Peng Fang 2023a - Revision history

FangPeng at 05:57, 18 October 2023

2023-10-18T05:57:43Z

FangPeng at 05:52, 18 October 2023

2023-10-18T05:52:09Z

Rimni: /* References */

2023-10-10T09:52:08Z

‎References

Rimni at 09:50, 10 October 2023

2023-10-10T09:50:58Z

Rimni: /* 4.2 Displacement characteristics of the lining during earthquake */

2023-10-10T09:46:18Z

‎4.2 Displacement characteristics of the lining during earthquake

Rimni at 08:54, 10 October 2023

2023-10-10T08:54:33Z

Rimni at 14:39, 9 October 2023

2023-10-09T14:39:34Z

Rimni: /* References */

2023-10-09T14:04:17Z

‎References

Rimni: /* 4.3 Slope displacement */

2023-10-06T12:52:45Z

‎4.3 Slope displacement

Rimni at 12:52, 6 October 2023

2023-10-06T12:52:10Z

@@ Line 309: / Line 309: @@
 <div class="auto" style="text-align: left;width: auto; margin-left: auto; margin-right: auto;font-size: 85%;">
-[1] Wang W.L., Wang T.T., Su J.J.,  Lin C.H.,  Seng C.R., Huang T.H. Assessment of damage in mountain tunnels due to the Taiwan Chi-Chi Earthquake. Tunnelling & Underground Space Technology Incorporating Trenchless Technology Research, 16(3):133-150, 2001. DOI: 10.1016/S0886-7798(01)00047-5.
+[1] Wang W.L., Wang T.T., Su J.J.,  Lin C.H.,  Seng C.R., Huang T.H. Assessment of damage in mountain tunnels due to the Taiwan Chi-Chi Earthquake. Tunnelling & Underground Space Technology Incorporating Trenchless Technology Research, 16(3):133–150, 2001. DOI: 10.1016/S0886-7798(01)00047-5.
 [2] Li T.B.  Failure characterisitics and influence factor analysis of mountain tunnels at eplcenter zones of Great Wenchuan Earthquake (in Chinese). Journal of Engineering Geology, 16(06):742–750, 2008.
-[3] Cui G.Y., Liu W.D., Ni S.Z., Wang M.N., Lin G.J.  Study on diffierent seismic intensities and earthquake damage to highway tunnels in Wenchuan area affected by earthquakes (in Chinese). Modern Tunnelling Technology, 51(06):1-6, 2014.  DOI: 10.13807/j.cnki.mtt.2014.06.001.
+[3] Cui G.Y., Liu W.D., Ni S.Z., Wang M.N., Lin G.J.  Study on diffierent seismic intensities and earthquake damage to highway tunnels in Wenchuan area affected by earthquakes (in Chinese). Modern Tunnelling Technology, 51(06):1–6, 2014.  DOI: 10.13807/j.cnki.mtt.2014.06.001.
 [4] National Earthquake Date Center, 2023. [https://data.earthquake.cn/?eqid=e00d49d50000e4f00000%20000364660a67 https://data.earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67]
@@ Line 329: / Line 329: @@
 [10] Zang W.J. Damage to highway tunnels caused by tne Wenchuan earthquake (in Chinese). Modern Tunnelling Technology, 54(02):17–25,  2017. DOI: 10.13807/j.cnki.mtt.2017.02.003.
-[11] Fan Z.F., Zhang J.C., Xu H. Theoretical study of the dynamic response of a circular lined tunnel with an imperfect interface subjected to incident SV-waves. Computers and Geotechnics, 110(06):308-318, 2019. DOI: 10.13807/j.cnki.mtt.2017.02.003.
+[11] Fan Z.F., Zhang J.C., Xu H. Theoretical study of the dynamic response of a circular lined tunnel with an imperfect interface subjected to incident SV-waves. Computers and Geotechnics, 110(06):308–318, 2019. DOI: 10.13807/j.cnki.mtt.2017.02.003.
 [12] Xu J.S., Xu H., Sun R.F., Zhao X.W., Yin C. Seismic risk evaluation for a planning mountain tunnel using improved analytical hierarchy process based on extension theory. Journal of Mountain Science, 17(01):244–260, 2020.
@@ Line 343: / Line 343: @@
 [17] Shen Y.S., Wang Z.Z., Yu J., Zhang X., Gao B. Shaking table test on flexible joints of mountain tunnels passing through normal fault. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 98(C), 103299, 2020. DOI: 10.1016/j.tust.2020.103299.
-[18] Xu H., Li T., B., Xia L., Zhao J.X., Wang D. Shaking table tests on seismic measures of a model mountain tunnel. Tunnelling and Underground Space Technology, 60:197-209, 2016. DOI: 10.1016/j.tust.2016.09.004.
+[18] Xu H., Li T., B., Xia L., Zhao J.X., Wang D. Shaking table tests on seismic measures of a model mountain tunnel. Tunnelling and Underground Space Technology, 60:197–209, 2016. DOI: 10.1016/j.tust.2016.09.004.
-[19] Liu J.B., Wang W.H., Zhao D.D. Comparison of the pseudo-static methods for seismic analysis of the underground structures (in Chinese). Engineering Mechanics, 30(01):105-111, 2013. DOI: 10.6052/j.issn.1000-4750.2011.05.0316.
+[19] Liu J.B., Wang W.H., Zhao D.D. Comparison of the pseudo-static methods for seismic analysis of the underground structures (in Chinese). Engineering Mechanics, 30(01):105–111, 2013. DOI: 10.6052/j.issn.1000-4750.2011.05.0316.
-[20] Yu H.T., Zhang Z.W., Wu Y.X., Dai C.X. Analysis methods for simplified longitudinal seismic response of variable stiffness tunnels (in Chinese). Earthquake Engineering and Engineering Dynamics, 38(4), 2018. DOI: CNKI:SUN:DGGC.0.2018-04-011.
+[20] Yu H.T., Zhang Z.W., Wu Y.X., Dai C.X. Analysis methods for simplified longitudinal seismic response of variable stiffness tunnels (in Chinese). Earthquake Engineering and Engineering Dynamics, 38(04): 70–76, 2018. DOI:10.13197/j.eeev.2018.04.70.yuht.011.
 [21] Fang X.Q., Ma H., W., Zhu C.S., Ding Q.L., Zhu Z.G., Han Z.M. Imperfect interface model and dynamic interaction mechanism around tunnels under seismic waves: A review. Tunnelling and Underground Space Technology, 137, 105120, 2023. DOI: 10.1016/J.TUST.2023.105120.

