王明洋　范鵬賢　李杰

摘要：隨著國民經(jīng)濟(jì)的快速發(fā)展，交通、采礦、水利、國防等工程逐步進(jìn)入深地下空間，帶來了一些具有挑戰(zhàn)性的新的科學(xué)問題。本報(bào)告研究了深部巖體卸載變形過程和破壞的規(guī)律和理論模型，可為深部采礦工程、國防工程提供理論指導(dǎo)。主要內(nèi)容有： 1. 分析了深部巖體的初始應(yīng)力狀態(tài)，認(rèn)為深部巖體由于其較高的初始地應(yīng)力的長期作用，其賦存狀態(tài)已經(jīng)從典型的固體轉(zhuǎn)變?yōu)轭愃屏黧w的靜水壓力狀態(tài)，喪失了進(jìn)一步抵抗剪切應(yīng)變的能力。在卸載時(shí)，巖體將發(fā)生從流變體向典型脆性固體的轉(zhuǎn)化。分析了高初始應(yīng)力巖體強(qiáng)卸荷的力學(xué)行為和破裂波傳播特點(diǎn)，推導(dǎo)了產(chǎn)生破裂波的臨界初始應(yīng)力。分析結(jié)果表明，只有初始應(yīng)力大于其臨界值時(shí)，才會(huì)產(chǎn)生破裂波。此臨界值與巖體的強(qiáng)度，泊松比和斷裂面的耗散能有關(guān)。若令斷裂面的耗散能趨近于零，則斷裂波的發(fā)生條件與巖體進(jìn)入全向壓縮狀態(tài)的條件一致。 2. 提出了巖石軸壓劈裂和卸載拉伸破壞主要是由于巖石材料的非均勻性及其內(nèi)部缺陷導(dǎo)致的應(yīng)力集中引起的，建立了基于應(yīng)力集中和應(yīng)力起伏假設(shè)的粘性松弛模型，分析了軸向卸載和單軸壓縮劈裂時(shí)試樣內(nèi)部的局部應(yīng)力狀態(tài)，并指對(duì)加卸載速率、缺陷尺寸和初始應(yīng)力對(duì)巖石卸載過程中缺陷處的應(yīng)力集中的影響進(jìn)行了分析。利用巖石類材料的不同試驗(yàn)條件和加卸載速率下的加卸載破壞試驗(yàn)和實(shí)地觀測(cè)數(shù)據(jù)對(duì)理論分析結(jié)果進(jìn)行了驗(yàn)證，理論分析結(jié)果與試驗(yàn)現(xiàn)象和觀測(cè)統(tǒng)計(jì)數(shù)據(jù)基本吻合。 3. 根據(jù)深部巖體在卸荷條件下能量釋放、消耗和轉(zhuǎn)移的過程中，體積變形經(jīng)歷彈性回彈和擴(kuò)容，剪切變形可能經(jīng)歷峰值前和峰值后階段的性狀，提出了深部巖體全過程變形破壞動(dòng)態(tài)本構(gòu)模型。該模型具有以下特點(diǎn)：（1）引入Juamann導(dǎo)數(shù)，能夠計(jì)算有限變形；（2）描述了卸荷過程中與時(shí)間相關(guān)的體變回彈、擴(kuò)容至破裂的全過程關(guān)系；（3）描述了卸荷過程中，深部巖體強(qiáng)度被調(diào)動(dòng)的演化過程，并用同軸的屈服面、破壞面與殘余破壞面三個(gè)圓錐面加以描述；（4）運(yùn)用物理細(xì)觀力學(xué)理論，引入宏觀裂紋擴(kuò)展滯后時(shí)間表征巖體不同構(gòu)造水平在強(qiáng)化中的貢獻(xiàn)，給出了內(nèi)摩擦強(qiáng)化階段流變方程；（5）運(yùn)用裂紋運(yùn)動(dòng)散布理論，引入破裂時(shí)間表征宏觀裂紋擴(kuò)展貫通過程，給出了破裂過程中的強(qiáng)度隨時(shí)間的演化方程，用塑性流動(dòng)理論給出了軟化階段形變本構(gòu)方程。該模型物理概念清晰、模型參數(shù)少，便于實(shí)際工程應(yīng)用。

關(guān)鍵詞：深部巖體；初始狀態(tài)；卸載破壞；本構(gòu)模型

Abstract：Deep rock mass is a kind of geological material which can be regarded as a rheologic material， and its inhomogeneity is covered up by its rheologic behavior. Under the disturbance of an unloading， the quasi liquid state of rock， which can be described by volume elastic model under compression， transfers from balancing quasi liquid state to non-equilibrium solid state. Analytical model for rocks under intensive unloading condition is established to study the failure behavior of highly stressed rocks. If the initial stress exceeds the critical stress， there will be a fracture wave， following the elastic unloading wave. Results show that the post-peak deformation， strength and energy dissipation are essential to the failure process of highly stressed rocks. In order to investigate the behavior of rock in depth，the unloading of hydrostatic stressed rock in axial direction is analyzed. Analysis shows that the tension stress is parallel to unloading direction. The main influential factors of tension stress are physical parameters of nonuniformities，initial stress of rock and unloading speed. The influence of unloading duration and initial stress on the stress concentrations of nonuniformities is analyzed in detail. Results show that the shorter the unloading duration is， the greater the stress concentration is. And if the scale of nonuniformities is large enough，the local tension stress will be approximately proportional to the initial stress. Rock will be destructed by tension during rapid unloading in deep rock engineering. Data of laboratory test and in-situ observation are cited to verify the analytical analysis results. In order to describe the unloading failure process of deep rock mass， a new dynamic constitutive model is presented. The characteristics of this model can be summarized as： （1） Juamann derivative is employed to compute large deformation problems； （2） The elastic resilience and volumetric dilatation with time is considered to establish the volume deformation constitutive relationship； （3） Three coaxial conical surfaces （yield surface、peak strength surface and residual strength surface） are used to present the strength evolution； （4） Fracture lag time is employed to establish the rheological equation for hardening stages； （5） Fracture time is employed to establish the equation of strength evolution. Secondary development of the model is operated using ABAQUS platform.

Keywords：deep rock mass； initial state； unloading failure； constitutive model