山区机场高填方体沉降变形控制与评价
|
摘要
山区机场建设具有高填方、高地震烈度、场区地质条件复杂、常分布有软弱土层,且机场建设周期短等特点。其中高填方地基的稳定与变形(沉降与差异沉降)是山区机场建设过程中的核心问题。康定机场位于青藏高原东缘、北西向展布的折多山的南西麓,控制标高4232.5m,是世界上仅次于西藏邦达机场的第二高海拔机场,也是山区机场中的典型代表。本文以康定机场为研究对象,开展了机场填料特性研究、高填方地基处理试验检测、高填方地基沉降变形数值模拟研究,取得了以下成果:
(1)通过重型击实试验得出了各场区填料的最大干密度,结果表明最优含水量以及最大干密度与颗粒含量关系密切,最大干密度先是随粗粒料含量增加而增加,当粗粒料含量增至某一临界值时,干密度达到最大值,此后,干密度反而随粗粒料含量的增大而减小。
(2)软弱土对高填方地基稳定性和地基沉降与不均匀沉降起着决定性作用,对其应根据实际情况进行换填、强夯和碾压处理。
(3)高填方地基沉降包括底部原地基沉降和填筑体压缩沉降两部分,为尽可能消除沉降,应根据现场情况进行原地基和填筑体分别进行了强夯、振动碾压和冲击碾压处理。
(4)运用数值模拟方法对康定机场3个高填方的沉降变形进行模拟评价。北端高填方最大沉降为0.7m,最大差异沉降为0.05m,中间高填方最大沉降为0.85m,最大差异沉降为0.03m,南端高填方最大沉降为0.35m,差异沉降为0.03m。3个高填方的最大沉降均发生于填方体坡顶处,最大差异沉降发生于填料压实度变化最大的道槽区与土面区分界处。
High embankment, intensive earthquake, complex geological conditions accompanied with soft soil, and short construction period are the main characteristics of mountainous airports. Therefore, stability and deformation (total settlement and differential settlement) of high embankment during the construction of the mountainous airports is very important. On the east margin of Tibetan Plateau, Kangding airport, located at the southwest piedmont of Zheduo mountain extending along NW direction, is the second high airport with 4232.5m elevation, only inferiors to the Banda airport.. It is typically one of the mountainous airports. In this dissertation, taking the Kangding airport as an example, engineering property of fillings, ground reinforcement tests and numerical simulation of the high embankment deformation are carried out in detail. The research results show.
(1) Different maximum dry density of fillings from different stock is obtained by heavy compaction tests. Maximum dry density and its optimum moisture content heavily depend on the grain content Under a critical value of coarse grain content, more coarse grain with high compacted dry density, above the value, more coarse grain with low compacted dry density.
(2) High embankment stability and different settlement heavily depend on the bottom soft ground. According to the conditions, some reinforcement such as cushion, dynamic consolidation and rolling are suggested.
(3) The settlement of high embankment is composed of the ground consolidation and the fillings compression. According to the conditions, some ground reinforcement and filling densitification such as dynamic consolidation, vibration rolling and impact rolling are suggested.
(4) Settlement of the 3 high embankment in Kangding airport is evaluated by numerical simulation. From the north to the south, maximum settlement is sequentially 0.7m, 0.85m and 0.35m, distributed on the top of the slope; maximum different settlement is sequentially 0.05m, 0.03m and 0.03m, distributed on the junction strip whose dense varied remarkably from the runway to the lawn.
