Liang et al 2021b - Revision history

Rimni at 09:02, 23 March 2022

2022-03-23T09:02:53Z

Rimni at 09:02, 23 March 2022

2022-03-23T09:02:35Z

Rimni: /* 5.2 Boundary condition and calculation condition setting */

2022-03-23T09:01:52Z

‎5.2 Boundary condition and calculation condition setting

Rimni at 08:53, 23 March 2022

2022-03-23T08:53:15Z

Rimni: /* 5.1 Model building and material parameter setting */

2022-03-22T15:36:18Z

‎5.1 Model building and material parameter setting

Rimni at 15:34, 22 March 2022

2022-03-22T15:34:51Z

Rimni: /* 5. Sensitivity analysis of wall stability */

2022-03-22T15:16:20Z

‎5. Sensitivity analysis of wall stability

Rimni at 15:15, 22 March 2022

2022-03-22T15:15:18Z

Rimni at 14:44, 22 March 2022

2022-03-22T14:44:55Z

Rimni: /* 4.3 Analysis of rainfall of vertical earth pressure */

2022-03-22T14:36:50Z

‎4.3 Analysis of rainfall of vertical earth pressure

@@ Line 185: / Line 185: @@
 The boundary conditions of the model constrain the horizontal and vertical displacements of the bottom. In addition, the boundary conditions of pore pressure should be set. The impervious water surface is at the bottom of the model, and the impervious water surface is at the top of the model. The rainfall boundary is expressed in terms of rainfall intensity, i.e., rainfall (mm/h).Two working conditions of high intensity and short duration and low intensity and long duration were set according to local meteorological data over the years, as shown in [[#tab-3|Table 3]].
-<div class="center" style="font-size: 75%;">'''Table 3'''. working condition of calculation</div>
+<div class="center" style="font-size: 75%;">'''Table 3'''. Working condition of calculation</div>
 <div id='tab-3'></div>

@@ Line 190: / Line 190: @@
 {| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"
 |-style="text-align:center"
-!'''Calculation of the working conditions''' !! '''Rainfall intensity（mm/h）''' !! '''Duration of rainfall （h）'''
+!'''Calculation of the working conditions''' !! '''Rainfall intensity (mm/h) ''' !! '''Duration of rainfall (h)'''
 |-style="text-align:center"
 |  High-intensity and short duration

@@ Line 190: / Line 190: @@
 {| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"
 |-style="text-align:center"
-!'''Calculation of the working conditions''' !! '''rainfall intensity（mm/h）''' !! '''Duration of rainfall （h）'''
+!'''Calculation of the working conditions''' !! '''Rainfall intensity（mm/h）''' !! '''Duration of rainfall （h）'''
 |-style="text-align:center"
 |  High-intensity and short duration
@@ Line 200: / Line 200: @@
 |  168
 |}
 ===5.3 Result and analysis===

@@ Line 234: / Line 234: @@
 ==References==
 <div class="auto" style="text-align: left;width: auto; margin-left: auto; margin-right: auto;font-size: 85%;">
 [1] Zhang B.L., Sun H., Song Q.H. Analysis of the influence of meteorological factors on the wall expansion of Ming dynasty’s rampart in Nanjing. Chinese Journal of Cancer Research, 0(9):136-139, 2020.
@@ Line 268: / Line 266: @@
 [15] Genuchten V., Th M. A closed-form equation for predicting the hydraulic conductivity of unsaturated soils. Soil Science Society of America Journal, 4:895-899, 1980.
-[16] Bi Z.H., Zhai Y.F., Tang Y.J., Cui B.H. Finite element strength reduction method-based reliability analysis on rainfall-infiltrated bedrock-typed slope, 51:187-192, 2020.
+[16] Bi Z.H., Zhai Y.F., Tang Y.J., Cui B.H. Finite element strength reduction method-based reliability analysis on rainfall-infiltrated bedrock-typed slope. Water Resources and Hydropower Engineering, 51:187-192, 2020.
 [17] Lin H.D.,  Wang W.C.,  Li A.J. Investigation of dilatancy angle effects on slope stability using the 3D finite element method strength reduction technique. Computers and Geotechnics, 118:103-115, 2020.

