本文選題：花崗巖殘積土 + 三軸試驗(yàn)　； 參考：《華南理工大學(xué)》2013年碩士論文

【摘要】：花崗巖殘積土雖然是一種特殊土，有其區(qū)別于普通粘土的特殊性質(zhì)，但是在實(shí)際工程及室內(nèi)試驗(yàn)中也經(jīng)常碰到應(yīng)變局部化的問題。以深圳地區(qū)某基坑取得的花崗巖殘積土的破壞形態(tài)為主要研究對象，通過三軸試驗(yàn)及無側(cè)限壓縮試驗(yàn)，研究壓實(shí)度、固結(jié)度、內(nèi)聚力、摩擦力對花崗巖殘積土剪切帶形成的影響。在試驗(yàn)的基礎(chǔ)上，通過PFC2D數(shù)字模擬的方法來嘗試分析土樣顆粒細(xì)觀參數(shù)對剪切帶形成的影響。本文的主要工作及結(jié)果如下： 1、不同壓實(shí)度正常固結(jié)試樣的三軸固結(jié)不排水試驗(yàn)表明，不同壓實(shí)度的重塑正常固結(jié)花崗巖殘積土試樣均出現(xiàn)鼓狀破壞，壓實(shí)度對正常固結(jié)重塑花崗巖殘積土剪切帶的產(chǎn)生無明顯影響。 2、不同超固結(jié)狀態(tài)試樣的三軸固結(jié)不排水試驗(yàn)表明，當(dāng)試樣的超固結(jié)比為2、3、4時(shí)，試樣都發(fā)生鼓狀破壞，這三種超固結(jié)比狀態(tài)對重塑花崗巖殘積土局部化剪切帶的產(chǎn)生無明顯影響。 3、飽和試樣與加水泥試樣的無側(cè)限壓縮試驗(yàn)表明，當(dāng)重塑花崗巖殘積土試樣的內(nèi)聚力增大時(shí)，試樣易產(chǎn)生類似巖石的壓剪破壞模式。重塑花崗巖殘積土粘聚力變大時(shí)，容易產(chǎn)生貫穿的剪切帶。 4、加砂試樣的三軸固結(jié)不排水試驗(yàn)表明，當(dāng)重塑花崗巖殘積土試樣的摩擦力增大時(shí)，試樣產(chǎn)生明顯的局部化剪切帶，摩擦力是控制重塑花崗巖殘積土剪切帶產(chǎn)生的主要因素。 5、通過PFC軟件的模擬進(jìn)一步說明了摩擦力是控制重塑花崗巖殘積土剪切帶產(chǎn)生的主要因素。
[Abstract]:Although granite residual soil is a special kind of soil, it is different from ordinary clay in its special properties, but it often encounters the problem of strain localization in practical engineering and laboratory tests. Taking the failure pattern of granite residual soil obtained from a foundation pit in Shenzhen area as the main research object, the compaction, consolidation and cohesion of granite residual soil were studied by triaxial test and unconfined compression test. The influence of friction on the formation of shear zone of granite residual soil. On the basis of the experiment, the influence of soil particle meso parameters on the formation of shear band is analyzed by PFC2D numerical simulation method. The main work and results of this paper are as follows: 1. The undrained triaxial consolidation tests of normal consolidation samples with different compaction degrees show that the remolded normal consolidated granite residual soil samples with different compaction degrees have bulging failure. The compaction degree has no significant effect on the formation of shear zone of normal consolidated remolded granite residual soil. 2. The triaxial consolidation undrained test of samples in different overconsolidated states shows that when the overconsolidation ratio of the sample is 2 渭 3,4, The three kinds of overconsolidation ratio states have no obvious influence on the formation of localized shear zone of remolded granite residual soil. 3. The unconfined compression tests of saturated and cemented samples show that there is no obvious effect on the formation of the local shear zone of the remolded granite residual soil. When the cohesive force of the remolded granite residual soil increases, the specimen is prone to produce a compressive shear failure model similar to that of the rock. When the cohesive force of remolded granite residual soil becomes larger, it is easy to produce a penetrating shear zone. 4. The triaxial consolidation undrained test of sand-added sample shows that when the friction force of remolded granite residual soil specimen increases, The specimen produces obvious localized shear bands, The friction force is the main factor to control the shear zone of remolded granite residual soil. 5. The simulation of PFC software further shows that the friction force is the main factor to control the formation of shear zone of remolded granite residual soil.
【學(xué)位授予單位】：華南理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU41

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