本文主要研究内容
作者韩进仕（2019）在《下部溶洞对抗滑桩的稳定性影响试验研究》一文中研究指出：随着我国对地质灾害防治日趋重视,加上各类工程建设中的基坑越来越多,滑(边)坡治理工程和基坑工程大量涌现,抗滑桩得到前所未有的广泛应用,与此同时,抗滑桩的稳定性研究亦成为众学者研究之重点,其中岩溶区抗滑桩的稳定性问题尤为突出。鉴于国内外该方面研究尚有不足,本文基于相似模型理论,建立无溶洞与下部有溶洞(长轴为水平)两个模型,利用室内模型试验与数值模拟两种手段,针对下部溶洞对抗滑桩的稳定性影响进行了研究,获得以下相关结论:1.两个模型的破坏模式均为受拉瞬间脆性断裂进而桩体产生失稳。在破坏之前模型表面均无任何宏观裂纹出现,但试验过程中可听到模型内部产生破裂声响,加载后期声响加剧。2.两个模型裂纹起裂位置均偏于桩底主动区侧。存在下部溶洞时裂纹扩展方向会向溶洞偏转并沿溶洞短轴方向贯通,即溶洞影响了裂纹的起裂与扩展。3.溶洞的存在降低了抗滑桩承载能力,也即下部溶洞存在时对抗滑桩的承载能力影响显著。模型试验结果显示,存在溶洞的抗滑桩水平极限承载力约为无溶洞模型的0.58倍,模拟计算结果中则为0.80。使用理想弹塑性模型模拟计算发现,无溶洞模型极限承载力为模型试验极限承载力1.12倍,下部溶洞模型则为1.53倍,为此模拟计算运用于实际工程时承载力应降低使用。4.模型试验发现,溶洞存在会使桩水平位移与被动区位移更大,导致承载力降低,具体为在达到有溶洞模型破坏前一级荷载6.4KN时,有溶洞与无溶洞桩水平位移之比为1.27,被动区位移之比为41.82,而主动区位移两者接近,二者之比为0.99。5.模型试验与模拟计算均显示,荷载较大时,无溶洞时桩下最大主应变大部分为拉应变,局部产生压应变,下部有溶洞时最大主应变全为拉应变,两个模型桩下主动区侧最大和最小主应变均为拉应变,故两个模型都最终导致拉破坏。由于溶洞的存在,且溶洞周边最大主应变数值比无溶洞大,导致有溶洞时裂纹往主动区方向偏转。6.无溶洞模型与下部有溶洞模型加载破坏过程均可划分为压密、线性增长、加速增长三个阶段,下部有溶洞模型的线性增加与加速增加阶段曲线更陡,同级荷载下位移更大。7.对两模型三阶段分析结论为:约1/4倍极限荷载之前,均为初始孔隙和空隙受压闭合阶段,声发射现象较少出现且绝对能量值亦较低;当荷载处于约1/4～2/3倍极限荷载时,模型内裂纹处于稳定扩展阶段,声发射现象较为稳定且能量值相对较高;当荷载居于2/3倍极限荷载以上时,模型内部贯通的小裂纹形成较大裂纹并继续扩展同时伴随新小裂纹的萌生,声发射现象密集且能量较高。
Abstract
sui zhao wo guo dui de zhi zai hai fang zhi ri qu chong shi ,jia shang ge lei gong cheng jian she zhong de ji keng yue lai yue duo ,hua (bian )po zhi li gong cheng he ji keng gong cheng da liang chong xian ,kang hua zhuang de dao qian suo wei you de an fan ying yong ,yu ci tong shi ,kang hua zhuang de wen ding xing yan jiu yi cheng wei zhong xue zhe yan jiu zhi chong dian ,ji zhong yan rong ou kang hua zhuang de wen ding xing wen ti you wei tu chu 。jian yu guo nei wai gai fang mian yan jiu shang you bu zu ,ben wen ji yu xiang shi mo xing li lun ,jian li mo rong dong yu xia bu you rong dong (chang zhou wei shui ping )liang ge mo xing ,li yong shi nei mo xing shi yan yu shu zhi mo ni liang chong shou duan ,zhen dui xia bu rong dong dui kang hua zhuang de wen ding xing ying xiang jin hang le yan jiu ,huo de yi xia xiang guan jie lun :1.liang ge mo xing de po huai mo shi jun wei shou la shun jian cui xing duan lie jin er zhuang ti chan sheng shi wen 。zai po huai zhi qian mo xing biao mian jun mo ren he hong guan lie wen chu xian ,dan shi yan guo cheng zhong ke ting dao mo xing nei bu chan sheng po lie sheng xiang ,jia zai hou ji sheng xiang jia ju 。2.liang ge mo xing lie wen qi lie wei zhi jun pian yu zhuang de zhu dong ou ce 。cun zai xia bu rong dong shi lie wen kuo zhan fang xiang hui xiang rong dong pian zhuai bing yan rong dong duan zhou fang xiang guan tong ,ji rong dong ying xiang le lie wen de qi lie yu kuo zhan 。3.rong dong de cun zai jiang di le kang hua zhuang cheng zai neng li ,ye ji xia bu rong dong cun zai shi dui kang hua zhuang de cheng zai neng li ying xiang xian zhe 。