@@ Line 141: / Line 141: @@
 ===5.1 Model building and material parameter setting===
-In order to further study the influence of rainfall intensity and rainfall duration factors on the stability of the ancient city wall, this paper establishes a finite element seepage numerical model, including 1034 units and 1170 nodes, and the finite element numerical model is shown in [[#img-7|Figure 7]]. The physical and mechanical indexes of soil, such as water content, density, pore ratio, Poisson's ratio, cohesion and internal friction Angle, were obtained by drilling samples of soil in the inner core of the city wall, as shown in [[#tab-2|Table 2]]. Hydraulic parameters were fitted by V-G[15] model to obtain the soil-water characteristic curve of inner core soil, as shown in [[#img-8|Figure 8]].
+In order to further study the influence of rainfall intensity and rainfall duration factors on the stability of the ancient city wall, this paper establishes a finite element seepage numerical model, including 1034 units and 1170 nodes, and the finite element numerical model is shown in [[#img-7|Figure 7]]. The physical and mechanical indexes of soil, such as water content, density, pore ratio, Poisson's ratio, cohesion and internal friction Angle, were obtained by drilling samples of soil in the inner core of the city wall, as shown in [[#tab-2|Table 2]]. Hydraulic parameters were fitted by V-G [15] model to obtain the soil-water characteristic curve of inner core soil, as shown in [[#img-8|Figure 8]].
 <div id='img-7'></div>
@@ Line 180: / Line 180: @@
 | colspan="2" style="padding:10px;"| '''Figure 8'''. Soil-water characteristic curve
 |}
 ===5.2 Boundary condition and calculation condition setting===

