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Gold Science and Technology ›› 2024, Vol. 32 ›› Issue (2): 330-344.doi: 10.11872/j.issn.1005-2518.2024.02.166

• Mining Technology and Mine Management • Previous Articles     Next Articles

Optimization of the Construction Parameters of Super-large Section Flat Structure Tunnel

Kuan LIU1(),Guanwang MO2(),Xiang LI2(),Pinghuan SHEN1,Bo WAN1,Jiankun LIU2   

  1. 1.Shanghai Tunnel Engineering Co. , Ltd. , Shanghai 200032, China
    2.School of Civil Engineering, Sun Yat-Sen University, Zhuhai 519000, Guangdong, China
  • Received:2023-12-07 Revised:2024-01-24 Online:2024-04-30 Published:2024-05-21
  • Contact: Guanwang MO,Xiang LI E-mail:1833458942@qq.com;mogw@mail2.sysu.edu.cn;lixiang85@mail.sysu.edu.cn

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Abstract:

As the demand for transportation increases in China，more and more highway tunnels adopt the form of super-large section.However，there is still a lack of clear guidance for the design and construction of super-large section tunnels with four lanes or more in the current highway tunnel specifications. There is still a need for in-depth research on the section shape，construction methods，and construction mechanics of super-large section tunnels. Existing research indicates that the use of the benching method for excavation construction of super-large section tunnels is feasible. To obtain the optimized schemes for bench length and anchor rod spacing，numerical simulation was performed in this study to investigate seven different scenarios based on the upper and lower bench construction sections of a certain super-large section flat structure tunnel.The scenarios included bench lengths of 30 m，40 m，50 m，and 60 m，as well as anchor rod longitudinal spacings of 1.0 m，1.5 m，and 2.0 m. The distribution patterns of the plastic zone in the surrounding rock mass，the stress of the surrounding rock，and the deformation of the surrounding rock were analyzed.The study results indicate that the overall maximum principal stress around the tunnel shows a trend of “arch foot>arch waist>arch crown”.An increase in bench length or anchor rod spacing leads to a significant increase in the maximum principal stress at the arch crown. Overall，the settlement and horizontal convergence values of the tunnel arch crowns increase with the increase in bench length. An increase in anchor rod spacing requires other support structures in the initial support to exert stronger control over surrounding rock deformation，potentially leading to the destruction of the support structure. Based on the numerical results and on-site monitoring data，considering factors such as construction efficiency and rock stability，the optimized scheme with a bench length of 50 m and an anchor rod spacing of 1 m was applied in the construction site.The results of this research has high reference value for the optimal selection of excavation and support parameters for super-large section flat structure tunnels.

Key words: super-large section tunnel, highway tunnel, numerical simulation, bench cut method, bench length, longitudinal distance of anchor bolt

CLC Number: 

  • U455.4

Fig.1

Overview of the location of the tunnel engineering"

Fig.2

Tunnel topographic plane and surrounding rock profile diagram"

Fig.3

Numerical model of grade Ⅲ surrounding rock section of tunnel"

Table 1

Parameters of surrounding rock of tunnel"

围岩参数数值围岩参数数值
重度/（kN·m-3）2 600内摩擦角/（°）40
弹性模量/GPa6黏聚力/MPa0.1
泊松比0.3抗拉强度/MPa1

Fig.4

Schematic diagram of complete initial support"

Table 2

Initial support parameters"

支护类型重度/（kN·m-3）弹性模量/GPa泊松比
砂浆锚杆7 8502060.25
钢拱架7 8502060.25
喷射混凝土2 400280.20

Fig.4

Schematic diagram of monitoring points on the cross-section of the tunnel"

Fig.6

Excavation scheme of the tunnel model"

Fig.7

Plastic zone of different bench length models"

Fig.8

Maximum principal stress nephogram of different bench length models （unit：kPa，positive values represent tensile stress）"

Table 3

Maximum principal stress of different surrounding rock parts around the tunnel（kPa）"

围岩部位30 m台阶长度40 m台阶长度50 m台阶长度60 m台阶长度
左洞右洞左洞右洞左洞右洞左洞右洞
拱顶-17.9-8.1-32.4-8.9-45.5-10.9-66.4-10.5
左侧拱腰-313.4-290.6-313.9-291.3-315.0-291.2-320.5-291.4
右侧拱腰-302.3-288.1-303.7-288.3-304.5-287.9-305.9-288.5
左侧拱脚-408.8-422.9-411.5-427.9-414.3-428.3-416.4-430.0
右侧拱脚-392.3-394.4-395.6-396.1-396.6-396.9-398.3-398.7
拱底中点76.982.875.481.774.881.175.480.4

Fig.9

Histogram of maximum principal stress in the left tunnel of different bench length models"

Fig.10

Histogram of maximum principal stress in the right tunnel of different bench length models"