(1)通过重型击实试验得出了各场区填料的最大干密度,结果表明最优含水量以及最大干密度与颗粒含量关系密切,最大干密度先是随粗粒料含量增加而增加,当粗粒料含量增至某一临界值时,干密度达到最大值,此后,干密度反而随粗粒料含量的增大而减小。
(2)软弱土对高填方地基稳定性和地基沉降与不均匀沉降起着决定性作用,对其应根据实际情况进行换填、强夯和碾压处理。
(3)高填方地基沉降包括底部原地基沉降和填筑体压缩沉降两部分,为尽可能消除沉降,应根据现场情况进行原地基和填筑体分别进行了强夯、振动碾压和冲击碾压处理。
(4)运用数值模拟方法对康定机场3个高填方的沉降变形进行模拟评价。北端高填方最大沉降为0.7m,最大差异沉降为0.05m,中间高填方最大沉降为0.85m,最大差异沉降为0.03m,南端高填方最大沉降为0.35m,差异沉降为0.03m。3个高填方的最大沉降均发生于填方体坡顶处,最大差异沉降发生于填料压实度变化最大的道槽区与土面区分界处。
High embankment, intensive earthquake, complex geological conditions accompanied with soft soil, and short construction period are the main characteristics of mountainous airports. Therefore, stability and deformation (total settlement and differential settlement) of high embankment during the construction of the mountainous airports is very important. On the east margin of Tibetan Plateau, Kangding airport, located at the southwest piedmont of Zheduo mountain extending along NW direction, is the second high airport with 4232.5m elevation, only inferiors to the Banda airport.. It is typically one of the mountainous airports. In this dissertation, taking the Kangding airport as an example, engineering property of fillings, ground reinforcement tests and numerical simulation of the high embankment deformation are carried out in detail. The research results show.
(1) Different maximum dry density of fillings from different stock is obtained by heavy compaction tests. Maximum dry density and its optimum moisture content heavily depend on the grain content Under a critical value of coarse grain content, more coarse grain with high compacted dry density, above the value, more coarse grain with low compacted dry density.
(2) High embankment stability and different settlement heavily depend on the bottom soft ground. According to the conditions, some reinforcement such as cushion, dynamic consolidation and rolling are suggested.
(3) The settlement of high embankment is composed of the ground consolidation and the fillings compression. According to the conditions, some ground reinforcement and filling densitification such as dynamic consolidation, vibration rolling and impact rolling are suggested.
(4) Settlement of the 3 high embankment in Kangding airport is evaluated by numerical simulation. From the north to the south, maximum settlement is sequentially 0.7m, 0.85m and 0.35m, distributed on the top of the slope; maximum different settlement is sequentially 0.05m, 0.03m and 0.03m, distributed on the junction strip whose dense varied remarkably from the runway to the lawn.
引文
[1]马连宏.浅谈湿陷性黄土和高填方路基冲击压实[J].山西交通科技,2000,(1):3-5.
[2]孔祥兴,王桂尧,肖世校.高填方路基的沉降变化规律及其预测方法研究[J].公路交通技术.2006,(2):1-4.
[3]王昆耀,常亚屏,陈宁.往返荷载下租粒土的残余变形特性[J],土木工程学报,2000,33(3):48-50.
[4]王华俊,韩文喜,赵其华.高填方地基沉降回归参数模型探讨[J].土木工程,2004,18(3):43-46.
[5]王华俊,韩文喜,赵其华.强夯置换法在高填方地基处理中的应用[J].防灾减灾工程学报.2004,24(3):278-284.
[6]王华俊,韩文喜,赵其华.碎石桩加固高填方地基的试验效果分析[J].中国地质灾害与防止学报,2005,16(1):114-119.
[7]王国忠.冲击压实技术在路基工程中的应用研讨[J].内蒙古工业大学学报(自然科学版),2000,19(4):294-296.
[8]王文涛.换填法在软弱地基基础工程中的应用[J].林业科技情报,2006,(3):42-43.
[9]王瑞甫.高填方路基沉降计算及预测方法研究[D](硕士学位论文),湖南大学,2003.
[10]冯立群.天然砂砾材料力学指标应用分析[J],青海交通科技,2006(2):40-42.
[11]刘宏.四川九寨黄龙机场高填方地基变形与稳定性系统研究[D](博士学位论文).成都理工大学,2003.
[12]刘宏,韩文喜,张倬元.砂砾石土料的压实特性[J],三峡大学学报(自然科学版),2002,24(4):297-299.
[13]刘宏,张倬元,韩文喜.用离心模型试验研究高填方地基沉降[J],西南交通大学学报,2003(3):38-40.
[14]刘宏,李攀峰,张倬元.西南地区高填方机场软基加固处理[J].工程地质学报,2004(12):343-349.
[15]刘宏.四川九寨黄龙机场高填方地基变形与稳定性系统研究[D](博士学位论文).成都理工大学,2003.
