拱形抗滑桩墙结构体系工作性能试验研究
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摘要
针对传统抗滑治理结构受力不合理、变形较大的问题,本文将抗滑桩布置成拱形,桩顶设置一定刚度的帽梁,抗滑桩悬臂段受到滑体推力作用,桩头和嵌固段分别受到帽梁和滑床的约束,桩、帽梁和滑床共同形成半刚性的空间抗滑结构,称之为拱形抗滑桩墙结构体系。在滑坡推力逐渐增大的过程中,拱形抗滑桩墙结构内力的变化和调整以及由此引起的变形和破坏受到滑体、滑床和抗滑结构本身的共同影响。
本文以采用矢跨比为1:10的拱形抗滑桩墙结构进行治理的某黄土滑坡为原型,通过几何相似比为1:20的大型物理模型试验和数值试验,研究拱形抗滑桩墙结构体系的工作性能,即其受力特征、荷载传递模式、变形破坏规律等,为滑坡治理的理论研究和工程优化实践提供基础资料。本文所做的工作及主要成果有：
1.针对传统抗滑结构受力和控制变形方面的不足,结合滑坡形成与作用为三维应力场的事实和空间抗滑结构的研究成果,系统阐述了拱形抗滑桩墙结构体系的基本思想。
2.以陕北某黄土滑坡为原型,从桩土间应力协调的基本要求出发,推导了满足几何相似比为1：20的模型试验相似关系,定义了配筋系数的概念,解决了原型结构和模型结构等效配筋的问题。
3.研制了满足相似关系的模型混凝土和模型钢筋,通过模型单桩的抗弯试验,研究了模型材料的工作性能。试验结果表明,模型单桩和原型桩具有大致相同的受弯变形破坏特征,且任意截面受拉钢筋的应变与其对应的弯矩存在确定的映射关系,为由钢筋应变反求截面弯矩提供了依据。
4.设计和实施了1:20的大型物理模型试验,对桩身土压力、受拉钢筋应变和桩头位移进行了量测和分析。结果表明滑坡推力呈现出明显的中部大两翼小的空间特征,拱形抗滑桩墙结构体系可以将中部较大的滑坡推力有效地传递到两翼受力较小的桩体上,使其“联合作战”,减小了中部桩体首先破坏,然后相邻桩体渐次破坏的可能性。但这种结构未能改变传统抗滑结构破坏的基本模式,当拱形抗滑桩墙结构体系达到极限荷载时,各单桩仍为受弯破坏。
5.进行了拱形抗滑桩墙结构体系、传统抗滑结构、锚碇拱形抗滑桩墙结构体系和拉杆拱形抗滑桩墙结构体系的数值试验。与传统抗滑结构相比,拱形抗滑桩墙结构体系各桩受力和变形不均衡的状况明显改善,桩头位移量减少约60%,体系总控制弯矩降低约6%。体系两端的1“桩和11#桩扩大为锚碇后,与之相邻的2“桩和10#桩弯矩明显降低,但受力最大的6#桩弯矩变化不大,从而使得2#桩和10#桩的受弯和变形与6#桩差距加大。在1“桩和11“桩之间增设拉杆后,限制了帽梁x方向的位移,增强了其对各桩受力和变形不协调的约束能力,滑床土更多的参与进抗滑体系,体系内各桩的控制弯矩分布更加合理,抗滑体系总控制弯矩相对于传统抗滑结构降低约10%～12%,桩头位移量减少约70%。
6.提出结构稳健的概念,定义结构对参数随机性的适应和调整能力为结构的稳健性,并采用结构稳健度Ds作为其数值量度。拉杆拱形抗滑结构和拱形抗滑结构可以更好的适应和调整滑坡在各桩间不均衡的推力,因而具有更高的结构稳健度,而传统抗滑结构的结构稳健度较低。满足同一滑坡5%结构失效概率的治理目标时,拉杆拱形抗滑结构、拱形抗滑结构和传统抗滑结构的安全系数分别应为1.72、1.32和1.23。由于工程造价和结构安全系数的正相关关系,拉杆拱形抗滑结构和拱形抗滑结构相对于传统抗滑结构工程造价分别降低29%和24%。
According to the problems that the stress state in the traditional anti-sliding treatment structure is unreasonable and the deformation is bigger, the anti-slide piles are arranged into arch and the top-beam with certain stiffness is set on the top of the pile in this paper. Under the action of the sliding mass thrust on the anti-slide pile cantilever segments, the pile head and the embedded pile are restrained respectively by top-beam and slide bed. The pile, top-beam and slide bed together form a semi-rigid space anti-sliding structure, which is called arch anti-slide pile-wall supporting structure system. In the process of the residual down-slide thrust increasing, the internal stress change and adjustment of arch anti-slide pile-wall supporting structure system, as well as the deformation and the destruction caused by that are all influenced by the slide body, slide bed and anti-sliding structure itself.