← Older revision		Revision as of 05:52, 18 October 2023
Line 361:		Line 361:
	[26] Du X.L., Zhao M., Wang J.T. A stress artificial boundary in fea for near-field wave problem (in Chinese). Chinese Journal of Theoretical and Applied Mechanics, 38(1):49–56, 2006.		[26] Du X.L., Zhao M., Wang J.T. A stress artificial boundary in fea for near-field wave problem (in Chinese). Chinese Journal of Theoretical and Applied Mechanics, 38(1):49–56, 2006.

−	[27] ~~JTG 2232-~~2019. Specifications for Seismic Design of Highway Tunnels (in Chinese).	+	[27] Code of China, 2019. Specifications for Seismic Design of Highway Tunnels. JTG 2232–2019 (in Chinese,) China Communication Press.

← Older revision		Revision as of 09:52, 10 October 2023
Line 316:		Line 316:

	[4] National Earthquake Date Center, 2023. [https://data.earthquake.cn/?eqid=e00d49d50000e4f00000%20000364660a67 https://data.earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67]		[4] National Earthquake Date Center, 2023. [https://data.earthquake.cn/?eqid=e00d49d50000e4f00000%20000364660a67 https://data.earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67]
−
−	~~https://data.earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67.~~

	[5] Li Y.S., Gao G.Y., Li T.B. Analysis of earthquake response and stability evaluation for transverse slope at second tunnel portal (in Chinese). Chinese Journal of Underground Space and Engineering, (05):738–743, 2006.		[5] Li Y.S., Gao G.Y., Li T.B. Analysis of earthquake response and stability evaluation for transverse slope at second tunnel portal (in Chinese). Chinese Journal of Underground Space and Engineering, (05):738–743, 2006.