[16]朱崇辉,刘俊民,王增红.粗粒土的颗粒级配对渗透系数的影响规律研究[J],人民黄河,2005,27(12):79-81.
[17]朱崇辉,刘俊民,王增红.粗粒土的渗透破坏坡降与颗粒级配的关系研究[J],中国农村水利水电,2006(3):2-75.
[18]朱秀媛,张力滨.高填方路基沉降研究分析[J].黑龙江交通科技,2005,(2):18-19.
[19]张嘎,张建民.循环荷载作用下粗粒土与结构接触面变形特性的试验研究[J],岩土工程学报,2004,26(2):254-256.
[20]张嘎,张建民.粗颗粒土的应力应变特性及其数学描述研究[J],岩土工程报,2004,25(10):1587-1589.
[21]张东辉,苏滨.采用碎石夯实挤密桩加固软弱地基[J].黑龙江水利科技,2000,28(2):54-55.
[22]李振,李鹏.粗粒土直接剪切试验抗剪强度指标变化规律[J].防渗技术,2002,8(1):11-16.
[23]何迎红,屈智炯.冰碛土力学性质与微观结构的研究[J],四川大学学报,1990(5):57-61.
[24]何兆益,朱宏洲.山区高填方回填地基处理效果的现场试验评价[J].重庆交通学院学报,2002,21(2)27-31.
[25]苏培仁.碎石桩在软弱地基中的应用[J].山西建筑,2003,29(3):56-57.
[26]沈珠江.鲁布革心墙堆石坝变形的反馈分析[J].岩土工程学报,1994,16(3):1-13.
[27]罗炳芳,潘菊英.粗粒土易溶盐含盐量测定方法的研究[J],公路,2005(11):192-193.
[28]屈智炯.冰碛土作高土石坝防渗体材料的试验研究[J],四川大学学报,1989(1):1-5.
[29]屈智炯,刘开明,肖晓军等.冰碛土微观结构、应力应变特性及其模型研究[J],岩土工程学报,1992(6):19-28.
[30]金世凡.浅谈施工中软弱地基的换填处理[J].路基工程,2002,(6):19-20.
[31]陈肖华.碎石桩复合地基承载力计算方法探讨[J].土工基础,2003,17(3):58-61.
[32]赵爽,王抒芳,徐光辉.提高砂砾材料内摩阻力的试验研究[J],黑龙江交通科技,2006(6):33-35.
[33]倪红梅.换填垫层法在工程中的实际应用[]].山西建筑,2006,(11):64-66.
[34]贾革续,孔宪京.粗粒土动残余变形特性的试验研究[J],岩土工程报,2004,26(1):26-28.
[35]郝英奇.换土垫层法垫层厚度的实用计算法[J].安徽建筑工业学院学报,2002.10(2):28-31.
[36]黄浩峰,蒋祖浩,邓敬友.浅谈振冲碎石桩处理软土地基的几个问题[J].西部探矿工程.2004.16(7):29-30.
[37]黄建,张俊.某机场高填筑体下伏地基土变形评价[J].地质灾害与环境保护,2000,15(4):55-60.
[38]陶志.高填方路基的沉降与处治技术[J].公路与汽运,2005(3):63-65.
[39]曹建梅.碎石桩处理软土地基[J].山西建筑.2004,30(17):68-69.
[40]郭志川,刘宁,余登飞.地基沉降的随机有限元法和可靠度计算[J],土木工程学报,2001(5):34-36.
[41]谢春庆.巨粒土填筑地基施工影响因素分析[J],路基工程,No.5,2004.
[42]谢春庆.冰硕土工程性能的研究[J],山地学报,2002(20):129-132.
[43]谢春庆.山区机场高填方块碎石夯实地基性状及变形研究[D](博士学位论文).成都理工大学,2001.
[44]谢春庆,邱延峻,许强.高填方块碎石夯实地基变形三维数值模型[J].交通运输工程学报,2003,3(3):21-25.
[45]谢新宇,朱向荣.舟山机场场道软基超载预压加固效果分析[J].地质灾害与环境保护,2000,33(3):60-65.
[46]廖健榕.人工填土地基处理效果的有限元变形分析评价[J].福建建筑,2004(5):76-781.
