Zhongxiang et al 2024a - Revision history

Rimni: /* References */

2024-03-25T12:13:52Z

‎References

LUZhongxiang at 11:42, 25 March 2024

2024-03-25T11:42:21Z

Rimni at 12:13, 22 March 2024

2024-03-22T12:13:17Z

Rimni at 12:12, 22 March 2024

2024-03-22T12:12:33Z

Rimni at 11:38, 22 March 2024

2024-03-22T11:38:37Z

Rimni at 10:57, 22 March 2024

2024-03-22T10:57:27Z

Rimni: /* 4.3.2 Deep soil settlement of levee */

2024-03-22T10:56:25Z

‎4.3.2 Deep soil settlement of levee

Rimni at 10:54, 22 March 2024

2024-03-22T10:54:59Z

Rimni at 10:54, 22 March 2024

2024-03-22T10:54:47Z

Rimni at 10:54, 22 March 2024

2024-03-22T10:54:31Z

@@ Line 411: / Line 411: @@
 [9] Zhu M., Wei L., Fang Y. et al. Study on settlement analysis and control of large diameter shield tunnel under the Yellow River levee. Modern Tunnel Technology, 59(03):211-219, 2022.
-[10] Xie X., Yang C., Wang Q. et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage. Chinese Journal of Rock Mechanics and Engineering, 2021,40(S2):3313-3322.
+[10] Xie X., Yang C., Wang Q. et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage. Chinese Journal of Rock Mechanics and Engineering, 40(S2):3313-3322, 2021.
 [11] Lin  Q., Cao P., Dong T. Numerical simulation of flood control levee deformation by shield tunnel excavation through the Liuyang River: A case study. Geofluids, 2023:156-163, 2023.

@@ Line 411: / Line 411: @@
 [9] Zhu M., Wei L., Fang Y. et al. Study on settlement analysis and control of large diameter shield tunnel under the Yellow River levee. Modern Tunnel Technology, 59(03):211-219, 2022.
-[10] Xie X., Yang C., Wang Q. et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage. Chinese Journal of Rock Mechanics and Engineering, 201,40(S2):3313-3322.
+[10] Xie X., Yang C., Wang Q. et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage. Chinese Journal of Rock Mechanics and Engineering, 2021,40(S2):3313-3322.
 [11] Lin  Q., Cao P., Dong T. Numerical simulation of flood control levee deformation by shield tunnel excavation through the Liuyang River: A case study. Geofluids, 2023:156-163, 2023.

@@ Line 385: / Line 385: @@
 . When the left line shield tunneling underpasses the levee, the lateral settlement at different depths of the levee is distributed in a “V” shape, and the lateral settlement trough at the top of the levee is relatively gentle. With the increase of depth, the soil settlement above the tunnel axis slightly increases, while the width of the settlement trough slightly decreases. When the right line shield underpasses the levee, the lateral settlement at different depths of the levee shows a “W” shape distribution, and the “W” shape settlement of the soil at the depth of the grouting layer is more significant.
-. The horizontal displacement curves of the top of the levee and deep soil mass (except the grouting layer) are approximately inverted “S” shape when the left line shield underpasses the levee and the right line shield underpasses the levee, and the maximum horizontal displacement of the top of the levee and deep soil mass (except the grouting layer) occurs at the position of ±i. And the maximum horizontal displacement of the right shield through the levee is greater than the maximum horizontal displacement of the left shield through the levee.
+. The horizontal displacement curves of the top of the levee and deep soil mass (except the grouting layer) are approximately inverted “S” shape when the left line shield underpasses the levee and the right line shield underpasses the levee, and the maximum horizontal displacement of the top of the levee and deep soil mass (except the grouting layer) occurs at the position of <math display="inline">\pm i</math>. And the maximum horizontal displacement of the right shield through the levee is greater than the maximum horizontal displacement of the left shield through the levee.
 . When the left line shield underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of <math display="inline">\pm 0.5i</math>, and there is a reverse bending point at the center line of the tunnel. When the right line shield tunneling underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of <math display="inline">\pm 0.5i</math>, and there are reverse bending points at the center line, <math display="inline">\pm i</math> and <math display="inline">\pm 0.75i</math> of the tunnel.