@@ Line 315: / Line 315: @@
 [3] Cui G.Y., Liu W.D., Ni S.Z., Wang M.N., Lin G.J.  Study on diffierent seismic intensities and earthquake damage to highway tunnels in Wenchuan area affected by earthquakes (in Chinese). Modern Tunnelling Technology, 51(06):1-6, 2014.  DOI: 10.13807/j.cnki.mtt.2014.06.001.
-[4] National Earthquake Date Center, 2023. [https: https:] //data. earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67.
+[4] National Earthquake Date Center, 2023. [https://data.earthquake.cn/?eqid=e00d49d50000e4f00000%20000364660a67 https://data.earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67]
 [5] Li Y.S., Gao G.Y., Li T.B. Analysis of earthquake response and stability evaluation for transverse slope at second tunnel portal (in Chinese). Chinese Journal of Underground Space and Engineering, (05):738–743, 2006.

@@ Line 210: / Line 210: @@
 ===4.2 Displacement characteristics of the lining during earthquake===
-[[#img-8|Figure 8]](a) shows the displacement time histories of the arch crown and invert of section ③. The maximum value (-0.23 m) is reached at 7.4 s of monitoring point 1, and at 7.01 s of monitoring point 5, with a maximum value of -0.19 m. The horizontal displacement at the top and bottom of the arch shows a consistent trend over time, but the displacement at the top of the arch is generally greater than that at the bottom of the arch. This is mainly due to the different constraints on the tunnel invert and the arch, with less soil cover from the tunnel to the arch and less constraints on the arch. [[#img-8|Figures 8]]b-d show the time-history displacement curves of monitoring points 2 and 8, 3 and 7, and 4 and 6. Among these six points, monitoring point 8 has the highest maximum displacement value of 0.13 m, while monitoring point 4 has the lowest maximum displacement value of 0.10 m. At the same height, the displacement on the deep buried side is greater than that on the shallow buried side; On the same side, the closer the monitoring point is to the arch bottom, the smaller the displacement. It can be seen that under earthquake action, due to the large amount of soil cover on the deep buried side and the sliding of rock layers along the bedding plane, the surrounding rock in the area of the arch crown to the left arch shoulder will undergo significant deformation, which is the location of the severe damage.
+[[#img-8|Figure 8]](a) shows the displacement time histories of the arch crown and invert of section ③. The maximum value (-0.23 m) is reached at 7.4 s of monitoring point 1, and at 7.01 s of monitoring point 5, with a maximum value of -0.19 m. The horizontal displacement at the top and bottom of the arch shows a consistent trend over time, but the displacement at the top of the arch is generally greater than that at the bottom of the arch. This is mainly due to the different constraints on the tunnel invert and the arch, with less soil cover from the tunnel to the arch and less constraints on the arch. [[#img-8|Figures 8]](b)-(d) show the time-history displacement curves of monitoring points 2 and 8, 3 and 7, and 4 and 6. Among these six points, monitoring point 8 has the highest maximum displacement value of 0.13 m, while monitoring point 4 has the lowest maximum displacement value of 0.10 m. At the same height, the displacement on the deep buried side is greater than that on the shallow buried side; On the same side, the closer the monitoring point is to the arch bottom, the smaller the displacement. It can be seen that under earthquake action, due to the large amount of soil cover on the deep buried side and the sliding of rock layers along the bedding plane, the surrounding rock in the area of the arch crown to the left arch shoulder will undergo significant deformation, which is the location of the severe damage.
 <div id='img-8'></div>