@@ Line 222: / Line 222: @@
 The main reasons for the small rainfall, and the instability of the city wall is mainly caused by the lower strength of the shallow core and the increase of the soil weight. In the case of low intensity and short duration rain, most of the rainwater seeps into the core soil in the city wall, and with the duration of the rainfall time, the rainfall infiltration depth increases, leading in the reduction of the matrix absorption, the weight of the soil and the strength decreases, resulting in deep instability phenomenon.
-=6. Conclusion=
+==6. Conclusion==
 Based on the in-situ automatic monitoring system, the volume water content and the response characteristics of soil pressure rainfall are analyzed in detail, and the main conclusions are drawn as follows:
-(1)The volume water content of the core city wall varies regularly with the rainfall, with the distribution of the east and west sides of the city wall. The volume water content at the top of the city wall is obvious and sensitive to the rainfall response, the rainfall response in the middle of the city wall lags behind, and the volume water content at the bottom of the city wall is basically unchanged.
+# The volume water content of the core city wall varies regularly with the rainfall, with the distribution of the east and west sides of the city wall. The volume water content at the top of the city wall is obvious and sensitive to the rainfall response, the rainfall response in the middle of the city wall lags behind, and the volume water content at the bottom of the city wall is basically unchanged.
+# The fluctuation of soil pressure in the city wall has obvious positive correlation with rainfall and volume water content.
-(2)The fluctuation of soil pressure in the city wall has obvious positive correlation with rainfall and volume water content.
+# Numerical simulation analysis shows that under the short-term heavy rainfall, the shallow plastic deformation has great influence on the stability of the wall. At the same time, the long-term light rain also has a potential damage impact on the city wall.
-−
-(3)Numerical simulation analysis shows that under the short-term heavy rainfall, the shallow plastic deformation has great influence on the stability of the wall. At the same time, the long-term light rain also has a potential damage impact on the city wall.
 ==Acknowledgements==
@@ Line 238: / Line 236: @@
 ==References==
-[1] Zhang B.L., Sun H., Song Q.H., Analysis of the influence of meteorological factors on the wall expansion of Ming dynasty’s rampart in Nanjing. Chinese Journal of Cancer Research, 136-139, 2020.
+<div class="auto" style="text-align: left;width: auto; margin-left: auto; margin-right: auto;font-size: 85%;">
-[2] Li X., Yin X., Wang Y., Diversity and ecology of vascular plants established on the extant world-longest ancient city wall of Nanjing. Urban Forestry & Urban Greening, 18:41-52, 2016.
+[2] Li X., Yin X., Wang Y. Diversity and ecology of vascular plants established on the extant world-longest ancient city wall of Nanjing. Urban Forestry & Urban Greening, 18:41-52, 2016.
-[3] Romkens M., Prasad S.N., Rain Infiltration into swelling/shrinking/cracking soils[J]. Agricultural Water Management, 86:196-205, 2006.
+[3] Romkens M., Prasad S.N. Rain infiltration into swelling/shrinking/cracking soils. Agricultural Water Management, 86:196-205, 2006.
-[4] Mizutani E., Ogura D., Ishizaki T., AbUku M., Sasaki J., Influence of the Infiltrated Rainwater on the Degradation of the Inner Wall in Hagia Sophia. Energy Procedia, 78:1353-1358, 2015.
+[4] Mizutani E., Ogura D., Ishizaki T., AbUku M., Sasaki J. Influence of the infiltrated rainwater on the degradation of the Inner Wall in Hagia Sophia. Energy Procedia, 78:1353-1358, 2015.
-[5] Sass O., Viles H.A., Wetting and drying of masonry walls: 2D-resistivity monitoring of driving rain experiments on historic stonework in Oxford, UK. Journal of Applied Geophysics, 70:72-83, 2010.
+[5] Sass O., Viles H.A. Wetting and drying of masonry walls: 2D-resistivity monitoring of driving rain experiments on historic stonework in Oxford, UK. Journal of Applied Geophysics, 70:72-83, 2010.
-[6]Bossche N.V.D., Janssens A., Moore T., Lacasse M., Development of numerical model for determination of pressure equalization in facades during wet conditions. Building and Environment, 178, 2020.
+[6] Bossche N.V.D., Janssens A., Moore T., Lacasse M. Development of numerical model for determination of pressure equalization in facades during wet conditions. Building and Environment, 178:106919, 2020.
-[7] Wang L., Li J., Stability analysis of Xi 'an city wall tower based on FLAC3d. Shaanxi construction, 279:8-10, 2018.