[47]Baecher G.B,Ingra T.S,Stochastic FEM in Settlement Predictions.Gcotcch.Engrg.1981,107(4).
[48]Brakala W,Pula W.A,Frobabilistic Analysis of Foundation Settlements,Computer and Gcotechnics,1996,18(4).
[49]Insley A E,Hills S F.Triaxial Shear Characteristics of a Compacted Glacial Till Under Unusually High Confining Pressure.the Proc.of 6th Interconference on Soil Mechanics and Foundation Engincering 1965,2.
[50]Linell K A,Shea H F.Strength and Deformation Characteristics of Varioue Glacial Tills in New England.Shearstrength Conference,1960.
[51]Phoo K.K,Quck S.T,Chow Y.K,Reliability Analysis of Pile Settlement,Geotech.Engrg.1990,116(11).
[52]Quek S.T,Chow Y.K,Phoo K.K,Further Contributions to Reliability-based Pile Settlement Analysis,Geotech.Engrg.1992,118(7).
[53]Righetti G,Williams K H.Finite Element Analysis of Random Soil Media,Engrg.Mech.ASCE.1988,114(1).
[2]孔祥兴,王桂尧,肖世校.高填方路基的沉降变化规律及其预测方法研究[J].公路交通技术.2006,(2):1-4.
[3]王昆耀,常亚屏,陈宁.往返荷载下租粒土的残余变形特性[J],土木工程学报,2000,33(3):48-50.
[4]王华俊,韩文喜,赵其华.高填方地基沉降回归参数模型探讨[J].土木工程,2004,18(3):43-46.
[5]王华俊,韩文喜,赵其华.强夯置换法在高填方地基处理中的应用[J].防灾减灾工程学报.2004,24(3):278-284.
[6]王华俊,韩文喜,赵其华.碎石桩加固高填方地基的试验效果分析[J].中国地质灾害与防止学报,2005,16(1):114-119.
[7]王国忠.冲击压实技术在路基工程中的应用研讨[J].内蒙古工业大学学报(自然科学版),2000,19(4):294-296.
[8]王文涛.换填法在软弱地基基础工程中的应用[J].林业科技情报,2006,(3):42-43.
[9]王瑞甫.高填方路基沉降计算及预测方法研究[D](硕士学位论文),湖南大学,2003.
[10]冯立群.天然砂砾材料力学指标应用分析[J],青海交通科技,2006(2):40-42.
[11]刘宏.四川九寨黄龙机场高填方地基变形与稳定性系统研究[D](博士学位论文).成都理工大学,2003.
[12]刘宏,韩文喜,张倬元.砂砾石土料的压实特性[J],三峡大学学报(自然科学版),2002,24(4):297-299.
[13]刘宏,张倬元,韩文喜.用离心模型试验研究高填方地基沉降[J],西南交通大学学报,2003(3):38-40.
[14]刘宏,李攀峰,张倬元.西南地区高填方机场软基加固处理[J].工程地质学报,2004(12):343-349.
[15]刘宏.四川九寨黄龙机场高填方地基变形与稳定性系统研究[D](博士学位论文).成都理工大学,2003.
[16]朱崇辉,刘俊民,王增红.粗粒土的颗粒级配对渗透系数的影响规律研究[J],人民黄河,2005,27(12):79-81.
[17]朱崇辉,刘俊民,王增红.粗粒土的渗透破坏坡降与颗粒级配的关系研究[J],中国农村水利水电,2006(3):2-75.
[18]朱秀媛,张力滨.高填方路基沉降研究分析[J].黑龙江交通科技,2005,(2):18-19.
[19]张嘎,张建民.循环荷载作用下粗粒土与结构接触面变形特性的试验研究[J],岩土工程学报,2004,26(2):254-256.
[20]张嘎,张建民.粗颗粒土的应力应变特性及其数学描述研究[J],岩土工程报,2004,25(10):1587-1589.
[21]张东辉,苏滨.采用碎石夯实挤密桩加固软弱地基[J].黑龙江水利科技,2000,28(2):54-55.
[22]李振,李鹏.粗粒土直接剪切试验抗剪强度指标变化规律[J].防渗技术,2002,8(1):11-16.
[23]何迎红,屈智炯.冰碛土力学性质与微观结构的研究[J],四川大学学报,1990(5):57-61.