@@ Line 349: / Line 349: @@
 [20] Yu H.T., Zhang Z.W., Wu Y.X., Dai C.X. Analysis methods for simplified longitudinal seismic response of variable stiffness tunnels (in Chinese). Earthquake Engineering and Engineering Dynamics, 38(4), 2018. DOI: CNKI:SUN:DGGC.0.2018-04-011.
-[21] Fang X, Q., Ma H, W., Zhu C, S., Ding Q, L., Zhu Z, G., Han Z, M., 2023. Imperfect interface model and dynamic interaction mechanism around tunnels under seismic waves: A review. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 137. DOI: 10.1016/J.TUST.2023.105120.
+[21] Fang X.Q., Ma H., W., Zhu C.S., Ding Q.L., Zhu Z.G., Han Z.M. Imperfect interface model and dynamic interaction mechanism around tunnels under seismic waves: A review. Tunnelling and Underground Space Technology, 137, 105120, 2023. DOI: 10.1016/J.TUST.2023.105120.
-[22] Li P., Song E, X., 2013. A high-order time-domain transmitting boundary for cylindrical wave propagation problems in unbounded saturated poroelastic media. Soil Dynamics & Earthquake Engineering, 48: 48–62. DOI: 10.1016/j.soildyn.2013.01.006.
+[22] Li P., Song E.X. A high-order time-domain transmitting boundary for cylindrical wave propagation problems in unbounded saturated poroelastic media. Soil Dynamics & Earthquake Engineering, 48:48–62, 2013. DOI: 10.1016/j.soildyn.2013.01.006.
-[23] Zuo Z, W., Li D., Zhou P, F., Lin C, J., Yang Z, C., Xu X, J., Zhang L, L., Wang J, S., 2021. Analysis of Seismic Wavefield Characteristics in 3D Tunnel Models Based on the 3D Staggered-Grid Finite-Difference Scheme in the Cylindrical Coordinate System. Applied Sciences, 11(13). DOI: 10.3390/APP11135854.
+[23] Zuo Z.W., Li D., Zhou P.F., Lin C.J., Yang Z.C., Xu X.J., Zhang L.L., Wang J.S. Analysis of seismic wavefield characteristics in 3D tunnel models based on the 3D staggered-grid finite-difference scheme in the cylindrical coordinate system. Applied Sciences, 11(13), 5854, 2021. DOI: 10.3390/APP11135854.
-[24] Alielahi H., Kamalian M., Adampira M., 2015. Seismic ground amplification by unlined tunnels subjected to vertically propagating SV and P waves using BEM. Soil Dynamics & Earthquake Engineering, 71: 63–79. DOI: 10.1016/j.soildyn.2015.01.007.
+[24] Alielahi H., Kamalian M., Adampira M. Seismic ground amplification by unlined tunnels subjected to vertically propagating SV and P waves using BEM. Soil Dynamics & Earthquake Engineering, 71:63–79, 2015. DOI: 10.1016/j.soildyn.2015.01.007.
-[25] Vasilev G., Parvanova S., Dineva P., Wuttke F., 2015. Soil-structure interaction using BEM–FEM coupling through ANSYS software package. Soil Dynamics and Earthquake Engineering, 70: 104–117. DOI: 10.1016/j.soildyn.2014.12.007.
+[25] Vasilev G., Parvanova S., Dineva P., Wuttke F. Soil-structure interaction using BEM–FEM coupling through ANSYS software package. Soil Dynamics and Earthquake Engineering, 70:104–117, 2015. DOI: 10.1016/j.soildyn.2014.12.007.
-[26] Du X. L., Zhao M., Wang J. T., 2006. A stress artificial boundary in fea for near-field wave problem. Chinese Journal of Theoretical and Applied Mechanics, 38(1): 49–56. ''(in Chinese)''.
+[26] Du X.L., Zhao M., Wang J.T. A stress artificial boundary in fea for near-field wave problem (in Chinese). Chinese Journal of Theoretical and Applied Mechanics, 38(1):49–56, 2006.
-[27] JTG 2232-2019 , Specifications for Seismic Design of Highway Tunnels. ''(in Chinese)''.
+[27] JTG 2232-2019. Specifications for Seismic Design of Highway Tunnels (in Chinese).