@@ Line 387: / Line 387: @@
 . The horizontal displacement curves of the top of the levee and deep soil mass (except the grouting layer) are approximately inverted “S” shape when the left line shield underpasses the levee and the right line shield underpasses the levee, and the maximum horizontal displacement of the top of the levee and deep soil mass (except the grouting layer) occurs at the position of ±i. And the maximum horizontal displacement of the right shield through the levee is greater than the maximum horizontal displacement of the left shield through the levee.
-. When the left line shield underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of ±0.5i, and there is a reverse bending point at the center line of the tunnel. When the right line shield tunneling underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of ±0.5i, and there are reverse bending points at the center line, ±0.75i and ±i of the tunnel.
+. When the left line shield underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of <math display="inline">\pm 0.5i</math>, and there is a reverse bending point at the center line of the tunnel. When the right line shield tunneling underpasses the levee, the maximum horizontal displacement at the grouting layer appears at the position of <math display="inline">\pm 0.5i</math>, and there are reverse bending points at the center line, <math display="inline">\pm i</math> and <math display="inline">\pm 0.75i</math> of the tunnel.
 ==References==

@@ Line 401: / Line 401: @@
 [4] Han L., Ye G., Wang J., et al. Finite element analysis of impact of under-crossing of large shallow shield tunnel on riverbank. Chinese Journal of Geotechnical Engineering, 37(S1):125-128, 2015.
-[5] Li Z., Huang X. Study on settlement control for slurry shields crossing the embankment. odern Tunneling Technology, 48(1):103-110, 2011.
+[5] Li Z., Huang X. Study on settlement control for slurry shields crossing the embankment. Modern Tunneling Technology, 48(1):103-110, 2011.
 [6] Zhang Z., Lin C., Wu S., et al. Analysis and control of ground settlement of embankments in construction of cross-river shield tunnels. Chinese Journal of Geotechnical Engineering, 33(6):977-984, 2011.
-[7] Wu W., Sun Y., Li L. et al. Analysis of levee deformation caused by large diameter shield tunneling in river Crossing Tunnel . China Railway Science, 37(04):78-82, 2016.
+[7] Wu W., Sun Y., Li L. et al. Analysis of levee deformation caused by large diameter shield tunneling in river Crossing Tunnel. China Railway Science, 37(04):78-82, 2016.
-[8] Huang H. Research on settlement of Qiantang River levee caused by large-diameter shield construction Zhejiang: Zhejiang University of Technology, 2018.
+[8] Huang H. Research on settlement of Qiantang River levee caused by large-diameter shield construction. Zhejiang,  Zhejiang University of Technology, 2018.
-[9] ZHU Muyuan, Wei Lifeng, Fang Yong et al. Study on settlement analysis and control of large diameter shield tunnel under the Yellow River levee . Modern Tunnel Technology. 2022,59(03):211-219.
+[9] Zhu M., Wei L., Fang Y. et al. Study on settlement analysis and control of large diameter shield tunnel under the Yellow River levee. Modern Tunnel Technology, 59(03):211-219, 2022.
-[10] Xie Xiongyao, Yang Changzhi, Wang Qiang et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage . Chinese Journal of Rock Mechanics and Engineering. 201,40(S2):3313-3322.
+[10] Xie X., Yang C., Wang Q. et al. Settlement analysis and control study of shield crossing levee of Yangtze River in Nanjing and Yanlu River Crossing Passage. Chinese Journal of Rock Mechanics and Engineering, 201,40(S2):3313-3322.
-[11] Lin  Qibin,Cao Ping,Dong Tao. Numerical Simulation of Flood Control Levee Deformation by Shield Tunnel Excavation through the Liuyang River: A Case Study. GEOFLUIDS Vol(2023):156-163.
+[11] Lin  Q., Cao P., Dong T. Numerical simulation of flood control levee deformation by shield tunnel excavation through the Liuyang River: A case study. Geofluids, 2023:156-163, 2023.
-[12] WU Shiming,LIN Cungang,ZHANG Zhongmiao,et al. Risk analysis and control for slurry shield under-passing embankment. Chinese Journal of Rock Mechanics and Engineering,2011,30(5):1034-1042.
+[12] Wu S., Lin C., Zhang Z., et al. Risk analysis and control for slurry shield under-passing embankment. Chinese Journal of Rock Mechanics and Engineering, 30(5):1034-1042, 2011.
-[13] Tamir Epel，Michael A. Mooney， Marte Gutierrez. The influence of face and shield annulus pressure on tunnel liner load development Tunnelling and Underground Space Technology,117(2021):104096.
+[13] Epel T.,  Mooney M.A., Gutierrez N. The influence of face and shield annulus pressure on tunnel liner load development. Tunnelling and Underground Space Technology, 117, 104096, 2021.
-[14] Hyobum Lee, Junho Kwak, Junhyuk Choi , Byeonghyun Hwang , Hangseok Choi.A lab-scale experimental approach to evaluate rheological properties of foam-conditioned soil for EPB shield tunnelling Tunnelling and Underground Space Technology,128(2022),104667.
