西安建筑科技大学学报(自然科学版)

根据西安地裂缝的分布特征和活动方式,结合综合管廊规划情况,采用有限元软件ABAQUS建立以70°大角度斜穿地裂缝的双舱综合管廊模型,研究分析了在活动地裂缝环境下管廊的受力变形特征.计算结果表明,管廊结构除产生较大的纵向弯曲变形外,还伴随有横向剪切变形和扭转变形; 在活动地裂缝作用下,管廊在上盘85 m和下盘80 m内纵向应力变化显著,但这一显著变化范围不随地裂缝活动而变化; 剪应力在地裂缝段最大,并呈“V”形变化趋势,而在上、下盘段表现出先增大后减小的变化特征; 管廊底部脱空区开始出现于上盘近地裂缝处,并不断向上盘远端扩展.因此在结构设计时,应适当提高地裂缝两侧管廊结构的抗弯、抗剪承载力及裂缝宽度要求或采取分段设缝、设置柔性接头等措施.

Based on the distribution and movement towards ground fissures in Xi'an and combined with the planning of utility tunnel, a two-cabin utility tunnel model crossing ground fissures with the large angle 70° has been established using finite element software ABAQUS to analyze the force and deformation characteristics of utility tunnel under the active ground fissures environment. The numerical results show that the deformation of utility tunnel is mainly longitudinal displacement, accompanied by transverse shear and torsional deformation. Under the action of active ground fissures, the longitudinal stress of utility tunnel varies significantly in hanging wall 85m and footwall 80m but this significant range does not change with the activity of ground fissures. The shear stress in the range of ground fissure is the maximum and presents a “V” shape, and the shear stress shows the characteristics of first increasing and then decreasing in hanging wall and footwall. The emptying area at the bottom of utility tunnel begins to appear in the near ground fissure in hanging wall and continuously expands to the distal hanging wall. Therefore, anti-bending and anti-shearing capability and crack width requirements of utility tunnel on both sides of ground fissures should be properly increased or measures of segmentation and setting up flexible joints should be taken in structural design.

引言
1 三维有限元建模
2 综合管廊变形分析
3 综合管廊应力分析
4 结论

图1 综合管廊有限元模型<br/>Fig.1 Finite element model of utility tunnel

图1 综合管廊有限元模型
Fig.1 Finite element model of utility tunnel

表1 模型材料参数
Tab.1 Material parameters

图2 模型竖向变形云图(S=50 cm)<br/>Fig.2 Model vertical deformation nephogram(S=50 cm)

图2 模型竖向变形云图(S=50 cm)
Fig.2 Model vertical deformation nephogram(S=50 cm)

图3 管廊纵向变形曲线<br/>Fig.3 Longitudinal deformation curve of utility tunnel

图3 管廊纵向变形曲线
Fig.3 Longitudinal deformation curve of utility tunnel

图4 横断面变形图<br/>Fig.4 Cross section deformation diagram

图4 横断面变形图
Fig.4 Cross section deformation diagram

图5 底板和下部土体竖向变形曲线<br/>Fig.5 Vertical deformation curve of the baseplate and lower soil

图5 底板和下部土体竖向变形曲线
Fig.5 Vertical deformation curve of the baseplate and lower soil

图6 底板与土体间接触应力曲线<br/>Fig.6 The contact stress curve between the baseplate and lower soil

图6 底板与土体间接触应力曲线
Fig.6 The contact stress curve between the baseplate and lower soil

图7 管廊纵向应力云图(S=50 cm)<br/>Fig.7 Longitudinal stress nephogram of utility tunnel (S=50 cm)

图7 管廊纵向应力云图(S=50 cm)
Fig.7 Longitudinal stress nephogram of utility tunnel (S=50 cm)

图8 管廊纵向应力曲线<br/>Fig.8 Longitudinal stress curve of utility tunnel

图8 管廊纵向应力曲线
Fig.8 Longitudinal stress curve of utility tunnel

图9 管廊竖向剪应力云图(S=50 cm)<br/>Fig.9 Vertical shear stress nephogram of utility tunnel (S=50 cm)

图9 管廊竖向剪应力云图(S=50 cm)
Fig.9 Vertical shear stress nephogram of utility tunnel (S=50 cm)

图10 管廊竖向剪力曲线<br/>Fig.10 Vertical shear curve of utility tunnel

图10 管廊竖向剪力曲线
Fig.10 Vertical shear curve of utility tunnel

图11 管廊水平剪应力云图(S=50 cm)<br/>Fig.11 Horizontal shear stress nephogram of utility tunnel (S=50 cm)

图11 管廊水平剪应力云图(S=50 cm)
Fig.11 Horizontal shear stress nephogram of utility tunnel (S=50 cm)

图12 管廊水平剪应力曲线图<br/>Fig.12 Horizontal shear stress curve ofutility tunnel

图12 管廊水平剪应力曲线图
Fig.12 Horizontal shear stress curve ofutility tunnel

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备注

引言

1 三维有限元建模

2 综合管廊变形分析

3 综合管廊应力分析

4 结论

期刊信息