@@ Line 341: / Line 341: @@
 [16] Zhao X., Li R., H., Yuan Y., Yu H.T., Zhao M., Huang J.Q. Shaking table tests on fault-crossing tunnels and aseismic effect of grouting. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 125, 104511, 2022. DOI:10.1016/J.TUST.2022.104511.
-[17] Shen Y, S., Wang Z, Z., Yu J., Zhang X., Gao B., 2020. Shaking table test on flexible joints of mountain tunnels passing through normal fault. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 98(C). DOI: 10.1016/j.tust.2020.103299.
+[17] Shen Y.S., Wang Z.Z., Yu J., Zhang X., Gao B. Shaking table test on flexible joints of mountain tunnels passing through normal fault. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 98(C), 103299, 2020. DOI: 10.1016/j.tust.2020.103299.
-[18] Xu H., Li T, B., Xia L., Zhao John, X., Wang D., 2016. Shaking table tests on seismic measures of a model mountain tunnel. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 60. DOI: 10.1016/j.tust.2016.09.004.
+[18] Xu H., Li T., B., Xia L., Zhao J.X., Wang D. Shaking table tests on seismic measures of a model mountain tunnel. Tunnelling and Underground Space Technology, 60:197-209, 2016. DOI: 10.1016/j.tust.2016.09.004.
-[19] Liu J, B., Wang W, H., Zhao D, D., 2013. Comparison of the Pseudo-static Methods for Seismic Analysis of the Underground Structures. Engineering Mechanics, 30(01) (''in Chinese''). DOI: 10.6052/j.issn.1000-4750.2011.05.0316.
+[19] Liu J.B., Wang W.H., Zhao D.D. Comparison of the pseudo-static methods for seismic analysis of the underground structures (in Chinese). Engineering Mechanics, 30(01):105-111, 2013. DOI: 10.6052/j.issn.1000-4750.2011.05.0316.
-[20] Yu H, T., Zhang Z, W., Wu Y, X., Dai C, X., 2018. Analysis Methods for Simplified longitudinal Seismic Response of Variable Stiffness Tunnels. Earthquake Engineering and Engineering Dynamics, 38(4) (''in Chinese''). DOI: CNKI:SUN:DGGC.0.2018-04-011.
+[20] Yu H.T., Zhang Z.W., Wu Y.X., Dai C.X. Analysis methods for simplified longitudinal seismic response of variable stiffness tunnels (in Chinese). Earthquake Engineering and Engineering Dynamics, 38(4), 2018. DOI: CNKI:SUN:DGGC.0.2018-04-011.
 [21] Fang X, Q., Ma H, W., Zhu C, S., Ding Q, L., Zhu Z, G., Han Z, M., 2023. Imperfect interface model and dynamic interaction mechanism around tunnels under seismic waves: A review. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 137. DOI: 10.1016/J.TUST.2023.105120.

