黄土制备人工结构性土方法的可行性研究
|
摘要
针对当前人工结构性土制样方法单一、同类材料差异性较大等问题,初次探讨采用原状Q_3黄土作为制备人工结构性土的主要原料,并对该方案的可行性展开验证。试验结果表明:以原状Q_3黄土来作为制备人工结构性土的主要原料是可行的。在最高5%水泥质量配比及48h的水泥水化时间以内,该方法制得的人工结构性土能合理反映天然结构性土的应变软化规律;同时,以黄土制备人工结构性土为基础,提出了结构性系数的概念,对结构性土的应变软化规律进行了量化分析。
In view of the problems in the preparation of artificial structural soil samples like preparation method lacking and distinguished differences in similar materials, the method of using the original Q3 loess as the main raw material for the preparation of artificial structural soil is preliminarily discussed, with its feasibility verified. The experimental results show that the original Q3 loess works when used as the main raw material for the preparation of artificial structural soil. With the highest cement mass ratio of 5% and within the cement hydration time of 48 h, the artificial structural soil prepared by this method can reasonably reflect the strain softening law of natural structural soil; meanwhile, based on the artificial structural soil prepared with loess, the concept of structural coefficient is proposed, and the strain softening law of structural soil is quantitatively analyzed.
In view of the problems in the preparation of artificial structural soil samples like preparation method lacking and distinguished differences in similar materials, the method of using the original Q3 loess as the main raw material for the preparation of artificial structural soil is preliminarily discussed, with its feasibility verified. The experimental results show that the original Q3 loess works when used as the main raw material for the preparation of artificial structural soil. With the highest cement mass ratio of 5% and within the cement hydration time of 48 h, the artificial structural soil prepared by this method can reasonably reflect the strain softening law of natural structural soil; meanwhile, based on the artificial structural soil prepared with loess, the concept of structural coefficient is proposed, and the strain softening law of structural soil is quantitatively analyzed.
引文
[1]刘恩龙,沈珠江.结构性土的强度准则[J].岩土工程学报,2006(10):1248-1252.
[2]刘恩龙,沈珠江.不同应力路径下结构性土的力学特性[J].岩石力学与工程学报,2006(10):2058-2064.
[3]刘邦安.结构性土坡与粘性土坡的动力变形和破坏特性研究[D].北京:清华大学,2008.
[4]罗开泰,聂青,张树祎,等.人工制备初始应力各向异性结构性土方法探讨[J].岩土力学,2013(10):2815-2820+2834.
[5]蒋明镜,刘静德.结构性砂土胶结厚度分布特性试验研究[J].地下空间与工程学报,2016(2):362-368.
[6]蒋明镜,孙渝刚.结构性砂土粒间胶结效应的二维数值分析[J].岩土工程学报,2011(8):1246-1253.
[7]陈亚军,罗开泰,刘恩龙,等.固结不排水条件下初始应力各向异性结构性土的力学特性[J].水利学报,2015(4):460-470.
[8]李荣建,刘军定,郑文,等.基于结构性黄土抗拉和抗剪特性的双线性强度及其应用[J].岩土工程学报,2013(s2):247-252.
[9]李晓强.胶结结构性黏土的试验研究与本构建模[D].北京:北方工业大学,2017.
[10]刘恩龙,沈珠江.结构性土强度准则探讨[J].工程力学,2007(2):50-55.
[11]何淼,刘恩龙,陈亚军,等.不排水条件下轴向加卸载时结构性土的力学特性探讨[J].岩石力学与工程学报,2017(2):466-474.
[12]李建红,张其光,孙逊,等.胶结和孔隙比对结构性土力学特性的影响[J].清华大学学报:自然科学版,2008(9):51-55.
[13]刘恩龙,沈珠江.人工制备结构性土力学特性试验研究[J].岩土力学,2007(4):679-683.
[14]侯丰,陈亚军,刘恩龙.结构性土二元介质模型的有限元模拟[J].四川大学学报:工程科学版,2016(s1):80-86+93.
[15]刘恩龙,罗开泰,张树祎.初始应力各向异性结构性土的二元介质模型[J].岩土力学,2013(11):3103-3109.
[2]刘恩龙,沈珠江.不同应力路径下结构性土的力学特性[J].岩石力学与工程学报,2006(10):2058-2064.
[3]刘邦安.结构性土坡与粘性土坡的动力变形和破坏特性研究[D].北京:清华大学,2008.
[4]罗开泰,聂青,张树祎,等.人工制备初始应力各向异性结构性土方法探讨[J].岩土力学,2013(10):2815-2820+2834.
[5]蒋明镜,刘静德.结构性砂土胶结厚度分布特性试验研究[J].地下空间与工程学报,2016(2):362-368.
[6]蒋明镜,孙渝刚.结构性砂土粒间胶结效应的二维数值分析[J].岩土工程学报,2011(8):1246-1253.
[7]陈亚军,罗开泰,刘恩龙,等.固结不排水条件下初始应力各向异性结构性土的力学特性[J].水利学报,2015(4):460-470.
[8]李荣建,刘军定,郑文,等.基于结构性黄土抗拉和抗剪特性的双线性强度及其应用[J].岩土工程学报,2013(s2):247-252.
[9]李晓强.胶结结构性黏土的试验研究与本构建模[D].北京:北方工业大学,2017.
[10]刘恩龙,沈珠江.结构性土强度准则探讨[J].工程力学,2007(2):50-55.
[11]何淼,刘恩龙,陈亚军,等.不排水条件下轴向加卸载时结构性土的力学特性探讨[J].岩石力学与工程学报,2017(2):466-474.
[12]李建红,张其光,孙逊,等.胶结和孔隙比对结构性土力学特性的影响[J].清华大学学报:自然科学版,2008(9):51-55.
[13]刘恩龙,沈珠江.人工制备结构性土力学特性试验研究[J].岩土力学,2007(4):679-683.
[14]侯丰,陈亚军,刘恩龙.结构性土二元介质模型的有限元模拟[J].四川大学学报:工程科学版,2016(s1):80-86+93.
[15]刘恩龙,罗开泰,张树祎.初始应力各向异性结构性土的二元介质模型[J].岩土力学,2013(11):3103-3109.