绿色加筋格宾挡墙现场试验研究
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摘要
对浙江省绍诸(绍兴—诸暨)高速公路K38+398 km断面的绿色加筋格宾挡土墙进行现场试验,测试竖向土压力、水平土压力、筋材拉应变和加筋体侧向变形的分布规律。研究结果表明:在施工过程中,墙趾附近的基底土体内存在应力主轴偏转现象;施工结束后,距墙趾1 m处的基底水平土压力和45°方向的土压力比竖向土压力大;挡墙内竖向土压力在筋长方向上呈非线性分布,在挡墙下部呈单峰形而上部呈双峰形;面墙后的水平土压力在施工期先增加后减小,沿墙高呈非线性分布,最大值发生在1/3H(H为墙高)处,实测水平土压力远小于理论主动压力和传统有面板加筋土挡墙的墙背水平土压力;筋材的拉应变在靠面墙侧最大,沿筋长方向逐渐减小,在筋材末端又略有增大;加筋体的侧向变形沿墙高呈鼓胀形,最大侧向变形也发生在1/3H处。
In order to study the structural characteristics of green gabion reinforced earth retaining wall,a field experiment was conducted on the site of K38+398 km of Shaoxing—Zhuji Expressway in Zhejiang Province,and its vertical earth pressure,horizontal earth pressure,tensile strain distribution of geosynthetics and deformation of reinforced body were tested.The results show that in the construction process,the phenomenon of stress axis deflection appears in the basement of wall near the toe,and after construction,the horizontal earth pressure and the earth pressure along the direction of 45° in the site about 1 m away from the wall toe are larger than the vertical earth pressure,the vertical earth pressure in wall distributes in a nonlinear form,which is a single peak-shaped in the lower part of wall while bimodal-shaped in the upper part.The horizontal earth pressure on the back of wall face increases fast at first then decreases a little,it distributes along the wall height in non-linear form,the maximum occurs at 1/3H,and it is lower than the active earth pressure calculated by Rankine or Coulomb theory and lower than the tested results of traditional reinforced earth retaining wall with face pad.The tensile strain of reinforcement reaches the biggest at the side of the wall and it decreases in the direction of bars long,but at the end of reinforcement it increases a little;the lateral deformation of reinforced body is shown in bulge type,and the maximum occurs also at the site of 1/3H.
In order to study the structural characteristics of green gabion reinforced earth retaining wall,a field experiment was conducted on the site of K38+398 km of Shaoxing—Zhuji Expressway in Zhejiang Province,and its vertical earth pressure,horizontal earth pressure,tensile strain distribution of geosynthetics and deformation of reinforced body were tested.The results show that in the construction process,the phenomenon of stress axis deflection appears in the basement of wall near the toe,and after construction,the horizontal earth pressure and the earth pressure along the direction of 45° in the site about 1 m away from the wall toe are larger than the vertical earth pressure,the vertical earth pressure in wall distributes in a nonlinear form,which is a single peak-shaped in the lower part of wall while bimodal-shaped in the upper part.The horizontal earth pressure on the back of wall face increases fast at first then decreases a little,it distributes along the wall height in non-linear form,the maximum occurs at 1/3H,and it is lower than the active earth pressure calculated by Rankine or Coulomb theory and lower than the tested results of traditional reinforced earth retaining wall with face pad.The tensile strain of reinforcement reaches the biggest at the side of the wall and it decreases in the direction of bars long,but at the end of reinforcement it increases a little;the lateral deformation of reinforced body is shown in bulge type,and the maximum occurs also at the site of 1/3H.
引文
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[16]周世良,王多垠,王江.加筋土挡墙结构特性分析[J].水运工程,2004,36(9):9 13,24.ZHOU Shi-liang,WANG Duo-yin,WANG Jiang.Analysis ofstructural characteristics of reinforced-earth retaining wall[J].Port&Waterway Engineering,2004,36(9):9 13,24.
[17]李凯,陈国荣.基于滑移线场理论的边坡稳定性有限元分析[J].河海大学学报:自然科学版,2010,38(2):191195.LI Kai,CHEN Guo-rong.Finite element analysis of slopestability based on theory of slip line field[J].Journal of HohaiUniversity:Natural Science,2010,38(2):191 195.
[18]宋雅坤,郑颖人,赵尚毅,等.有限元强度折减法在三维边坡中的应用研究[J].地下空间与工程学报,2006,2(5):822827.SONG Ya-kun,ZHENG Ying-ren,ZHAO Shang-yi,et al.Application of three-dimensional strength reduction FEM inslope[J].Chinese Journal of Underground Space andEngineering,2006,2(5):822 827.
[2]LO S C R.Determination of design parameters of a mesh typereinforcement[J].Geotechnical Testing Journal.ASTM,1990,13(4):343 350.
[3]MIR E N.Pullout and direct shear test of hexagonal wire meshreinforcement in various fill materials including lahar from Mt.Pinatubo,Philipines[D].Bangkok:Asian Institute of Technology,1999.