mo xing shi yan jie guo xian shi ,cun zai rong dong de kang hua zhuang shui ping ji xian cheng zai li yao wei mo rong dong mo xing de 0.58bei ,mo ni ji suan jie guo zhong ze wei 0.80。shi yong li xiang dan su xing mo xing mo ni ji suan fa xian ,mo rong dong mo xing ji xian cheng zai li wei mo xing shi yan ji xian cheng zai li 1.12bei ,xia bu rong dong mo xing ze wei 1.53bei ,wei ci mo ni ji suan yun yong yu shi ji gong cheng shi cheng zai li ying jiang di shi yong 。4.mo xing shi yan fa xian ,rong dong cun zai hui shi zhuang shui ping wei yi yu bei dong ou wei yi geng da ,dao zhi cheng zai li jiang di ,ju ti wei zai da dao you rong dong mo xing po huai qian yi ji he zai 6.4KNshi ,you rong dong yu mo rong dong zhuang shui ping wei yi zhi bi wei 1.27,bei dong ou wei yi zhi bi wei 41.82,er zhu dong ou wei yi liang zhe jie jin ,er zhe zhi bi wei 0.99。5.mo xing shi yan yu mo ni ji suan jun xian shi ,he zai jiao da shi ,mo rong dong shi zhuang xia zui da zhu ying bian da bu fen wei la ying bian ,ju bu chan sheng ya ying bian ,xia bu you rong dong shi zui da zhu ying bian quan wei la ying bian ,liang ge mo xing zhuang xia zhu dong ou ce zui da he zui xiao zhu ying bian jun wei la ying bian ,gu liang ge mo xing dou zui zhong dao zhi la po huai 。you yu rong dong de cun zai ,ju rong dong zhou bian zui da zhu ying bian shu zhi bi mo rong dong da ,dao zhi you rong dong shi lie wen wang zhu dong ou fang xiang pian zhuai 。6.mo rong dong mo xing yu xia bu you rong dong mo xing jia zai po huai guo cheng jun ke hua fen wei ya mi 、xian xing zeng chang 、jia su zeng chang san ge jie duan ,xia bu you rong dong mo xing de xian xing zeng jia yu jia su zeng jia jie duan qu xian geng dou ,tong ji he zai xia wei yi geng da 。7.dui liang mo xing san jie duan fen xi jie lun wei :yao 1/4bei ji xian he zai zhi qian ,jun wei chu shi kong xi he kong xi shou ya bi ge jie duan ,sheng fa she xian xiang jiao shao chu xian ju jue dui neng liang zhi yi jiao di ;dang he zai chu yu yao 1/4～2/3bei ji xian he zai shi ,mo xing nei lie wen chu yu wen ding kuo zhan jie duan ,sheng fa she xian xiang jiao wei wen ding ju neng liang zhi xiang dui jiao gao ;dang he zai ju yu 2/3bei ji xian he zai yi shang shi ,mo xing nei bu guan tong de xiao lie wen xing cheng jiao da lie wen bing ji xu kuo zhan tong shi ban sui xin xiao lie wen de meng sheng ,sheng fa she xian xiang mi ji ju neng liang jiao gao 。
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论文作者分别是来自广西大学的韩进仕，发表于刊物广西大学2019-10-14论文，是一篇关于溶洞论文,抗滑桩论文,相似模型论文,室内试验论文,数值模拟论文,广西大学2019-10-14论文的文章。本文可供学术参考使用，各位学者可以免费参考阅读下载，文章观点不代表本站观点，资料来自广西大学2019-10-14论文网站，若本站收录的文献无意侵犯了您的著作版权，请联系我们删除。