@@ Line 307: / Line 307: @@
 ==References==
-[1] Wang W, L., Wang T, T., Su J, J., Huang T, H., 2001. Assessment of damage in mountain tunnels due to the Taiwan Chi-Chi Earthquake. Tunnelling & Underground Space Technology Incorporating Trenchless Technology Research, 16(3): 133-150. DOI: 10.1016/S0886-7798(01)00047-5.
+<div class="auto" style="text-align: left;width: auto; margin-left: auto; margin-right: auto;font-size: 85%;">
-[2] Li T, B., 2008. Failure Characterisitics and Influence Factor Analysis of Mountain Tunnels at Eplcenter Zones of Great Wenchuan Earthquake. Journal of Engineering Geology, 16(06): 742–750. (''in Chinese'').
+[1] Wang W.L., Wang T.T., Su J.J.,  Lin C.H.,  Seng C.R., Huang T.H. Assessment of damage in mountain tunnels due to the Taiwan Chi-Chi Earthquake. Tunnelling & Underground Space Technology Incorporating Trenchless Technology Research, 16(3):133-150, 2001. DOI: 10.1016/S0886-7798(01)00047-5.
-[3] Cui G, Y., Liu W, D., Ni S, Z., Wang M, N., Lin G,J., 2014. Study on Diffierent Seismic Intensities and Earthquake Damage to Highway Tunnels in Wenchuan Area Affected by Earthquakes. Modern Tunnelling Technology, 51(06): 1-6 (in Chinese). DOI: 10.13807/j.cnki.mtt.2014.06.001.
+[2] Li T.B.  Failure characterisitics and influence factor analysis of mountain tunnels at eplcenter zones of Great Wenchuan Earthquake (in Chinese). Journal of Engineering Geology, 16(06):742–750, 2008.
 [4] National Earthquake Date Center, 2023. [https: https:] //data. earthquake.cn/?eqid=e00d49d50000e4f00000 000364660a67.
-[5] Li Y, S., Gao G, Y., Li T, B., 2006. Analysis of Earthquake Response and Stability Evaluation for Transeverse Slope at Secund Tunnel Portal. Chinese Journal of Underground Space and Engineering, (05): 738–743. (''in Chinese'').
+[5] Li Y.S., Gao G.Y., Li T.B. Analysis of earthquake response and stability evaluation for transverse slope at second tunnel portal (in Chinese). Chinese Journal of Underground Space and Engineering, (05):738–743, 2006.
-[6] Yan S, A., Liang B., Gao B., 2005. Dynamic Analysis of Longitudinal aseismic Reliability of Underground Structures. Chinese Journal of Rock Mechanics and Engineering, (01): 71–76. (''in Chinese'').
+[6] Yan S.A., Liang B., Gao B. Dynamic analysis of longitudinal aseismic reliability of underground structures (in Chinese). Chinese Journal of Rock Mechanics and Engineering, (01):71–76, 2005.
-[7] Cui G, Y., Wang M, N., Yu L., Lin G, J., 2013. Seismic Damage and Mechanism of Portal Structure of Highway Tunnels in Wenchuan Earthquake. Chinese Journal of Geotechnical Engineering, 35(06): 1084–1091. (''in Chinese'').
+[7] Cui G.Y., Wang M.N., Yu L., Lin G.J. Seismic damage and mechanism of portal structure of highway tunnels in Wenchuan earthquake (in Chinese). Chinese Journal of Geotechnical Engineering, 35(06):1084–1091, 2013.
-[8] Li T, B., 2012. Damage to mountain tunnels related to the Wenchuan earthquake and some suggestions for aseismic tunnel construction. Bulletin of Engineering Geology and the Environment, 71(2). DOI: 10.1007/s10064-011-0367-6.
+[8] Li T.B. Damage to mountain tunnels related to the Wenchuan earthquake and some suggestions for aseismic tunnel construction. Bulletin of Engineering Geology and the Environment, 71(2):297–308, 2012. DOI: 10.1007/s10064-011-0367-6.
-[9] Cui G, Y., Wu X, G., Wang M, N., Lin G, J., 2017. Earthquake Damages and Characteristics of Highway Tunnels in the 8.0-Magnitude Wenchuan Earthquake. Modern Tunnelling Technology, 54(02):9–16 (''in Chinese''). DOI:10.13807/j.cnki.mtt.2017.02.002.
+[9] Cui G.Y., Wu X.G., Wang M.N., Lin G.J. Earthquake damages and characteristics of highway tunnels in the 8.0-magnitude Wenchuan earthquake (in Chinese). Modern Tunnelling Technology, 54(02):9–16, 2017. DOI:10.13807/j.cnki.mtt.2017.02.002.