[4]TEERAWATTANASUK C.Interaction and deformationbehavior of hexagonal wire mesh reinforcement at the vicinity ofshear surface on sand and volcanic ash(lahar)backfill[D].Bangkok:Asian Institute of Technology,1997:76 88.
[5]Voottipruex P,Teerawattanasuk C,Bergado D.Interaction anddeformation behavior of hexagonal wire mesh reinforcement atthe vicinity of shear surface on sand and volcanic ashbackfills[C]//Proceedings of the 4th National Conference onCivil Engineering,Thailand,1997,2:185 190.
[6]Bergado D T,Teerawattanasuk C,Wongsawanon T,et al.Interaction between hexagonal wire mesh reinforcement andsilty sand backfill[J].Canadian Geotechnical Journal,2001,24(1):26 41.
[7]Bergado D T,Teerawattanasuk C,Youwai S,et al.FE modelingof hexagonal wire reinforced embankment on soft clay[J].Canadian Geotechnical Journal,2000,37:1209 1226.
[8]黄向京.双绞合六边形钢丝网加筋土挡墙设计理论与试验研究[D].长沙:中南大学,2010:4860.HUNAG Xiang-jing.Design theory and experimental study onreinforced earth retaing wall with double twisted hexagonalwired mesh[D].Changsha:Central South University,2010:48 60.
[9]林宇亮,杨果林,李昀,等.加筋土筋材在拉伸荷载作用下的力学特性[J].中国铁道科学,2009,30(5):914.LIN Yu-liang YANG Guo-lin,LI Yun et al.The mechanicalcharacteristics of the reinforcements under tensile load[J].ChinaRailway Science,2009,30(5):9 14.
[10]李昀,杨果林,林宇亮.水平地震作用下绿色加筋格宾挡土墙动力特性试验研究[J].中南大学学报:自然科学版,2010,41(1):347 352.LI Yun,YANG Guo-lin,LIN Yu-liang.Dynamic characteristicsof green reinforced gabion walls subjected to horizontal seismicloading[J].Journal of Central South University:Science andTechnology,2010,41(1):347 352.
[11]杨果林,林宇亮,李昀.新型加筋土挡墙动变形特性试验研究[J].振动与冲击,2010,29(1):223227.YANG Guo-lin,LIN Yu-liang,LI Yun.Experimental study ondynamic deformation of new reinforced earth retaining wall[J].Journal of Vibration and Shock,2010,29(1):223 227.
[12]杨广庆,吕鹏,庞巍,等.返包式土工格栅加筋土高挡墙现场试验研究[J].岩土力学,2008,29(2):517522.YANG Guang-qing,LüPeng,PANG Wei,et al.Research ongeogrid reinforced soil retaining wall with wrapped face byin-situ tests[J].Rock and Soil Mechanics,2008,29(2):517 522.
[13]杨广庆,周亦涛,周乔勇,等.土工格栅加筋土挡墙试验研究[J].岩土力学,2009,30(1):206210.YANG Guang-qing,ZHOU Yi-tao,ZHOU Qiao-yong,et al.Experimental research on geogrid reinforced earth retainingwall[J].Rock and Soil Mechanics.2009,30(1):206 210.
[14]莫介臻,何光春,汪承志,等.台阶式格栅加筋挡墙现场试验及数值分析[J].土木工程学报,2008,41(5):5258.MO Jie-zhen,HE Guang-chun,WANG Cheng-zhi,et al.Studyon a stepped retaining wall with geogrid reinfor cement by usingsite test and numerical analysis[J].China Civil EngineeringJournal,2008,41(5):52 58.
[15]张发春.土工格栅加筋土高挡墙的现场试验研究[J].中国铁道科学,2008,29(4):17.ZHANG Fa-chun.Field test research on geogrid reinforced earthhigh retaining wall[J].China Railway Science,2008,29(4):1 7.
[16]周世良,王多垠,王江.加筋土挡墙结构特性分析[J].水运工程,2004,36(9):9 13,24.ZHOU Shi-liang,WANG Duo-yin,WANG Jiang.Analysis ofstructural characteristics of reinforced-earth retaining wall[J].Port&Waterway Engineering,2004,36(9):9 13,24.
[17]李凯,陈国荣.基于滑移线场理论的边坡稳定性有限元分析[J].河海大学学报:自然科学版,2010,38(2):191195.LI Kai,CHEN Guo-rong.Finite element analysis of slopestability based on theory of slip line field[J].Journal of HohaiUniversity:Natural Science,2010,38(2):191 195.
[18]宋雅坤,郑颖人,赵尚毅,等.有限元强度折减法在三维边坡中的应用研究[J].地下空间与工程学报,2006,2(5):822827.SONG Ya-kun,ZHENG Ying-ren,ZHAO Shang-yi,et al.Application of three-dimensional strength reduction FEM inslope[J].Chinese Journal of Underground Space andEngineering,2006,2(5):822 827.
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