+[7] Wang L., Li J. Stability analysis of Xi 'an city wall tower based on FLAC3d. Shaanxi Construction, 279:8-10, 2018.
-[8] Mi H.P., Zeng F.K., Stability Analysis of Xi 'an Yongning Gate Wall. Sichuan Building Science, 40:132-135, 2014.
+[8] Mi H.P., Zeng F.K. Stability analysis of Xi 'an Yongning Gate Wall. Sichuan Building Science, 40:132-135, 2014.
-[9] Zhang W.G., Xue X.D., Analysis and numerical calculations of stability on Pingyao ancient city wall. Building Structure, 039:110-112, 2009.
+[9] Zhang W.G., Xue X.D. Analysis and numerical calculations of stability on Pingyao ancient city wall. Building Structure, 039:110-112, 2009.
-[10] Wu C.Y., Li L., Wang Z.R., Liu W.H., Chen G.Q., Classification and identification of deformation and failure modes of ancient city walls. Journal of Engineering Geology, 25:1132-1140, 2017.
+[10] Wu C.Y., Li L., Wang Z.R., Liu W.H., Chen G.Q. Classification and identification of deformation and failure modes of ancient city walls. Journal of Engineering Geology, 25:1132-1140, 2017.
-[11] Zhang L.Q.,Li H.S., Huang C.L., Yan J., Chen H., Stability analysis of the ancient city wall of Pingyao. special structure, 36:51-55, 2019.
+[11] Zhang L.Q., Li H.S., Huang C.L., Yan J., Chen H. Stability analysis of the ancient city wall of Pingyao. Special Structure, 36:51-55, 2019.
-<span style="text-align: center; font-size: 75%;">[12]</span> <span style="text-align: center; font-size: 75%;">Jiang F., JIiang C.C., Huang Z.Y., Wang G., Jia S.C., He P., Simulation analysis of the stability of the north wall in Baikou ruins under rainfall and seepage. Chinese Science and Technology Papers, 15:862-868+873, 2020.</span>
+[12] Jiang F., JIiang C.C., Huang Z.Y., Wang G., Jia S.C., He P. Simulation analysis of the stability of the north wall in Baikou ruins under rainfall and seepage. Chinese Science and Technology Papers, 15:862-868+873, 2020.
-<span style="text-align: center; font-size: 75%;">[13]</span> <span style="text-align: center; font-size: 75%;">Zhou C.D., Li Y.M., Influence of rainfall infiltration on stability of Forbidden City wall. Journal of Building Structures, 41:286-296, 2020.</span>
+[13] Zhou C.D., Li Y.M. Influence of rainfall infiltration on stability of Forbidden City wall. Journal of Building Structures, 41:286-296, 2020.
-<span style="text-align: center; font-size: 75%;">[14]</span> <span style="text-align: center; font-size: 75%;">Cao H., Zhou S.H., An Archaeaologic and Textual Study on Xingchun Gate of Ancient Chuzhou Prefecture. Journal of Lishui University, 40:68-73, 2018.</span>
+[14] Cao H., Zhou S.H. An Archaeaologic and Textual Study on Xingchun Gate of Ancient Chuzhou Prefecture. Journal of Lishui University, 40:68-73, 2018.
-[15] Genuchten V., Th M., A closed-form equation for predicting the hydraulic conductivity of unsaturated soils [J]. Soil Science Society of America Journal, 4: 895-899, 1980.
+[15] Genuchten V., Th M. A closed-form equation for predicting the hydraulic conductivity of unsaturated soils. Soil Science Society of America Journal, 4:895-899, 1980.
-<span style="text-align: center; font-size: 75%;">[16]</span> <span style="text-align: center; font-size: 75%;">Bi Z.H., Zhai Y.F., Tang Y.J., Cui B.H., Finite element strength reduction method-based reliability analysis on rainfall-infiltrated bedrock-typed slope, 51:187-192, 2020.</span>
+[16] Bi Z.H., Zhai Y.F., Tang Y.J., Cui B.H. Finite element strength reduction method-based reliability analysis on rainfall-infiltrated bedrock-typed slope, 51:187-192, 2020.
-[17] Lin H D ,  Wang W C ,  Li A J . Investigation of dilatancy angle effects on slope stability using the 3D finite element method strength reduction technique[J]. Computers and Geotechnics, 118:103-115, 2020.
+[17] Lin H.D.,  Wang W.C.,  Li A.J. Investigation of dilatancy angle effects on slope stability using the 3D finite element method strength reduction technique. Computers and Geotechnics, 118:103-115, 2020.
-<span style="text-align: center; font-size: 75%;">[18]</span> <span style="text-align: center; font-size: 75%;">Hrr A., Cdm B., Factor of safety of strain-softening slopes. Journal of Rock Mechanics and Geotechnical Engineering, 12:473-483, 2020.</span>
+[18] Hrr A., Cdm B. Factor of safety of strain-softening slopes. Journal of Rock Mechanics and Geotechnical Engineering, 12:473-483, 2020.
-[19] Yeh P.T., Lee Z.Z., Chang K.T., 3D Effects of permeability and strength anisotropy on the stability of weakly cemented rock slopes subjected to rainfall infiltration. Engineering Geology, 266:105-110, 2020.
+[19] Yeh P.T., Lee Z.Z., Chang K.T. 3D Effects of permeability and strength anisotropy on the stability of weakly cemented rock slopes subjected to rainfall infiltration. Engineering Geology, 266:105-110, 2020.

