试验（1∶30）	10p	锚碇携带周边一定范围岩体变形破坏，破坏区形状类似一个倒塞体状

作者	背景桥	研究方法	荷载大小（p为设计荷载）	加载时间	变形量/mm
罗莉娅等^［62］	四渡河大桥	有限元数值模拟	1p	10年	0.008
韩冰等^［63］	-	有限元数值模拟	1p	15天	5.02
付建军^［64］	-	有限元数值模拟	1p	100年	2.0~3.2
曹春明^［65］	伍家岗大桥	室内模型试验（1∶40）有限元数值模拟现场模型试验（1∶12）	8p	1年	2.76
云瑞俊等^［66］	金沙江大桥	有限元数值模拟	1p	100年	2.151

破坏模式	发生条件	破坏机制	破坏位置
锚碇体侧壁界面破坏	当围岩完整性较好、质量较高、隧道锚埋深较大、锚碇体与围岩接触界面的结合程度较低时	这是隧道锚最为常见的破坏模式，锚碇体与围岩界面的结合程度差是导致该类破坏模式发生的主要原因。严格来讲，该滑移破坏面实际上是一个具有一定厚度的剪切破裂带。	锚碇体与围岩侧壁接触部位
倒圆锥台破坏	当围岩完整性较差、质量较低，节理裂隙发育，而且隧道锚埋深较小，但锚碇体与围岩接触面结合程度较好时^［89］	破坏面主要出现在围岩之中，破坏面的平面形态可能为直线（立体形态为倒圆锥台形），也可能为曲线（立体形态为喇叭形倒圆锥台形），围岩体的破坏形态可能与围岩的完整性和节理裂隙发育程度有关^［89］。	靠近锚碇体围岩内部
边坡整体滑移	当隧道锚所在坡体中含优势软弱结构面时	软弱结构面构成不利组合，缆力荷载作用下，锚碇体连同附近围岩作为边坡的一部分发生整体性滑移破坏。具体可能表现为两种模式：一种是沿由两组软弱结构面形成的台阶状滑面破坏；另一种是沿缓倾结构面切断岩桥而形成的反倾平面滑面破坏^［90］。	含锚碇体所在边坡
锚碇体压缩破坏	当锚碇体混凝土强度不足时	在施加预应力阶段，锚碇体前、后端面均承受压应力，施加缆力直至超载阶段，锚碇体前端面的压应力减小，后端面压应力增大，如果混凝土强度不足，则可能在锚碇体后端面预应力钢束的锚固处将混凝土材料压碎^［89］。	锚碇体后端面受压区

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Review of mechanic characteristics of tunnel⁃type anchorage of long⁃span suspension bridge

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