# Collapse Modeling of a Masonry Arch Dam Using the Cohesive Interface Elements

Authors: Jianwen Pan
Journal: Mathematical Problems in Engineering
 (2015)

---

## Abstract

A finite element (FE) approach with zero-thickness cohesive interface elements is presented to simulate collapse of continuum structures. The element removal technique merged with the general contact algorithm is adapted in the FE approach to achieve modeling for a transition from continua to discontinua, that is, fracture, fragmentation, and collapse. Collapse process of Meihua masonry arch dam, which is a famous disaster in dam engineering in China, is simulated and the failure mechanism is studied. The collapse process obtained from the presented procedure coincides with the field observation after the dam failure. The failure of Meihua arch dam can be attributed to reducing shear strength of the peripheral joint between the dam body and the concrete pedestal by daubing a layer of asphalt there. With low sliding resistance strength, the masonry dam body may slide upwards along the peripheral joint under hydrostatic pressure, leading to weakening of the arch action, fracturing, and final collapse of the dam.


---

## Body

## 1. Introduction

Dam collapse results in catastrophe subsequences of a sudden release of reservoir and the following flood may cause losses of life and property downstream. Predictive modeling of the dam collapse process and scenario, based on which the catastrophe floods can be simulated, is necessary for taking perhaps protective or procedural measures to reduce the risk to human life and property.Many efforts have been devoted to simulation of fracturing in concrete dams. The damage based model is a common method for recent cracking analysis of concrete dams in the framework of finite element (FE) method. This type of methods can provide appropriate results of cracking initiation and subsequent propagation in large dams [1–7]. Besides, the scaled boundary finite element method (SBFEM) [8] and the extended finite element method (XFEM) coupled with the damage mechanics approach [9] have been, respectively, proposed to simulate crack propagation in concrete gravity dams subjected to gravity and overflow pressure. Several fracture modeling approaches are compared with simulation of cracking behavior of concrete gravity dams under overloading conditions [10]. The continuum mechanical approaches mentioned above, within the context of small-strain theory, can only provide fracture patterns of concrete dams but do not have the capability of modeling collapse process of the structure or predicting collapse scenarios. The discrete element model (DEM) has an inherent advantage in collapse modeling of structures under hazardous loads. DEM has been applied to simulation of collapse process of the fractured Koyna Dam under earthquake [11]. Although DEM is capable of simulation of collapse behavior of structures, the obtained stress distribution in the structure before its failure is insufficiently accurate due to the contact force potentials between adjacent discrete blocks. A numerical modeling is therefore required for simulation of progressive collapse of structures subjected to extreme loads.Cohesive crack models [12, 13] avoid stress singularity ahead the crack tip in linear elastic fracture mechanics and have been widely applied to fracture modeling of brittle materials in the context of the FEM [14–16]. Saouma [17] presented a comprehensive perspective on applications of fracture mechanics to cementitious materials. Cohesive interface element (CIE) approach, whose most distinct advantage is the simplicity of implementation into existing FE codes, is one of the first models capable of modeling discrete crack propagation [18, 19]. The approach by Xu and Needleman [20], in which the CIEs are introduced at the beginning of the simulation, is applied to modeling dynamic fracture and problems involving numerous cracks with complex fracture patterns due to its simplicity and efficiency [21, 22].In this study, the element removal technique merged with the general contact algorithm is introduced in the CIE approach. Cracks developing in the solid medium are represented by the failure of CIEs. The CIEs are deleted as they completely fail, and thus the cracks divide the solid medium into pieces of deformable bodies which can be further fragmented. The general contact algorithm is then activated to govern the interaction between the deformable bodies. The modeling for a transition from continua to discontinua, that is, fracture, fragmentation, and collapse, is achieved using the FE approach with CIEs. The approach is applied to collapse modeling of Meihua masonry arch dam which is a famous dam disaster in China. The failure mechanism of the arch dam is discussed.