+[14] Lee H.,  Kwak J.,  Choi J.,  Hwang B., Choi H. A lab-scale experimental approach to evaluate rheological properties of foam-conditioned soil for EPB shield tunnelling.  Tunnelling and Underground Space Technology, 128, 104667, 2022.
-[15] Milad Davoodi , Salvador Senent , Amin Keshavarz , Rafael Jimenez. Three-dimensional seismic face stability of shield tunnels in undrained clay Underground Space,15(2024):26-43.
+[15] Davoodi M.,  Senent S., Keshavarz A.,  Jimenez R. Three-dimensional seismic face stability of shield tunnels in undrained clay, Underground Space, 15:26-43, 2024.
-[16] Zdenek Zizka, Britta Schoesser , Markus Thewes. Investigations on transient support pressure transfer at the tunnel face during slurry shield drive part 1: Case A – Tool cutting depth exceeds shallow slurry penetration depth Tunnelling and Underground Space Technology, 118(2021),104168.
+[16] Zizka Z.,  Schoesser B.,  Thewes M. Investigations on transient support pressure transfer at the tunnel face during slurry shield drive part 1: Case A – Tool cutting depth exceeds shallow slurry penetration depth. Tunnelling and Underground Space Technology, 118, 104168, 2021.
-[17] Zdenek Zizka, Britta Schoesser , Markus Thewes. Investigations on the transient support pressure transfer at the tunnel face during slurry shield drive Part 2: Case B – Deep slurry penetration exceeds tool cutting depth Tunnelling and Underground Space Technology, 118( 2021), 104169.
+[17] Zizka Z.,  Schoesser B.,  Thewes M. Investigations on the transient support pressure transfer at the tunnel face during slurry shield drive part 2: Case B – Deep slurry penetration exceeds tool cutting depth. Tunnelling and Underground Space Technology, 118, 104169, 2021.
-[18] Hoonil Seol, Dongjin Won, Jaewon Jang, Kwang Yeom Kim, Tae Sup Yun. Ground Collapse in EPB shield TBM site: A case study of railway tunnels in the deltaic region near Nak-Dong River in Korea Tunnelling and Underground Space Technology,120(2022), 104274.
+[18]  Seol H., Won D.,  Jang J.,  Yeom Kim K.,  Sup Yun T. Ground Collapse in EPB shield TBM site: A case study of railway tunnels in the deltaic region near Nak-Dong River in Korea. Tunnelling and Underground Space Technology, 120, 104274, 2022.
-[19]PECK R B. Deep excavations and tunneling in soft ground[C]// State of the art report. Proceedings of 7th International Conference on Soil Mechanics and Foundation Engineering. Mexico City: 1969: 225-290.
+[19] Peck R.B. Deep excavations and tunneling in soft ground. State of the Art Report, Proceedings of 7th International Conference on Soil Mechanics and Foundation Engineering, Mexico City, 225-290, 1969.
-[20] O’REILLY M P,NEW B M. Settlements above tunnels in the United Kingdom-their magnitude and prediction[C]// Proc. Tunnelling 82, Institution of Mining and Metallurgy, London: 173-182.
+[20] O’Reilly M.P., New B.M. Settlements above tunnels in the United Kingdom-their magnitude and prediction. Proc. Tunnelling 82, Institution of Mining and Metallurgy, London,  173-182, 1982.
-[21] Jiang P W, Zhang Z H, Zheng H, et al. Coupling analysis method of grouting construction with deformation response of adjacent existing tunnel. Underground Space, 2024, 15: 312-330.
+[21] Jiang P.W., Zhang Z.H., Zheng H., et al. Coupling analysis method of grouting construction with deformation response of adjacent existing tunnel. Underground Space, 15:312-330, 2024.
-[22] Abdellah W R, Haridy A K A, Mohamed A K, et al. Behaviour of Horseshoe-Shaped Tunnel Subjected to Different In Situ Stress Fields. Applied Sciences-Basel, 2022, 12(11).
+[22] Abdellah W.R., Haridy A.K.A., Mohamed A.K., et al. Behaviour of horseshoe-shaped tunnel subjected to different in situ stress fields. Applied Sciences-Basel, 12(11), 5399, 2022.
-[23] Nguyen T T, Do N A, Karasev M A, et al. Influence of tunnel shape on tunnel lining behaviour. Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 2021, 174(4): 355-371.
+[23] Nguyen T.T., Do N.A., Karasev M.A., et al. Influence of tunnel shape on tunnel lining behaviour. Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 174(4):355-371, 2021.
-[24] Do N A, Dias D, Zhang Z X, et al. Study on the behavior of squared and sub-rectangular tunnels using the Hyperstatic Reaction Method. Transportation Geotechnics, 2020, 22.
+[24] Do N.A., Dias D., Zhang Z.X., et al. Study on the behavior of squared and sub-rectangular tunnels using the Hyperstatic Reaction Method. Transportation Geotechnics, 22, 100321, 2020.
-[25] Sun Yuyong,Zhou Shunhua,Gong Quanmei.Distribution of Deep Displacement Field during Shield Tunneling in Soft-soil Areas. Chinese Journal of Rock Mechanics and Engineering,2009,28(3):500-506.
+[25] Sun Y., Zhou S., Gong Q. Distribution of deep displacement field during shield tunneling in soft-soil areas. Chinese Journal of Rock Mechanics and Engineering, 28(3):500-506, 2009.