The study takes the loess landslide as the prototype. The loess landslide is governed with arch anti-slide pile-wall structure whose rise-span ratio is for1:10. By the large physical model test whose geometric similar ratio is for1:20and numerical experiments, the performance of the arch anti-slide pile-wall supporting structure system, such as the mechanical character, load transfer mode and deformation and damage rule, are studied. The research results will provide basic data for subsequent landslide treatment research and engineering practice. The main research results are as follows:
1.The basic idea of the arch anti-slide pile-wall supporting structure system is systematically described according to the deficiency of traditional anti-sliding structural stress and control deformation, combining successful practices of the arch supporting structure in the excavation engineering and research results of the space anti-sliding structure.
2.Taking the loess landslide in ShanBei as a prototype, based on the basic requirement of the coordinate stress between pile and soil, the similarity relation of the model test is deduced whose geometric similar ratio is for1:20, and the reinforcement coefficient is defined, and the equivalent reinforcement problem between prototype structure and model structure is solved.
3.The concrete and steel in the model are developed meeting similar relations. The performance of the model material is studied by the bending test of the model single pile. The experimental results show that model single pile and prototype pile have roughly the same bending deformation and destruction features. The strain of tensile steel in any section and its corresponding bending moment has certain mapping relation, which provides the basis for reversing section bending moment through the steel strain.
4.The large physical model test is designed and implemented whose geometric similar ratio is for1:20and the soil pressure of pile body, the strain of tensile steel and the displacement of pile head are measured and analyzed. The results show obviously a spatial signature that the landslide thrust in the middle is much bigger than the both wings. Arch anti-slide pile-wall supporting structure system can transfer the central larger landslide thrust effectively to the two wings of the pile body with smaller thrust, and make them working together to reduce the possibility that the central piles destroy first then the adjacent piles damage gradually. But this kind of structure failed to change the traditional anti-sliding structural damage mode. The each pile is still bending failure when the limit load is acted on the arch anti-slide pile-wall structure system.
5.The numerical experiments are implemented on the arch anti-slide pile-wall supporting structure system, the traditional anti-sliding structure, the arch anti-slide pile-wall supporting structure system with anchorage and the arch anti-slide pile wall supporting structure system with tensile bar. Compared with the traditional anti-sliding structure, the imbalanced force and deformation on each pile of the arch anti-sliding pile-wall supporting structure system are improved obviously. The displacements of pile head reduced about60%but the total control bending moment of the system did not change. When the piles Z1and Z11are expanded to anchorage, the bending moment of the piles Z2and Z10decreased obviously, the bending moment of the pile Z6with a little change. So the gap of bending moment and deformation between Z10, Z2and Z6are enlarged. After adding bars between Z1and Z11, the displacement of the top-beam is limited in x direction, the constraint ability to incongruous stress and deformation of each pile are enhanced, and more slide bed soil participate into the anti-sliding system. The controlling moment distribution of each pile in the system is more reasonable. Total controlling bending moment of anti-sliding system are reduced by about7%to8%compared to traditional sliding structure and the displacements of pile head are reduced by about70%.
6.Defining the adaption to parameters randomness and the adjustment ability of the structure as the s robustness of tructure and use the structural robust degrees-Ds as its numerical measure. The arch anti-slide structure and the arch anti-slide structure with tensile bar can better adapt to and adjust the unbalanced thrust of the landslide between each pile. Thus it has higher structural robust degrees compared with the traditional anti-slide structure with lower structural robust degrees. When achieved the management target with a5%structure failure probability of the same landslide, the safety factors of the arch anti-slide structure, the arch anti-slide structure with tensile bar and the traditional anti-slide structure are respectively1.72,1.32and1.23.Due to the positive correlation between the project cost and the structural safety factor, the project cost of the arch anti-slide structure with tensile bar and the arch anti-slide structure are reduced by29%and24%respectively compared with the traditional anti-slide structure.
