岩土力学
巖土力學
암토역학
ROCK AND SOIL MECHANICS
2014年
z1期
99-105
,共7页
张学朋%王刚%蒋宇静%吴学震%王者超%黄娜
張學朋%王剛%蔣宇靜%吳學震%王者超%黃娜
장학붕%왕강%장우정%오학진%왕자초%황나
颗粒流理论%黏结颗粒模型(BPM)%试错法%微裂纹%能量耗散
顆粒流理論%黏結顆粒模型(BPM)%試錯法%微裂紋%能量耗散
과립류이론%점결과립모형(BPM)%시착법%미렬문%능량모산
particle flow theory%bonded particle model%trial and error%microcrack%energy dissipation
基于颗粒流理论，以黄岛国家石油储备库地下洞库的花岗岩室内试验测试为背景，借助 PFC2D（particle flow code）的黏结颗粒模型（bonded particle model, BPM）建立双轴压缩模型。以花岗岩室内试验的宏观力学参数和破坏形态为参照，通过“试错法”得出黏结颗粒模型相对应的细观物理力学性质参数。模拟试验的弹性模量、泊松比与室内试验值吻合较好，BPM模型由于选用圆形颗粒导致黏聚力和内摩擦角与室内试验值相比有一定偏差。模拟试验与室内试验的试件破坏形态均以单斜面剪切破坏为主。采用校准的细观物理力学性质参数，应用 BPM 模型再现花岗岩压缩试验全过程，深入分析微裂纹萌生演化及能量变化规律。研究表明，压缩过程中岩石试件内裂纹扩展主要经历平稳发展-急剧增加-平稳发展3个阶段；变形过程中，花岗岩试件边界能、应变能、黏结能、摩擦能及动能在各个阶段的变化很好地解释花岗岩受力破坏的细观力学机制。
基于顆粒流理論，以黃島國傢石油儲備庫地下洞庫的花崗巖室內試驗測試為揹景，藉助 PFC2D（particle flow code）的黏結顆粒模型（bonded particle model, BPM）建立雙軸壓縮模型。以花崗巖室內試驗的宏觀力學參數和破壞形態為參照，通過“試錯法”得齣黏結顆粒模型相對應的細觀物理力學性質參數。模擬試驗的彈性模量、泊鬆比與室內試驗值吻閤較好，BPM模型由于選用圓形顆粒導緻黏聚力和內摩抆角與室內試驗值相比有一定偏差。模擬試驗與室內試驗的試件破壞形態均以單斜麵剪切破壞為主。採用校準的細觀物理力學性質參數，應用 BPM 模型再現花崗巖壓縮試驗全過程，深入分析微裂紋萌生縯化及能量變化規律。研究錶明，壓縮過程中巖石試件內裂紋擴展主要經歷平穩髮展-急劇增加-平穩髮展3箇階段；變形過程中，花崗巖試件邊界能、應變能、黏結能、摩抆能及動能在各箇階段的變化很好地解釋花崗巖受力破壞的細觀力學機製。
기우과립류이론，이황도국가석유저비고지하동고적화강암실내시험측시위배경，차조 PFC2D（particle flow code）적점결과립모형（bonded particle model, BPM）건립쌍축압축모형。이화강암실내시험적굉관역학삼수화파배형태위삼조，통과“시착법”득출점결과립모형상대응적세관물리역학성질삼수。모의시험적탄성모량、박송비여실내시험치문합교호，BPM모형유우선용원형과립도치점취력화내마찰각여실내시험치상비유일정편차。모의시험여실내시험적시건파배형태균이단사면전절파배위주。채용교준적세관물리역학성질삼수，응용 BPM 모형재현화강암압축시험전과정，심입분석미렬문맹생연화급능량변화규률。연구표명，압축과정중암석시건내렬문확전주요경력평은발전-급극증가-평은발전3개계단；변형과정중，화강암시건변계능、응변능、점결능、마찰능급동능재각개계단적변화흔호지해석화강암수력파배적세관역학궤제。
Biaxial compression tests for granite in the underground caverns of Huangdao State Oil Reserves were virtually simulated using the bonded particle model (BPM) in particle flow code (PFC2D). The mesomechanical parameters corresponding to the macromechanical parameters of indoor compression tests were obtained through trial and error method. The simulated elastic modulus and Poisson's ratio show good agreement with the corresponding values of indoor compression tests. Due to the circle particle in BPM, cohesion and internal friction angle have some certain deviation compared with those of indoor compression tests. The simulated failure pattern of specimens is shear failure along single inclined plane, which agrees with the failure pattern of indoor compression tests. With the calibrated mesomechanical parameters, the microcrack development and energy dissipation of granite were further studied. The results show that there are three main stages during the microcrack development, i.e. stable development stage, rapid increase stage and stable development stage. The changing of boundary energy, strain energy, bond energy, frictional energy and kinetic energy has given an excellent explanation of the mesoscopic mechanics.
