金安金沙江悬索桥隧道式锚碇变形破坏机制研究  

Deformation Mechanism of Tunnel Anchorage of Huali Highway Jinan Jinsha River Suspension Bridge

作　　者：赵栋琪 王东英[2,3] 秦雨樵 邓琴[2] 尹小涛[2] ZHAO Dongqi WANG Dongying QIN Yuqiao DENG Qin YIN Xiaotao(Yunnan Highway Development ＆ Investment Co. , Ltd, Kunming, Yunnan 650200, China State Key Laboratory of Geomechanics and C, eotechnical Engineering, Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan, Hubei 430071, China University of Chinese Academy of Sciences, Beijing 100000, China)

机构地区：[1]云南省公路开发投资有限责任公司,云南昆明650200 [2]中国科学院武汉岩土力学研究所岩土力学与工程国家重点试验室,湖北武汉430071 [3]中国科学院大学,北京100000

出　　处：《水利与建筑工程学报》2017年第1期60-66,共7页Journal of Water Resources and Architectural Engineering

基　　金：云南省交通科技项目(云交科2011(LH)12-a)

摘　　要：隧道式锚碇的变形破坏机制涉及到结构与围岩的协同作用问题。以华丽高速公路金安金沙江悬索桥两岸隧道锚变形破坏机制为研究对象,利用工程类比法评价了其稳定性控制要素,设计了超载数值试验。根据塑性区的扩展过程确定了施工安全监测和需要采取预加固的重点部位,确定了隧道锚围岩的破坏模式。根据锚面监测点位移由mm到cm量级突变确定的两岸锚岩系统极限荷载均为6~8倍设计缆力,则锚岩系统的设计承载力取3倍设计缆力下变形安全是有保障的。丽江岸塑性区在10 P下贯通;华坪岸塑性区在14 P下贯通。设计缆力作用下,丽江岸锚碇最大位移1.5 mm、围岩1.2 mm、地表0.5 mm;华坪岸锚碇最大位移1.7 mm、围岩1.5 mm、地表0.7 mm,其响应顺序为后锚面监测点>前锚面监测点>锚碇中间岩体>地表点,可作为后期结构及围岩安全监测布点和预警的参考,也证明当前设计缆力下变形和强度均是安全的。Deformation mechanism of tunnel anchorage relates to synergistic effect of anchorage structure and surrounding rock. The deformation mechanism of both sides＇ tunnel anchorage of Huali highway Jinan Jinsha river suspension bridge was studied in this paper. Engineering analog method was adopted to estimate its key influence factors of stability. Based on these,the overload numerical simulation is designed. According to propagation of plastic zone,key parts of monitoring and pre-reinforcement and fail mode of tunnel anchorage and rock are determined.According to displacement change from mm to cm of anchorage surface monitoring point,limit bearing capacity of anchorage-rock system of Lijiang side or Huaping side are all 6 - 8 times of initial design cable force. So their deformation stability under 3 times of design cable force loading condition is sure. Plastic zone of Lijiang side is cutthrough by 10 times of design cable force loading,that of Huaping side being 14 times of design cable force. Displacement maximum of anchorage structure,surrounding rock and earth surface on Lijiangside are 1. 5 mm,1. 2mm and 0. 5 mm respectively,those of Huaping side are 1. 7 mm,1. 5 mm and 0. 7 mm. Responding sequence from high to low is bottom anchor surface,front anchor surface,surrounding rock,earth surface,which can be consulted by monitoring and early warning of construction safety and prove deformation and strength are all safe under current design cable force.

关 键 词：隧道式锚碇 变形机制 破坏模式 锚岩系统设计承载力 

分 类 号：TU457[建筑科学—岩土工程]