本文以采用矢跨比为1:10的拱形抗滑桩墙结构进行治理的某黄土滑坡为原型,通过几何相似比为1:20的大型物理模型试验和数值试验,研究拱形抗滑桩墙结构体系的工作性能,即其受力特征、荷载传递模式、变形破坏规律等,为滑坡治理的理论研究和工程优化实践提供基础资料。本文所做的工作及主要成果有：
1.针对传统抗滑结构受力和控制变形方面的不足,结合滑坡形成与作用为三维应力场的事实和空间抗滑结构的研究成果,系统阐述了拱形抗滑桩墙结构体系的基本思想。
2.以陕北某黄土滑坡为原型,从桩土间应力协调的基本要求出发,推导了满足几何相似比为1：20的模型试验相似关系,定义了配筋系数的概念,解决了原型结构和模型结构等效配筋的问题。
3.研制了满足相似关系的模型混凝土和模型钢筋,通过模型单桩的抗弯试验,研究了模型材料的工作性能。试验结果表明,模型单桩和原型桩具有大致相同的受弯变形破坏特征,且任意截面受拉钢筋的应变与其对应的弯矩存在确定的映射关系,为由钢筋应变反求截面弯矩提供了依据。
4.设计和实施了1:20的大型物理模型试验,对桩身土压力、受拉钢筋应变和桩头位移进行了量测和分析。结果表明滑坡推力呈现出明显的中部大两翼小的空间特征,拱形抗滑桩墙结构体系可以将中部较大的滑坡推力有效地传递到两翼受力较小的桩体上,使其“联合作战”,减小了中部桩体首先破坏,然后相邻桩体渐次破坏的可能性。但这种结构未能改变传统抗滑结构破坏的基本模式,当拱形抗滑桩墙结构体系达到极限荷载时,各单桩仍为受弯破坏。
5.进行了拱形抗滑桩墙结构体系、传统抗滑结构、锚碇拱形抗滑桩墙结构体系和拉杆拱形抗滑桩墙结构体系的数值试验。与传统抗滑结构相比,拱形抗滑桩墙结构体系各桩受力和变形不均衡的状况明显改善,桩头位移量减少约60%,体系总控制弯矩降低约6%。体系两端的1“桩和11#桩扩大为锚碇后,与之相邻的2“桩和10#桩弯矩明显降低,但受力最大的6#桩弯矩变化不大,从而使得2#桩和10#桩的受弯和变形与6#桩差距加大。在1“桩和11“桩之间增设拉杆后,限制了帽梁x方向的位移,增强了其对各桩受力和变形不协调的约束能力,滑床土更多的参与进抗滑体系,体系内各桩的控制弯矩分布更加合理,抗滑体系总控制弯矩相对于传统抗滑结构降低约10%～12%,桩头位移量减少约70%。
6.提出结构稳健的概念,定义结构对参数随机性的适应和调整能力为结构的稳健性,并采用结构稳健度Ds作为其数值量度。拉杆拱形抗滑结构和拱形抗滑结构可以更好的适应和调整滑坡在各桩间不均衡的推力,因而具有更高的结构稳健度,而传统抗滑结构的结构稳健度较低。满足同一滑坡5%结构失效概率的治理目标时,拉杆拱形抗滑结构、拱形抗滑结构和传统抗滑结构的安全系数分别应为1.72、1.32和1.23。由于工程造价和结构安全系数的正相关关系,拉杆拱形抗滑结构和拱形抗滑结构相对于传统抗滑结构工程造价分别降低29%和24%。
According to the problems that the stress state in the traditional anti-sliding treatment structure is unreasonable and the deformation is bigger, the anti-slide piles are arranged into arch and the top-beam with certain stiffness is set on the top of the pile in this paper. Under the action of the sliding mass thrust on the anti-slide pile cantilever segments, the pile head and the embedded pile are restrained respectively by top-beam and slide bed. The pile, top-beam and slide bed together form a semi-rigid space anti-sliding structure, which is called arch anti-slide pile-wall supporting structure system. In the process of the residual down-slide thrust increasing, the internal stress change and adjustment of arch anti-slide pile-wall supporting structure system, as well as the deformation and the destruction caused by that are all influenced by the slide body, slide bed and anti-sliding structure itself.