-[10] Zang W, J., 2017. Damage to Highway Tunnels Caused by tne Wenchuan Earthquake. Modern Tunnelling Technology, 54(02): 17–25 (''in Chinese''). DOI: 10.13807/j.cnki.mtt.2017.02.003.
+[10] Zang W.J. Damage to highway tunnels caused by tne Wenchuan earthquake (in Chinese). Modern Tunnelling Technology, 54(02):17–25,  2017. DOI: 10.13807/j.cnki.mtt.2017.02.003.
-[11] Fan Z, F., Zhang J, C., Xu h., 2019. Theoretical study of the dynamic response of a circular lined tunnel with an imperfect interface subjected to incident SV-waves. Computers and Geotechnics, 110(06): 308-318. DOI: 10.13807/j.cnki.mtt.2017.02.003.
+[11] Fan Z.F., Zhang J.C., Xu H. Theoretical study of the dynamic response of a circular lined tunnel with an imperfect interface subjected to incident SV-waves. Computers and Geotechnics, 110(06):308-318, 2019. DOI: 10.13807/j.cnki.mtt.2017.02.003.
-[12] Xu J, S., Xu H., Sun R, F., Zhao X, W., Yin C., 2020. Seismic risk evaluation for a planning mountain tunnel using improved analytical hierarchy process based on extension theory. Journal of Mountain Science, 17(01).
+[12] Xu J.S., Xu H., Sun R.F., Zhao X.W., Yin C. Seismic risk evaluation for a planning mountain tunnel using improved analytical hierarchy process based on extension theory. Journal of Mountain Science, 17(01):244–260, 2020.
-[13] Cui G, Y., Wang M, N., Lin G, J., Wang W, J., Zhang D., 2011. Statistical Analysis of Earthquake Damage Types of Typical Highway Tunnel Lining Structure in Wenchuan Seismic Disastrous Area. The Chinese Journal of Geological Hazard and Control, 22(01): 122–127. DOI:10.16031/j.cnki.issn.1003-8035.2011.01.019.
+[13] Cui G.Y., Wang M.N., Lin G.J., Wang W.J., Zhang D. Statistical analysis of earthquake damage types of typical highway tunnel lining structure in Wenchuan seismic disastrous area. The Chinese Journal of Geological Hazard and Control, 22(01):122–127, 2011. DOI:10.16031/j.cnki.issn.1003-8035.2011.01.019.
-[14] Cao M, X., Yan S, H., Du J, X., Sun W, Y., Li Y, X., Zhao J, J., 2023. Effect of Oblique SV Wave on the Seismic Response of Mountain Tunnel. Advances in Civil Engineering, 2023. DOI: 10.1155/2023/4368949.
+[14] Cao M.X., Yan S.H., Du J.X., Sun W.Y., Li Y.X., Zhao J.J. Effect of Oblique SV Wave on the Seismic Response of Mountain Tunnel. Advances in Civil Engineering, 2023, 4368949, 2023. DOI: 10.1155/2023/4368949.
-[15] Liu Z, X., Ai T, C., Huang L., Meng S, B., Jiang P, L., 2022. Seismic Dynamic Response Analysis of Mountain Tunnels with Seismic Reduction and Isolation Measures. KSCE Journal of Civil Engineering, 27(1). DOI：10.1007/S12205-022-0288-X.
+[15] Liu Z.X., Ai T.C., Huang L., Meng S.B., Jiang P.L. Seismic dynamic response analysis of mountain tunnels with seismic reduction and isolation measures. KSCE Journal of Civil Engineering, 27(1):109–121, 2022. DOI：10.1007/S12205-022-0288-X.
-[16] Zhao X, Li R, H., Yuan Y, Yu H, T., Zhao M, Huang J. Q., 2022. Shaking table tests on fault-crossing tunnels and aseismic effect of grouting. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 125. DOI:10.1016/J.TUST.2022.104511.
+[16] Zhao X., Li R., H., Yuan Y., Yu H.T., Zhao M., Huang J.Q. Shaking table tests on fault-crossing tunnels and aseismic effect of grouting. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 125, 104511, 2022. DOI:10.1016/J.TUST.2022.104511.
 [17] Shen Y, S., Wang Z, Z., Yu J., Zhang X., Gao B., 2020. Shaking table test on flexible joints of mountain tunnels passing through normal fault. Tunnelling and Underground Space Technology incorporating Trenchless Technology Research, 98(C). DOI: 10.1016/j.tust.2020.103299.

