岩石力学与工程学报
巖石力學與工程學報
암석역학여공정학보
CHINESE JOURNAL OF ROCK MECHANICS AND ENGINEERING
2014年
9期
1880-1886
,共7页
罗超文%李海波%李卫兵%高周俊
囉超文%李海波%李衛兵%高週俊
라초문%리해파%리위병%고주준
岩石力学%水压致裂法%地应力测量%围岩应力%岩体模量
巖石力學%水壓緻裂法%地應力測量%圍巖應力%巖體模量
암석역학%수압치렬법%지응력측량%위암응력%암체모량
rock mechanics%hydraulic fracturing%in-situ stress measurement%stress of surrounding rocks%modulus of rock mass
基于赣龙铁路梅花山隧道围岩应力以及围岩岩体模量实测结果，对隧道围岩应力分布特征、围岩模量的分布特征、围岩应力集中区向深部转移特性以及开挖方式对围岩松弛区影响进行分析。研究结果表明：(1)梅花山隧道是以构造应力为主的高地应力区；(2)围岩的应力集中区向深部发生了转移，水平孔应力集中区范围为5.9～11.9 m，铅直孔应力集中区范围为7.9～15.9 m。围岩应力集中区向深部转移后，其应力集中度大为降低，水平孔最大主应力集中度为1.87倍，铅直孔最大主应力集中度为1.23倍。(3)采用光面爆破隧道壁松弛范围为0～5 m，底板没有采用光面爆破松弛范围为0.0～7.2 m。松弛区相同深度水平孔岩体模量值及应力值均比铅直孔岩体模量值及应力值大。应力峰值的转移，改变了围岩应力场分布规律，为隧道支护提供一种思路和方法，具有很好的工程应用价值。
基于贛龍鐵路梅花山隧道圍巖應力以及圍巖巖體模量實測結果，對隧道圍巖應力分佈特徵、圍巖模量的分佈特徵、圍巖應力集中區嚮深部轉移特性以及開挖方式對圍巖鬆弛區影響進行分析。研究結果錶明：(1)梅花山隧道是以構造應力為主的高地應力區；(2)圍巖的應力集中區嚮深部髮生瞭轉移，水平孔應力集中區範圍為5.9～11.9 m，鉛直孔應力集中區範圍為7.9～15.9 m。圍巖應力集中區嚮深部轉移後，其應力集中度大為降低，水平孔最大主應力集中度為1.87倍，鉛直孔最大主應力集中度為1.23倍。(3)採用光麵爆破隧道壁鬆弛範圍為0～5 m，底闆沒有採用光麵爆破鬆弛範圍為0.0～7.2 m。鬆弛區相同深度水平孔巖體模量值及應力值均比鉛直孔巖體模量值及應力值大。應力峰值的轉移，改變瞭圍巖應力場分佈規律，為隧道支護提供一種思路和方法，具有很好的工程應用價值。
기우공룡철로매화산수도위암응력이급위암암체모량실측결과，대수도위암응력분포특정、위암모량적분포특정、위암응력집중구향심부전이특성이급개알방식대위암송이구영향진행분석。연구결과표명：(1)매화산수도시이구조응력위주적고지응력구；(2)위암적응력집중구향심부발생료전이，수평공응력집중구범위위5.9～11.9 m，연직공응력집중구범위위7.9～15.9 m。위암응력집중구향심부전이후，기응력집중도대위강저，수평공최대주응력집중도위1.87배，연직공최대주응력집중도위1.23배。(3)채용광면폭파수도벽송이범위위0～5 m，저판몰유채용광면폭파송이범위위0.0～7.2 m。송이구상동심도수평공암체모량치급응력치균비연직공암체모량치급응력치대。응력봉치적전이，개변료위암응력장분포규률，위수도지호제공일충사로화방법，구유흔호적공정응용개치。
The distribution characteristics of stress and modulus,the features of stress concentration zone of surrounding rock,and the effect of the method of excavation on the loose zone of surrounding rock were analyzed based on the measurements in Meihuashan tunnel of Ganzhou-Longyan railway. The region of Meihuashan tunnel was found to be located in a high geostress zone with the initial principal stresses to be the tectonic ones. The stress concentration zone in surrounding rock shifted downwards. The stress concentration zone was 5.9-11.9 m for the horizontal hole,and 7.9-15.9 m for the vertical hole. The degree of stress concentration was greatly reduced after the stress concentration zone in surrounding rock was transferred further deeper. The concentration factor of the maximum principal stress was 1.87 for the horizontal hole,and 1.23 for the vertical hole. The relaxed range of the tunnel wall was 0-5 m with the smooth blasting,and the relaxed range was 0.0-7.2 m for the tunnel floor without the smooth blasting. The stress and the modulus of rock mass around the horizontal hole were larger than those for vertical hole at the same depth of the stress relaxation zone. The transfer of the peak stress changed the stress distribution of surrounding rock,which lent a clue for a new type of tunnel support.