[24]何兆益,朱宏洲.山区高填方回填地基处理效果的现场试验评价[J].重庆交通学院学报,2002,21(2)27-31.
[25]苏培仁.碎石桩在软弱地基中的应用[J].山西建筑,2003,29(3):56-57.
[26]沈珠江.鲁布革心墙堆石坝变形的反馈分析[J].岩土工程学报,1994,16(3):1-13.
[27]罗炳芳,潘菊英.粗粒土易溶盐含盐量测定方法的研究[J],公路,2005(11):192-193.
[28]屈智炯.冰碛土作高土石坝防渗体材料的试验研究[J],四川大学学报,1989(1):1-5.
[29]屈智炯,刘开明,肖晓军等.冰碛土微观结构、应力应变特性及其模型研究[J],岩土工程学报,1992(6):19-28.
[30]金世凡.浅谈施工中软弱地基的换填处理[J].路基工程,2002,(6):19-20.
[31]陈肖华.碎石桩复合地基承载力计算方法探讨[J].土工基础,2003,17(3):58-61.
[32]赵爽,王抒芳,徐光辉.提高砂砾材料内摩阻力的试验研究[J],黑龙江交通科技,2006(6):33-35.
[33]倪红梅.换填垫层法在工程中的实际应用[]].山西建筑,2006,(11):64-66.
[34]贾革续,孔宪京.粗粒土动残余变形特性的试验研究[J],岩土工程报,2004,26(1):26-28.
[35]郝英奇.换土垫层法垫层厚度的实用计算法[J].安徽建筑工业学院学报,2002.10(2):28-31.
[36]黄浩峰,蒋祖浩,邓敬友.浅谈振冲碎石桩处理软土地基的几个问题[J].西部探矿工程.2004.16(7):29-30.
[37]黄建,张俊.某机场高填筑体下伏地基土变形评价[J].地质灾害与环境保护,2000,15(4):55-60.
[38]陶志.高填方路基的沉降与处治技术[J].公路与汽运,2005(3):63-65.
[39]曹建梅.碎石桩处理软土地基[J].山西建筑.2004,30(17):68-69.
[40]郭志川,刘宁,余登飞.地基沉降的随机有限元法和可靠度计算[J],土木工程学报,2001(5):34-36.
[41]谢春庆.巨粒土填筑地基施工影响因素分析[J],路基工程,No.5,2004.
[42]谢春庆.冰硕土工程性能的研究[J],山地学报,2002(20):129-132.
[43]谢春庆.山区机场高填方块碎石夯实地基性状及变形研究[D](博士学位论文).成都理工大学,2001.
[44]谢春庆,邱延峻,许强.高填方块碎石夯实地基变形三维数值模型[J].交通运输工程学报,2003,3(3):21-25.
[45]谢新宇,朱向荣.舟山机场场道软基超载预压加固效果分析[J].地质灾害与环境保护,2000,33(3):60-65.
[46]廖健榕.人工填土地基处理效果的有限元变形分析评价[J].福建建筑,2004(5):76-781.
[47]Baecher G.B,Ingra T.S,Stochastic FEM in Settlement Predictions.Gcotcch.Engrg.1981,107(4).
[48]Brakala W,Pula W.A,Frobabilistic Analysis of Foundation Settlements,Computer and Gcotechnics,1996,18(4).
[49]Insley A E,Hills S F.Triaxial Shear Characteristics of a Compacted Glacial Till Under Unusually High Confining Pressure.the Proc.of 6th Interconference on Soil Mechanics and Foundation Engincering 1965,2.
[50]Linell K A,Shea H F.Strength and Deformation Characteristics of Varioue Glacial Tills in New England.Shearstrength Conference,1960.
[51]Phoo K.K,Quck S.T,Chow Y.K,Reliability Analysis of Pile Settlement,Geotech.Engrg.1990,116(11).
[52]Quek S.T,Chow Y.K,Phoo K.K,Further Contributions to Reliability-based Pile Settlement Analysis,Geotech.Engrg.1992,118(7).
[53]Righetti G,Williams K H.Finite Element Analysis of Random Soil Media,Engrg.Mech.ASCE.1988,114(1).