The study takes the loess landslide as the prototype. The loess landslide is governed with arch anti-slide pile-wall structure whose rise-span ratio is for1:10. By the large physical model test whose geometric similar ratio is for1:20and numerical experiments, the performance of the arch anti-slide pile-wall supporting structure system, such as the mechanical character, load transfer mode and deformation and damage rule, are studied. The research results will provide basic data for subsequent landslide treatment research and engineering practice. The main research results are as follows:
1.The basic idea of the arch anti-slide pile-wall supporting structure system is systematically described according to the deficiency of traditional anti-sliding structural stress and control deformation, combining successful practices of the arch supporting structure in the excavation engineering and research results of the space anti-sliding structure.
2.Taking the loess landslide in ShanBei as a prototype, based on the basic requirement of the coordinate stress between pile and soil, the similarity relation of the model test is deduced whose geometric similar ratio is for1:20, and the reinforcement coefficient is defined, and the equivalent reinforcement problem between prototype structure and model structure is solved.
3.The concrete and steel in the model are developed meeting similar relations. The performance of the model material is studied by the bending test of the model single pile. The experimental results show that model single pile and prototype pile have roughly the same bending deformation and destruction features. The strain of tensile steel in any section and its corresponding bending moment has certain mapping relation, which provides the basis for reversing section bending moment through the steel strain.
4.The large physical model test is designed and implemented whose geometric similar ratio is for1:20and the soil pressure of pile body, the strain of tensile steel and the displacement of pile head are measured and analyzed. The results show obviously a spatial signature that the landslide thrust in the middle is much bigger than the both wings. Arch anti-slide pile-wall supporting structure system can transfer the central larger landslide thrust effectively to the two wings of the pile body with smaller thrust, and make them working together to reduce the possibility that the central piles destroy first then the adjacent piles damage gradually. But this kind of structure failed to change the traditional anti-sliding structural damage mode. The each pile is still bending failure when the limit load is acted on the arch anti-slide pile-wall structure system.
5.The numerical experiments are implemented on the arch anti-slide pile-wall supporting structure system, the traditional anti-sliding structure, the arch anti-slide pile-wall supporting structure system with anchorage and the arch anti-slide pile wall supporting structure system with tensile bar. Compared with the traditional anti-sliding structure, the imbalanced force and deformation on each pile of the arch anti-sliding pile-wall supporting structure system are improved obviously. The displacements of pile head reduced about60%but the total control bending moment of the system did not change. When the piles Z1and Z11are expanded to anchorage, the bending moment of the piles Z2and Z10decreased obviously, the bending moment of the pile Z6with a little change. So the gap of bending moment and deformation between Z10, Z2and Z6are enlarged. After adding bars between Z1and Z11, the displacement of the top-beam is limited in x direction, the constraint ability to incongruous stress and deformation of each pile are enhanced, and more slide bed soil participate into the anti-sliding system. The controlling moment distribution of each pile in the system is more reasonable. Total controlling bending moment of anti-sliding system are reduced by about7%to8%compared to traditional sliding structure and the displacements of pile head are reduced by about70%.
6.Defining the adaption to parameters randomness and the adjustment ability of the structure as the s robustness of tructure and use the structural robust degrees-Ds as its numerical measure. The arch anti-slide structure and the arch anti-slide structure with tensile bar can better adapt to and adjust the unbalanced thrust of the landslide between each pile. Thus it has higher structural robust degrees compared with the traditional anti-slide structure with lower structural robust degrees. When achieved the management target with a5%structure failure probability of the same landslide, the safety factors of the arch anti-slide structure, the arch anti-slide structure with tensile bar and the traditional anti-slide structure are respectively1.72,1.32and1.23.Due to the positive correlation between the project cost and the structural safety factor, the project cost of the arch anti-slide structure with tensile bar and the arch anti-slide structure are reduced by29%and24%respectively compared with the traditional anti-slide structure.
引文
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