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-|style="text-align: center;padding:10px;"| [[Image:Review_278748306678-image23-c.png|288px]]
+|style="text-align: center;padding:10px;"| [[Image:Review_278748306678-image23-c.png|358px]]
-|style="text-align: center;padding:10px;"| [[Image:Review_278748306678-image24.png|center|288px]]
+|style="text-align: center;padding:10px;"| [[Image:Review_278748306678-image24.png|center|358px]]
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-Based on the calculation results, draw the peak horizontal displacement map of the tunnel slope monitoring points under different tunnel depth conditions as shown in Fig. 11. Fig. 11a shows the time taken for different sections to reach the peak displacement. It is seen that the time taken to reach the peak displacement shows a phased pattern. The time for monitoring points 10-14 to reach the peak displacement at sections ①–③ is maintained at 5.22 seconds, at sections ④–⑥ it is maintained at 2.84 seconds; and the time for monitoring points 15-19 to reach the peak displacement at sections ①–③ is maintained at 3.86 seconds, and at sections ④–⑥ it is maintained at 2.84 seconds. All monitoring sections remain essentially unchanged after reaching the peak displacement at monitoring point 14 (30 m from the anti-slide pile). Therefore, the time of peak displacement on the slope remains essentially constant within 30 m of the anti-slide pile.
+Based on the calculation results, draw the peak horizontal displacement map of the tunnel slope monitoring points under different tunnel depth conditions as shown in [[#img-11|Figure 11]]. [[#img-11|Figure 11]](a) shows the time taken for different sections to reach the peak displacement. It is seen that the time taken to reach the peak displacement shows a phased pattern. The time for monitoring points 10-14 to reach the peak displacement at sections ①–③ is maintained at 5.22 seconds, at sections ④–⑥ it is maintained at 2.84 seconds; and the time for monitoring points 15-19 to reach the peak displacement at sections ①–③ is maintained at 3.86 seconds, and at sections ④–⑥ it is maintained at 2.84 seconds. All monitoring sections remain essentially unchanged after reaching the peak displacement at monitoring point 14 (30 m from the anti-slide pile). Therefore, the time of peak displacement on the slope remains essentially constant within 30 m of the anti-slide pile.
-Fig. 11b shows the peak displacement of the monitoring points at different sections. The maximum deformation at monitoring point 9 of section ① is about 0.34 m, and as the monitoring point becomes further away from the slope toe, the deformation gradually decreases. This means that under seismic action, slope failure occurs mainly at the toe of the shallow buried slope. The main reason for this is that under seismic action, although the anti-slide pile provides sufficient back-pressure to the tunnel structure, it cannot provide good back-pressure at the top of the slope toe (as shown at monitoring point 9 in Fig. 7), resulting in significant deformation.
+[[#img-11|Figure 11]](b) shows the peak displacement of the monitoring points at different sections. The maximum deformation at monitoring point 9 of section ① is about 0.34 m, and as the monitoring point becomes further away from the slope toe, the deformation gradually decreases. This means that under seismic action, slope failure occurs mainly at the toe of the shallow buried slope. The main reason for this is that under seismic action, although the anti-slide pile provides sufficient back-pressure to the tunnel structure, it cannot provide good back-pressure at the top of the slope toe (as shown at monitoring point 9 in [[#img-7|Figure 7]]), resulting in significant deformation.
+<div id='img-11'></div>
-{|
+{| class="wikitable" style="margin: 0em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
-| [[Image:Review_278748306678-image23-c.png|288px]]
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 11'''. Peak horizontal displacement at monitoring points 9-22. (a) <math display="inline"> t </math>. (b) displacement
-| [[Image:Review_278748306678-image24.png|center|288px]]
 |}
 The above analysis of the horizontal displacement characteristics indicates that the tunnel body is less prone to significant deformation compared to the entrance due to the strengthening of the surrounding rock constraints. In addition, for tunnels with poor terrain and geological conditions, the damage to the tunnel slope is no less than that to the entrance and more attention should be paid to the seismic and seismic measures of the tunnel slope.