Journal of Shandong University(Engineering Science) ›› 2019, Vol. 49 ›› Issue (1): 91-100.doi: 10.6040/j.issn.1672-3961.0.2018.232

• Civil Engineering • Previous Articles     Next Articles

The technology of spanning deep pond of the urban expressway nearby paralleling high-speed railway

Shulei JIANG1(),Shifeng YANG2,Linghang YANG1,Wenming SHI1,Fuqing ZOU1,Qinghong SHAN1   

  1. 1. Mega Shield Construction Engineering CO., LTD, China Railway 14th Bureau Group, Nanjing 210000, Jiangsu, China
    2. Tunnel Engineering CO., LTD, China Railway 14th Bureau Group, Jinan 250001, Shandong, China
  • Received:2018-06-06 Online:2019-02-01 Published:2019-03-01

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Abstract:

A deep pond section of a city expressway with small interval parallel to the Beijing-Shanghai High-Speed Railway was taken as engineering background. The impact of traditional high embankment on the Beijing-Shanghai High-Speed Railway was analyzed by numerical method from the following four aspects: horizontal displacement and settlement of bridge piers, axial force and skin friction of piles. The results indicated that horizontal displacement of the Beijing-Shanghai High-speed Railway caused by high embankment was far more than the limit, which would cause serious damage to its viaduct. So a spanning technology using low bridges was put forward, which included pre-stressed concrete slab beam, continuous bridge deck erected as simple-supported, gravity abutment, bored pile foundation and 4 m pier. Displacement caused by the low bridge was far less than the limit value. This technology would not affect the normal operation of the Beijing-Shanghai High-speed Railway. Subsequent monitoring results also showed that the low bridge was a reliable technology to spanning deep pond with small interval paralleling to high-speed railway.

Key words: road engineering, spanning technology by low bridge, Beijing-Shanghai High Speed Railway, nearby paralleling, high embankment

CLC Number: 

  • U416.1

Fig.1

Schematic diagram of basic position"

Fig.2

High embankment filling program"

Fig.3

Simulating model and mesh generation"

Table 1

Parameters of model material"

材料名称 体积模量/MPa 剪切模量/MPa 粘聚力/kPa 内摩擦角/(°) 密度/(kg·m-3) 厚度/m
路基填土 28.57 13.95 1.75 32 1 780 6.5
①杂填土 14.38 9.90 23.09 9 1 800 2.0
③ 2粉质粘土 36.76 14.10 26.63 11 1 820 2.0
③ 3粉土 34.13 20.48 7.64 28 1 780 2.0
④ 2粉砂 60.70 26.41 5.81 29 1 830 7.0
⑤粉质粘土 22.07 11.99 9.62 19 1 820 8.0
⑥ 2粉质粘土 27.75 12.81 14.18 24 1 830 8.0
⑦ 2粉土夹粉粘 39.02 20.12 11.19 25 1 820 10.0
⑦ 3粉质粘土 25.83 12.62 18.05 13 1 810 7.0
⑧ 2粉砂夹粉土 65.16 23.34 7.85 28 1 840 9.0
⑨ 2粉质粘土 32.59 13.33 22.86 11 1 890 9.0
⑩粉细砂夹粉土 65.44 25.09 5.74 28 1 860 6.0
钢筋混凝土结构 18 333 13 750 2 400

Table 2

External force table at the top of cap"

荷载类型 Px/
kN		 Py/
kN		 Pz/
kN		 Mx/
(kN·m)		 My/
(kN·m)		 Mz/
(kN·m)
值 -48.2 0 -2 411.8 -769.4 0 0

Fig.4

State of horizontal original stress"

Fig.5

State of horizontal stress(roadbed fill)"

Fig.6

State of horizontal stress (expressway operation)"

Fig.7

State of vertical original stress"

Fig.8

State of vertical stress(roadbed fill)"

Fig.9

State of vertical stress(expressway operation)"

Fig.10

Displacement nephogram of high-speed railway foundation after embankment filling"

Fig.11

Settlement nephogram of high-speed railway foundation after embankment filling"

Fig.12

Displacement nephogram of high-speed railway foundation after operation"

Fig.13

Settlement nephogram of high-speed railway foundation after operation"

Fig.14

Settlement of different positions on the top of the cap"

Fig.15

Geometric relation of piers rotation"

Table 3

Summary of horizontal displacement of piers"

扰动因素 最大永久水平位移/mm 最大永久水平位移+弹性横向位移/mm
路基填筑 -7.55 -8.43
承台转动 -8.74 -10.41
横向荷载 — -4.94
水平位移和 -16.29 -23.78

Fig.16

Low bridge program of spaning deep pond"

Fig.17

Displacement nephogram of high-speed railway foundation after low bridge construction"

Fig.18

Settlement nephogram of high-speed railway foundation after low bridge construction"

Fig.19

Displacement nephogram of high-speed railway foundation after expressway operation"

Fig.20

Settlement nephogram of high-speed railway foundation after expressway operation"

Table 4

Summary of horizontal displacement of piers"

扰动因素 最大永久水平位移/mm 最大永久水平位移+弹性横向位移/mm
矮桥施工 -1.00 -1.03
承台转动 -0.44 -0.48
横向荷载 — -4.94
水平位移和 -1.44 -6.45

Fig.21

Photo of low bridge in construction site"

Table 5

Warning value s of monitoring"

监测项目 警戒值/mm 累计变化量
次变化量 日变化量
预警值 报警值
桥墩水平位移 1.0 1.0 2.0 3.0
桥墩沉降 1.0 1.0 2.0 5.0
相邻承台差异沉降 1.0 1.0 1.0 2.0

Fig.22

Settlement curve of pier"

Fig.23

Differential settlement curve of adjacent piers"

Fig.24

Horizontal displacement curve of pier"

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