@@ Line 347: / Line 347: @@
 [[#img-11|Figure 11]] displays the horizontal displacement curves of the soil mass at the top of the levee and at depths of 10, 20, and 28 meters during the penetration of the left-line shield. As seen from [[#img-11|Figure 11]], the horizontal displacement curve of the levee top exhibits an approximately inverted “S” shaped distribution, symmetrically centered around the tunnel axis. The horizontal displacement directly above the axis is zero, while the horizontal displacement on both sides of the axis is non-zero and directed towards the tunnel axis. The maximum horizontal displacement is 6.6 millimeters, with symmetry appearing at positions <math display="inline">\pm i  </math> from the tunnel axis.
-) At a depth of 10 meters from the top of the levee, the soil is situated in a shallower position, significantly affected by surface loads and shield construction. The mechanical compression from the shield and lateral soil displacement result in substantial soil deformation, leading to a reduction in horizontal displacement by approximately 42.4% compared to the top position of the embankment.
+# At a depth of 10 meters from the top of the levee, the soil is situated in a shallower position, significantly affected by surface loads and shield construction. The mechanical compression from the shield and lateral soil displacement result in substantial soil deformation, leading to a reduction in horizontal displacement by approximately 42.4% compared to the top position of the embankment.
 <div id='img-11'></div>
@@ Line 364: / Line 363: @@
 [[#img-12|Figure 12]] illustrates the horizontal displacement curves of the soil mass at the top of the levee and at depths of 10, 20, and 28 meters after shield tunneling. The horizontal displacement curve at the levee's crest exhibits an approximate “wave-like” distribution, symmetrically centered around the axis of the two tunnels. Above the axis, the horizontal displacement is zero, while on either side of the axis, it is non-zero and directed toward the tunnel axis. The maximum horizontal displacement recorded is 9.2 millimeters, symmetrically distributed at positions ±i from the tunnel axis. Distinct patterns in the variation of horizontal displacement become apparent at different depths:
-) At a depth of 10 meters, the soil experiences significant influences from surface loads and shield construction, resulting in substantial deformation and a reduction in maximum horizontal displacement by approximately 42.4% compared to the top position.
+# At a depth of 10 meters, the soil experiences significant influences from surface loads and shield construction, resulting in substantial deformation and a reduction in maximum horizontal displacement by approximately 42.4% compared to the top position.
+# At 20 meters, with reduced influence from surface loads and construction, soil deformation decreases, leading to a relatively modest reduction in horizontal displacement of approximately 1 millimeter.
-) At 20 meters, with reduced influence from surface loads and construction, soil deformation decreases, leading to a relatively modest reduction in horizontal displacement of approximately 1 millimeter.
+# At 28 meters, coinciding with the shield grouting layer, the soil displays unique behavior, with maximum horizontal displacement observed directly above the tunnel's centerline. The presence of the grouting layer enhances the soil's compressive strength, causing asymmetric displacement distribution.
 <div id='img-12'></div>