@@ Line 175: / Line 175: @@
 |  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image9.jpeg|346px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Relation curve between<br>   matric suctionand saturation permeability
+|  style="text-align: center;font-size: 75%;"|(a) Relation curve between  matric suctionand saturation permeability
-|  style="text-align: center;font-size: 75%;"|(b) Curve of saturation and<br>   permeability coefficient
+|  style="text-align: center;font-size: 75%;"|(b) Curve of saturation and  permeability coefficient
 |- style="text-align: center; font-size: 75%;"
 | colspan="2" style="padding:10px;"| '''Figure 8'''. Soil-water characteristic curve
@@ Line 210: / Line 210: @@
 {| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
 |-
-|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image10-c.png|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image10-c.png|346px]]
-|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image11-c.png|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image11-c.png|346px]]
 |-
 |  style="text-align: center;font-size: 75%;"|(a) High-intensity and short duration

@@ Line 158: / Line 158: @@
 |-style="text-align:center"
 ! Water content /% !! Wet density /g.cm-3 !! Saturability /% !! Void ratio !! Poisson's ratio !!Cohesion /kPa !! Frictional angle /(°)
-|-
+|-style="text-align:center"
 |  26.3
 |  1.96
@@ Line 172: / Line 172: @@
 {| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
 |-
-|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image8.jpeg|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image8.jpeg|346px]]
-|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image9.jpeg|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image9.jpeg|346px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Relation curve between matric suction and saturation permeability
+|  style="text-align: center;font-size: 75%;"|(a) Relation curve between<br>   matric suctionand saturation permeability
-|  style="text-align: center;font-size: 75%;"|(b) Curve of saturation and permeability coefficient
+|  style="text-align: center;font-size: 75%;"|(b) Curve of saturation and<br>   permeability coefficient
 |- style="text-align: center; font-size: 75%;"
 | colspan="2" style="padding:10px;"| '''Figure 8'''. Soil-water characteristic curve
@@ Line 182: / Line 182: @@
-{| style="width: 100%;border-collapse: collapse;"
+===5.2 Boundary condition and calculation condition setting===
-|-
-|  style="text-align: center;width: 50%;"|[[Image:Review_782163297664-image8.jpeg|246px]]
-|  style="text-align: center;width: 50%;"|[[Image:Review_782163297664-image9.jpeg|246px]]
-|-
-|  style="text-align: center;"|<span style="text-align: center; font-size: 75%;">(a)</span> <span style="text-align: center; font-size: 75%;">Relation curve between matric suction and saturation permeability</span>
-|  style="text-align: center;"|<span style="text-align: center; font-size: 75%;">(b)</span> <span style="text-align: center; font-size: 75%;">Curve of saturation and permeability coefficient</span>
-|}
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+<div class="center" style="font-size: 75%;">'''Table 3'''. working condition of calculation</div>
-<span style="text-align: center; font-size: 75%;">'''Figure 8. '''Soil-water characteristic curve</span></div>
-.2 Boundary condition and calculation condition setting
+<div id='tab-3'></div>
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"
-The boundary conditions of the model constrain the horizontal and vertical displacements of the bottom. In addition, the boundary conditions of pore pressure should be set. The impervious water surface is at the bottom of the model, and the impervious water surface is at the top of the model. The rainfall boundary is expressed in terms of rainfall intensity, i.e., rainfall (mm/h).Two working conditions of high intensity and short duration and low intensity and long duration were set according to local meteorological data over the years, as shown in Table 3.
+|-style="text-align:center"
+!'''Calculation of the working conditions''' !! '''rainfall intensity（mm/h）''' !! '''Duration of rainfall （h）'''
-'''Table 3. '''working condition of calculation
+|-style="text-align:center"
+|  High-intensity and short duration
-{| style="width: 100%;margin: 1em auto 0.1em auto;border-collapse: collapse;"
+|  25
-|-
+|  8
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|'''Calculation of the working conditions'''
+|-style="text-align:center"
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|'''rainfall intensity（mm/h）'''
+|  Low-intensity and long duration
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|'''duration of rainfall （h）'''
+|  0.4
-|-
+|  168
-|  style="border-top: 1pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">High-intensity and short duration</span>