Table 4

Vertical displacement value of monitoring point 1 at different monitoring sections（mm）"

桩号30 m台阶长度40 m台阶长度50 m台阶长度60 m台阶长度
ZK6+790-4.232-4.239-4.246-4.254
ZK6+800-4.274-4.282-4.291-4.301
ZK6+810-4.392-4.399-4.412-4.423
ZK6+820-4.527-4.544-4.552-4.559
ZK6+830-4.637-4.660-4.687-4.683
ZK6+840-4.708-4.724-4.734-4.762
ZK6+850-4.677-4.688-4.691-4.793
YK6+810-3.730-3.745-3.749-3.752
YK6+820-3.766-3.778-3.785-3.790
YK6+830-3.889-3.902-3.908-3.912
YK6+840-4.038-4.051-4.057-4.061
YK6+850-4.167-4.179-4.184-4.186
YK6+860-4.242-4.253-4.257-4.259
YK6+870-4.247-4.256-4.261-4.262

Table 5

Mean values of horizontal convergence of lines 2-3 and 4-5 at different monitoring sections（mm）"

桩号30 m台阶长度40 m台阶长度50 m台阶长度60 m台阶长度
ZK6+7901.0121.0181.0221.023
ZK6+8000.9540.9600.9690.975
ZK6+8100.9740.9881.0031.012
ZK6+8201.0321.0191.0401.045
ZK6+8301.0981.0731.0581.067
ZK6+8401.1441.1401.1051.083
ZK6+8501.3011.2981.2871.193
YK6+8101.1351.1411.1481.149
YK6+8201.1131.1201.1271.129
YK6+8301.1671.1801.1861.189
YK6+8401.2151.2271.2291.229
YK6+8501.2491.2551.2561.258
YK6+8601.2771.2811.2871.288
YK6+8701.4391.4381.4371.448

Fig.11

Vault settlement of different bench length models"

Fig.12

Horizontal convergence values of different bench length models"

Fig.13

Plastic zone of different anchor bolt longitudinal distance models"

Fig.14

Maximum principal stress cloud maps of anchor bolt longitudinal distance models（unit：kPa，positive value represents tensile stress）"

Table 6

Maximum principal stress of different surrounding rock parts around the tunnel（kPa）"

围岩部位1.0 m锚杆纵距1.5 m锚杆纵距2.0 m锚杆纵距
左洞右洞左洞右洞左洞右洞
拱顶-45.5-10.9-44.2-11.7-55.6-13.4
左侧拱腰-315.0-291.2-315.2-290.7-315.5-290.9
右侧拱腰-304.5-287.9-302.3-287.8-302.8-287.9
左侧拱脚-414.3-428.3-413.0-428.6-413.2-428.6
右侧拱脚-396.6-396.9-396.4-397.3-396.9-397.1
拱底中点74.881.174.780.974.881.0

Fig.15

Histogram of maximum principal stress in the left tunnel of different anchor bolt longitudinal distance models"

Fig.16

Histogram of maximum principal stress in the right tunnel of different anchor bolt longitudinal distance models"

Fig.17

Vault settlement of the tunnel under different longitudinal distance of anchor bolt"

Fig.18

Horizontal convergence of tunnel under different longitudinal distance of anchor bolt"

Table 7

Vertical displacement values of monitoring point 1 at different monitoring sections（mm）"

桩号1.0 m锚杆纵距1.5 m锚杆纵距2.0 m锚杆纵距
ZK6+790-4.246-4.256-4.246
ZK6+800-4.291-4.297-4.293
ZK6+810-4.412-4.415-4.414
ZK6+820-4.552-4.555-4.557
ZK6+830-4.687-4.686-4.687
ZK6+840-4.734-4.731-4.726
ZK6+850-4.691-4.692-4.702
YK6+810-3.749-3.749-3.744
YK6+820-3.785-3.778-3.776
YK6+830-3.908-3.908-3.900
YK6+840-4.057-4.059-4.048
YK6+850-4.184-4.181-4.174
YK6+860-4.257-4.254-4.243
YK6+870-4.261-4.261-4.256

Table 8

Mean values of horizontal convergence of lines 2-3 and 4-5 at different monitoring sections（mm）"

桩号1.0 m锚杆纵距1.5 m锚杆纵距2.0 m锚杆纵距
ZK6+7901.0221.0211.022
ZK6+8000.9690.9700.971
ZK6+8101.0031.0051.005
ZK6+8201.0401.0381.038
ZK6+8301.0581.0581.056
ZK6+8401.1051.1111.110
ZK6+8501.2871.2961.298
YK6+8101.1481.1461.146
YK6+8201.1271.1271.127
YK6+8301.1861.1831.180
YK6+8401.2291.2281.228
YK6+8501.2561.2541.257
YK6+8601.2871.2841.284
YK6+8701.4371.4391.444
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