本文選題：粗粒土 + 模型試驗(yàn)�。� 參考：《江蘇科技大學(xué)》2017年碩士論文

【摘要】：土體的失穩(wěn)破壞過(guò)程與塑性帶的擴(kuò)展密切關(guān)聯(lián),對(duì)于塑性帶擴(kuò)展過(guò)程的數(shù)值模擬和試驗(yàn)研究將有利于推進(jìn)對(duì)土坡漸進(jìn)破壞的理解和描述,對(duì)該方面的研究將對(duì)進(jìn)一步深刻揭示邊坡失穩(wěn)過(guò)程有著重要意義和影響。本文針對(duì)粗粒土邊坡開展了邊坡在極限狀態(tài)下土中塑性帶發(fā)展變化的模型試驗(yàn)和數(shù)值模擬,研究粗粒土邊坡的失穩(wěn)規(guī)律,并在此基礎(chǔ)之上對(duì)邊坡穩(wěn)定性進(jìn)行了分析研究,研究的結(jié)論如下:(1)通過(guò)自制的模型槽對(duì)粗粒土邊坡中塑性帶的發(fā)展過(guò)程開展了試驗(yàn)研究。在試驗(yàn)過(guò)程中,對(duì)極限狀態(tài)下邊坡整體滑動(dòng)形式和關(guān)鍵點(diǎn)的位移變化進(jìn)行了實(shí)時(shí)記錄,并通過(guò)預(yù)埋應(yīng)力盒和植入特制金屬絲等手段對(duì)塑性帶內(nèi)外土中的應(yīng)力、應(yīng)變的變化情況以及塑性帶的寬度進(jìn)行了有效的監(jiān)測(cè)和數(shù)據(jù)的采集,以此來(lái)揭示塑性帶所存在的一些特性,即塑性帶的發(fā)展過(guò)程是一種漸進(jìn)式的,其發(fā)展起始于應(yīng)力應(yīng)變曲線的峰值之前,形成于峰值之后;同時(shí)得到邊坡在失穩(wěn)破壞時(shí)的滑動(dòng)形式是由直線段和圓弧段相結(jié)合的混合型破壞模式。(2)針對(duì)影響塑性帶的相關(guān)參數(shù)進(jìn)行了研究。結(jié)合試驗(yàn)和有限元分析開展了土體粘聚力、內(nèi)摩擦角、土體重度以及試樣顆粒粒徑的變化對(duì)塑性帶寬度和位置形態(tài)影響的數(shù)值分析,獲得了土體強(qiáng)度參數(shù)對(duì)塑性帶位置形態(tài)和寬度等特征的影響,進(jìn)一步得知塑性帶范圍變化的同時(shí)對(duì)邊坡破壞時(shí)的滑動(dòng)形狀也有一定的影響;而且塑性帶的觸發(fā)時(shí)間、寬度與土樣的粒徑相關(guān),顆粒粒徑越小,塑性帶的觸發(fā)時(shí)間越早,測(cè)量所得的塑性帶寬度越小。(3)結(jié)合極限平衡嚴(yán)密解法和有限元強(qiáng)度折減法開展了對(duì)塑性帶數(shù)值模擬的對(duì)比研究,以土體極限承載力和臨界滑裂面作為邊坡穩(wěn)定性參考的依據(jù),分析了處于塑性帶上的土體極限承載力和臨界滑裂面與塑性帶之間的內(nèi)在聯(lián)系,通過(guò)對(duì)比分析,所獲得的塑性帶內(nèi)外土體極限承載力的差異和臨界滑裂面的位置,揭示了塑性帶的變化對(duì)于邊坡的穩(wěn)定性起到一定程度的控制作用,并且分析所得滑動(dòng)并不是發(fā)生在一個(gè)面上的,而是具有一定厚度的,這與試驗(yàn)所觀察到的現(xiàn)象正好相符,從側(cè)面說(shuō)明了塑性帶對(duì)邊坡的穩(wěn)定性具有重大意義。
[Abstract]:The process of instability and failure of soil is closely related to the expansion of plastic zone. Numerical simulation and Experimental Research on plastic zone expansion will be helpful to promote the understanding and description of progressive failure of soil slope. The research on this aspect will have important significance and influence on further deeply revealing the process of slope instability. This paper is aimed at the coarse soil slope. The model test and numerical simulation of the development and change of the plastic zone in the soil under the limit state are carried out to study the instability law of the coarse grained soil slope and analyze the stability of the slope on this basis. The conclusions are as follows: (1) the development process of the plastic zone in the coarse grained soil slope is carried out by the self-made model groove. During the test, the real time record of the whole slip form and the displacement of the key point in the limit state is recorded, and the stress, strain and the width of the plastic zone are monitored and collected effectively by the means of preembedding stress box and implanting special wire. This is to reveal some of the characteristics of the plastic zone, that is, the development process of the plastic zone is progressive, and its development begins before the peak of the stress-strain curve, and it is formed after the peak value. At the same time, the sliding form of the slope is a mixed failure mode which is combined with the straight line and the arc section. (2) the effect of the plastic deformation. The related parameters of the sexual zone were studied. The influence of soil cohesive force, internal friction angle, heavy soil mass and the change of particle size on the width and position of the plastic zone was analyzed by combining the test and finite element analysis. The influence of the strength parameters of the soil on the shape and width of the plastic zone was obtained. The change of the plastic zone range also has a certain influence on the sliding shape of the slope, and the trigger time and width of the plastic belt are related to the particle size of the soil. The smaller the particle size is, the earlier the trigger time of the plastic zone is, the smaller the width of the plastic zone is obtained. (3) the closing limit equilibrium method and the finite element strength reduction method are opened. A comparative study of the numerical simulation of the plastic zone is developed. The ultimate bearing capacity and the critical sliding surface of the soil are used as a reference for the stability of the slope. The ultimate bearing capacity of the soil on the plastic zone and the internal relation between the critical slip surface and the plastic zone are analyzed. The ultimate bearing capacity of the soil and the plastic zone is obtained by comparison and analysis. The difference and the position of the critical slip surface reveal that the change of the plastic zone has a certain degree of control on the stability of the slope, and the analysis of the slipping is not on the one surface, but has a certain thickness, which coincides with the phenomenon observed in the experiment, and shows the stability of the plastic zone to the slope from the side. It is of great significance.
【學(xué)位授予單位】：江蘇科技大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU43

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