-|  style="border-top: 1pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">25</span>
-|  style="border-top: 1pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">8</span>
 |-
-|  style="border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">Low-intensity and long duration</span>
-|  style="border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">0.4</span>
-|  style="border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">168</span>
 |}
-.3 Result and analysis
+===5.3 Result and analysis===
-Intensity reduction method was used to analyze the stability of two rainfall conditions [16-19],was used for stability analysis of two kinds of rainfall conditions and obtained the plastic strain cloud map as shown in Figure 9. The stability safety factor was calculated by the displacement inflection point at the maximum plastic strain. According to the plastic strain cloud map, the plastic deformation is mainly distributed in the slope area on both sides. In the case of high intensity short duration rainfall, the inner core soil in the shallow city wall changes greatly, and forms a certain penetration area, and its stability safety coefficient is 1.38. In the case of low intensity short duration rainfall, the inner core soil plasticity changes are small, the plastic area expands with the infiltration depth, and its stability safety coefficient is 1.52. It can be concluded that compared with the low-intensity and long-duration rainfall, the short-term heavy rainfall has a great impact on the stability of the city wall.
+Intensity reduction method was used to analyze the stability of two rainfall conditions [16-19], was used for stability analysis of two kinds of rainfall conditions and obtained the plastic strain cloud map as shown in [[#img-9|Figure 9]] . The stability safety factor was calculated by the displacement inflection point at the maximum plastic strain. According to the plastic strain cloud map, the plastic deformation is mainly distributed in the slope area on both sides. In the case of high intensity short duration rainfall, the inner core soil in the shallow city wall changes greatly, and forms a certain penetration area, and its stability safety coefficient is 1.38. In the case of low intensity short duration rainfall, the inner core soil plasticity changes are small, the plastic area expands with the infiltration depth, and its stability safety coefficient is 1.52. It can be concluded that compared with the low-intensity and long-duration rainfall, the short-term heavy rainfall has a great impact on the stability of the city wall.
-The main reasons for the small rainfall, and the instability of the city wall is mainly caused by the lower strength of the shallow core and the increase of the soil weight. In the case of low intensity and short duration rain, most of the rainwater seeps into the core soil in the city wall, and with the duration of the rainfall time, the rainfall infiltration depth increases, leading in the reduction of the matrix absorption, the weight of the soil and the strength decreases, resulting in deep instability phenomenon.
+<div id='img-9'></div>
+{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
-{| style="width: 100%;margin: 1em auto 0.1em auto;border-collapse: collapse;"
 |-
-|  style="text-align: center;width: 50%;"|[[Image:Review_782163297664-image10-c.png|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image10-c.png|246px]]
-|  style="text-align: center;width: 50%;"|[[Image:Review_782163297664-image11-c.png|246px]]
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image11-c.png|246px]]
 |-
-|  style="text-align: center;"|<span style="text-align: center; font-size: 75%;">(a)</span> <span style="text-align: center; font-size: 75%;">High-intensity and short duration</span>
+|  style="text-align: center;font-size: 75%;"|(a) High-intensity and short duration
-|  style="text-align: center;"|<span style="text-align: center; font-size: 75%;">（b）Low-intensity and long duration</span>
+|  style="text-align: center;font-size: 75%;"|(b) Low-intensity and long duration
 |}
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+The main reasons for the small rainfall, and the instability of the city wall is mainly caused by the lower strength of the shallow core and the increase of the soil weight. In the case of low intensity and short duration rain, most of the rainwater seeps into the core soil in the city wall, and with the duration of the rainfall time, the rainfall infiltration depth increases, leading in the reduction of the matrix absorption, the weight of the soil and the strength decreases, resulting in deep instability phenomenon.
-<span style="text-align: center; font-size: 75%;">'''Figure 9. '''Plastic strain nephogram</span></div>
 =6. Conclusion=