@@ Line 337: / Line 337: @@
 Notably, at a depth of 28 meters below the top of the embankment (coinciding with the grouting layer), there's a pronounced “W” shape settlement distribution. This phenomenon can be explained by two key factors:
-) The depth of 28 meters coincides with the shield construction area for the right-line, resulting in significant soil disturbance near the existing left line. This leads to soil redistribution and substantial settlement.
+# The depth of 28 meters coincides with the shield construction area for the right-line, resulting in significant soil disturbance near the existing left line. This leads to soil redistribution and substantial settlement.
 In conclusion, this analysis reveals important settlement patterns during right-line shield penetration. These findings can have implications for future projects in similar conditions.
 ====4.3.3   Horizontal displacement of deep soil mass of levee====

@@ Line 141: / Line 141: @@
 # The shield leaves: when the shield excavation face leaves the monitoring section about 1 times the diameter of the shield.
 # Final stable times: about 10 times the diameter of the shield when the shield excavation face leaves the monitoring section.
 As shown in [[#img-5|Figure 5]], this is the lateral surface settlement curve of the levee at each stage of left-line shield construction. By comparing these curves, it can be observed that as the shield advances, surface settlement gradually increases. The width of the transverse settlement trough in the same section remains relatively constant, and the settlement curve becomes steeper. When the shield reaches the monitoring fault front (approximately 1D~2D away from the section, D: the tunnel diameter), a noticeable transverse settlement trough with a width of about 15~20 meters is generated. The maximum land settlement occurs at the center of the tunnel, with settlement decreasing as one moves farther away from the tunnel center.

@@ Line 137: / Line 137: @@
 # The shield approaches: the shield excavation face has not reached the monitoring section, and the distance is about 2 times the diameter of the shield.
 # The shield arrives: the excavation face of the shield has not reached the monitoring section, and the distance is 0~2 times the diameter of the shield.
 # The shield goes through: when the shield excavation face passes through the monitoring section, the distance is 1 times the diameter of the shield.
 # The shield leaves: when the shield excavation face leaves the monitoring section about 1 times the diameter of the shield.
 # Final stable times: about 10 times the diameter of the shield when the shield excavation face leaves the monitoring section.

@@ Line 136: / Line 136: @@
 These stages provide a framework for understanding the settlement process during shield tunnel construction and are crucial for monitoring and managing potential impacts on surrounding structures.
-) The shield approaches: the shield excavation face has not reached the monitoring section, and the distance is about 2 times the diameter of the shield.
+# The shield approaches: the shield excavation face has not reached the monitoring section, and the distance is about 2 times the diameter of the shield.
-) The shield arrives: the excavation face of the shield has not reached the monitoring section, and the distance is 0~2 times the diameter of the shield.
+# The shield arrives: the excavation face of the shield has not reached the monitoring section, and the distance is 0~2 times the diameter of the shield.
-) The shield goes through: when the shield excavation face passes through the monitoring section, the distance is 1 times the diameter of the shield.
+# The shield goes through: when the shield excavation face passes through the monitoring section, the distance is 1 times the diameter of the shield.
-) The shield leaves: when the shield excavation face leaves the monitoring section about 1 times the diameter of the shield.
+# The shield leaves: when the shield excavation face leaves the monitoring section about 1 times the diameter of the shield.
-) Final stable times: about 10 times the diameter of the shield when the shield excavation face leaves the monitoring section.
+# Final stable times: about 10 times the diameter of the shield when the shield excavation face leaves the monitoring section.
 As shown in [[#img-5|Figure 5]], this is the lateral surface settlement curve of the levee at each stage of left-line shield construction. By comparing these curves, it can be observed that as the shield advances, surface settlement gradually increases. The width of the transverse settlement trough in the same section remains relatively constant, and the settlement curve becomes steeper. When the shield reaches the monitoring fault front (approximately 1D~2D away from the section, D: the tunnel diameter), a noticeable transverse settlement trough with a width of about 15~20 meters is generated. The maximum land settlement occurs at the center of the tunnel, with settlement decreasing as one moves farther away from the tunnel center.
@@ Line 172: / Line 172: @@
 |  style="text-align: center;"|13
 |}
 ==4.  Numerical analysis of levee deformation==