本文關(guān)鍵詞： 矩形頂管 砂礫石地層 開挖面穩(wěn)定性 數(shù)值模擬 支護(hù)力　出處：《現(xiàn)代隧道技術(shù)》2017年05期 　論文類型：期刊論文

【摘要】：文章以采用土壓平衡矩形頂管法施工的內(nèi)蒙古科技大學(xué)地下通道為背景,采用理論分析、數(shù)值模擬、現(xiàn)場(chǎng)監(jiān)控量測(cè)等手段,對(duì)砂礫石地層條件下矩形頂管開挖面的主動(dòng)和被動(dòng)破壞規(guī)律進(jìn)行了研究,主要得到了以下結(jié)論:(1)考慮頂管隧道開挖面為矩形斷面的特點(diǎn),建立梯形楔體計(jì)算模型,推導(dǎo)出開挖面主動(dòng)破壞時(shí)的極限支護(hù)應(yīng)力計(jì)算公式并應(yīng)用于實(shí)際工程,采用該公式計(jì)算得到的極限支護(hù)壓力與數(shù)值模擬計(jì)算結(jié)果相差較小,兩種研究方法得到了相互驗(yàn)證;(2)采用FLAC3D數(shù)值模擬得到的地表沉降槽與實(shí)測(cè)地表沉降槽形態(tài)基本相似,近似服從正態(tài)分布,且地表沉降值基本接近;(3)隨著支護(hù)應(yīng)力比的減小,開挖面塑性區(qū)逐漸由開挖面前方向斜上方發(fā)展,當(dāng)支護(hù)應(yīng)力比為0.165時(shí),開挖面前方土體水平位移驟然增加,開挖面塑性區(qū)延伸至地表,土體喪失整體穩(wěn)定性,發(fā)生主動(dòng)破壞,且從開挖面失穩(wěn)后地表塑性區(qū)擴(kuò)展形態(tài)來(lái)看,基本接近梯形楔形體形狀,從而驗(yàn)證了解析公式計(jì)算模型的合理性;(4)隨著支護(hù)應(yīng)力比的增大,開挖面前方土體塑性區(qū)自開挖面頂部向地表斜上方延伸,當(dāng)支護(hù)應(yīng)力比為3.0時(shí),塑性區(qū)發(fā)展至地面,此時(shí)土體失穩(wěn),發(fā)生被動(dòng)破壞,其塑性區(qū)范圍遠(yuǎn)小于主動(dòng)破壞時(shí)的塑性區(qū)。
[Abstract]:Based on the underground passage of Inner Mongolia University of Science and Technology which is constructed by using the method of earth pressure balanced rectangular pipe jacking, the paper adopts theoretical analysis, numerical simulation, field monitoring and measurement and so on. In this paper, the active and passive failure rules of the excavated surface of rectangular pipe jacking under the condition of sandy gravel are studied, and the following conclusions are obtained: (1) considering the characteristics of rectangular section of the excavated surface of the jacking tunnel. The calculation model of trapezoidal wedge is established, and the formula of ultimate support stress is deduced and applied to practical engineering. The difference between the limit support pressure calculated by the formula and the numerical simulation results is relatively small. The two research methods are verified by each other. (2) the surface subsidence trough obtained by FLAC3D numerical simulation is basically similar to the measured surface settlement trough, which is similar to normal distribution, and the surface settlement value is close to that of the measured surface settlement trough. 3) with the decrease of the support stress ratio, the plastic zone of the excavation surface gradually develops from the direction of the excavation to the top of the slope. When the support stress ratio is 0.165, the horizontal displacement of the soil in front of the excavating surface increases suddenly. The plastic zone of the excavated surface extends to the surface, the soil loses the whole stability, and the active failure occurs, and the shape of the plastic zone after the instability of the excavated surface is close to the shape of the trapezoid wedge. Thus, the rationality of the analytical formula calculation model is verified. 4) with the increase of the support stress ratio, the plastic zone in front of the excavating surface extends from the top of the excavating surface to the top of the surface. When the support stress ratio is 3.0, the plastic zone develops to the ground and the soil is unstable. The range of plastic zone of passive failure is much smaller than that of active failure.
【作者單位】： 內(nèi)蒙古科技大學(xué)土木工程學(xué)院;內(nèi)蒙古科技大學(xué)數(shù)理與生物工程學(xué)院;包頭城建集團(tuán)股份有限公司;
【基金】：內(nèi)蒙古科自然科學(xué)基金項(xiàng)目(2017MS(LH)0523) 內(nèi)蒙古自治區(qū)高等學(xué)�？茖W(xué)技術(shù)研究項(xiàng)目(NJZY14167)
【分類號(hào)】：U455.4
【正文快照】： 3包頭城建集團(tuán)股份有限公司,包頭014010)修改稿改回日期:2017-03-221引言近年來(lái),土壓平衡矩形頂管技術(shù)開始廣泛運(yùn)用于我國(guó)行人過(guò)街地下通道、地鐵車站出入口過(guò)街通道、下穿城市道路的隧道、地下共同溝、城市地下商業(yè)空間開發(fā)等工程中[1],采用該種地下非開挖技術(shù)修建的隧道具有

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