@@ Line 137: / Line 137: @@
 |}
-=5. Sensitivity analysis of wall stability=
+==5. Sensitivity analysis of wall stability==
-.1 Model building and material parameter setting
+===5.1 Model building and material parameter setting===
-In order to further study the influence of rainfall intensity and rainfall duration factors on the stability of the ancient city wall, this paper establishes a finite element seepage numerical model, including 1034 units and 1170 nodes, and the finite element numerical model is shown in Figure 7. The physical and mechanical indexes of soil, such as water content, density, pore ratio, Poisson's ratio, cohesion and internal friction Angle, were obtained by drilling samples of soil in the inner core of the city wall, as shown in Table 2. Hydraulic parameters were fitted by V-G[15] model to obtain the soil-water characteristic curve of inner core soil, as shown in Figure 8.
+In order to further study the influence of rainfall intensity and rainfall duration factors on the stability of the ancient city wall, this paper establishes a finite element seepage numerical model, including 1034 units and 1170 nodes, and the finite element numerical model is shown in [[#img-7|Figure 7]]. The physical and mechanical indexes of soil, such as water content, density, pore ratio, Poisson's ratio, cohesion and internal friction Angle, were obtained by drilling samples of soil in the inner core of the city wall, as shown in [[#tab-2|Table 2]]. Hydraulic parameters were fitted by V-G[15] model to obtain the soil-water characteristic curve of inner core soil, as shown in [[#img-8|Figure 8]].
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+<div id='img-7'></div>
- [[Image:Review_782163297664-image7.jpeg|306px]] </div>
+{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
-'''Table 2. '''Model material property
+<div class="center" style="font-size: 75%;">'''Table 2'''. Model material property</div>
-{| style="width: 100%;margin: 1em auto 0.1em auto;border-collapse: collapse;"
+<div id='img-1'></div>
 |-
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|water content /%
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image8.jpeg|246px]]
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|Wet density /g.cm-3
+|  style="text-align: center;padding:10px;"| [[Image:Review_782163297664-image9.jpeg|246px]]
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|saturability /%
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|void ratio
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|Poisson's ratio
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|cohesion /kPa
-|  style="border-top: 2pt solid black;border-bottom: 1pt solid black;text-align: center;"|frictional angle /(°)
 |-
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">26.3</span>
+|  style="text-align: center;font-size: 75%;"|(a) Relation curve between matric suction and saturation permeability
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">1.96</span>
+|  style="text-align: center;font-size: 75%;"|(b) Curve of saturation and permeability coefficient
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">94.0</span>
+|- style="text-align: center; font-size: 75%;"
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">0.685</span>
+| colspan="2" style="padding:10px;"| '''Figure 8'''. Soil-water characteristic curve
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">0.27</span>
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">5.9</span>
-|  style="border-top: 1pt solid black;border-bottom: 2pt solid black;text-align: center;"|<span style="text-align: center; font-size: 75%;">21</span>
 |}

@@ Line 132: / Line 132: @@
 {| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
 |-
-|style="padding:10px;"|[[Image:Review_782163297664-image6.jpeg|414px]]
+|style="padding:10px;"|[[Image:Review_782163297664-image6.jpeg|514px]]
 |- style="text-align: center; font-size: 75%;"
-| colspan="1" style="padding:10px;"| '''Figure 6'''. Time-history curve of vertical earth pressure, volumetric water content and rainfall in the inner soil of city wall on June 1, 2020 solstice, August 17, 2020
+| colspan="1" style="padding:10px;"| '''Figure 6'''. Time-history curve of vertical earth pressure, volumetric water content<br>  and rainfall in the inner soil of city wall on June 1, 2020 solstice, August 17, 2020
 |}