## 2. Numerical Modeling

### 2.1. Cohesive Interface Elements (CIEs)

Consider a two-dimensional solid medium. We first discretize it by continuum finite elements (FEs), and then we insert zero-thickness cohesive interface elements (CIEs) along the interfaces of the continuum FEs, as shown in Figure1.Figure 1
Discretization of solid into FEs with zero-thickness CIEs.The continuum FEs behave as a linear elastic material in the simulation. Cracking of the solid is assumed to be occurring and propagating along the interfaces of the continuum FEs, and the response of the CIEs for modeling progressive damage and failure is defined in terms of traction-separation. This study adopts a mixed mode cohesive model, which was proposed by Camanho and Davila [23]. It involves the simultaneous activation of normal and shear displacements discontinuity with respect to the crack and corresponding tractions. Once the damage initiation criterion is met, damage occurs in the CIEs according to the damage evolution law. The maximum nominal stress criterion is considered, and it is represented as (1)
max
⁡
⁡
t
n
t
n
0
,
t
s
t
s
0
,
t
p
t
p
0
=
1
,where t
n, t
s, and t
p are the normal and tangential tractions, respectively; t
n
0, t
s
0, and t
p
0 are the peak values of the traction when the deformation is either purely normal to the interface or purely in the first or the second shear direction, respectively; and · denotes the Macaulay bracket x
=
0
,
if
x
<
0
x
,
if
x
>
0, being used to signify that a pure compressive deformation does not initiate damage.The effective displacement of the crack in the CIEs is defined by(2)
δ
e
=
δ
n
2
+
δ
s
2
+
δ
p
2
,where δ
n is the normal displacement and δ
s and δ
p are the two local shear displacements of the crack surface. Likewise, the effective traction is written as(3)
t
e
=
t
n
2
+
t
s
2
+
t
p
2
.A linear softening traction-separation relation in terms of effective traction and effective displacement shown in Figure2 is used in this work. The prepeak region represents the elastic part of the cohesive law, whereas the softening portion after the peak load considers the damage occurring in the fracture process zone. Inelastic strain is not considered before the cohesive element is completely damaged.Figure 2
Cohesive law in terms of effective displacement and effective traction.A scalar damage variable,d, is introduced to describe the rate at which the stiffness of CIEs is degraded once the damage initiation criterion is reached. It initially has a value of 0 and monotonically evolves from 0 to 1 upon further loading after the initiation of damage. Considering the evolution of damage under the combination of normal and shear deformation across the interface, the damage variable is defined as(4)
d
=
δ
e
c
δ
e
max
⁡
-
δ
e
0
δ
e
max
⁡
δ
e
c
-
δ
e
0
,where δ
e
0 is the effective displacement at damage initiation; δ
e
c is the effective displacement at complete failure; and δ
e
max
⁡ denotes the maximum value of the effective displacement attained during the loading history; that is, δ
e
max
⁡
=
max
⁡
(
δ
e
).The tractions across the interface are affected by the damage according to(5)
t
n
=
1
-
d
t
-
n
,
t
-
n
≥
0
t
-
n
,
t
-
n
<
0
,
t
s
=
1
-
d
t
-
s
,
t
p
=
1
-
d
t
-
p
,where t
-
n, t
-
s, and t
-
p are the stress components predicted by the elastic behavior for the current displacement without damage; that is,(6)
t
-
n
t
-
s
t
-
p
=
k
-
n
k
-
s
k
-
p
δ
n
δ
s
δ
p
,where k
-
n, k
-
s, and k
-
p are the initial normal and shear stiffness across the interface, respectively. A large value for the initial stiffness is assumed and the CIEs are inactive before damage initiation criterion is reached.


### 2.2. Transition from Continua to Discontinua

Structural collapse may occur due to hazardous loading conditions such as earthquakes, impacts, blasts, and floods. In the collapse process, the phenomena can be similar. The continuous structure displays fracture and fragmentation and finally transforms into a pile of rubble.The element removal technique merged with the general contact algorithm is used to achieve modeling for a transition from continua to discontinua, that is, fracture, fragmentation, and collapse. This procedure is implemented in the explicit FE code ABAQUS [24]. Figure 3 shows the process of the transition from continua to discontinua. When the damage variable d reaches 1, the zero-thickness CIEs are completely damaged. The completely damaged CIEs are deleted and the contact surfaces of the neighboring continuum FEs are simultaneously activated. The solid medium can be divided into pieces of deformable bodies by removal of completely damaged CIEs. The deformable bodies, comprising continuum FEs and CIEs with or without minor damage, interact with each other according to the contact surfaces and can further fracture and fragment.Figure 3
Removal of the CIEs and activation of the contact interaction when the CIEs are completely damaged.A hard contact model [24] is adapted for the interaction between the deformable bodies. When surfaces of the deformable bodies are in contact, there is no limit to the magnitude of contact pressure that can be transmitted between them. The contact surfaces separate whether the contact pressure reduces to zero. The hard contact model minimizes the overlap of the contact surfaces and does not allow the transfer of tensile stress across the interface. Coulomb friction is considered for shear interaction when surfaces are in contact. Two contacting surfaces can carry shear stresses up to a certain magnitude across their interface before they start sliding relative to one another. The critical shear stress τ
crit at which sliding of the contacting surfaces starts is defined as(7)
τ
crit
=
μ
p
,where μ denotes the friction coefficient and p is the contact pressure between the contacting surfaces.


## 2.1. Cohesive Interface Elements (CIEs)

Consider a two-dimensional solid medium. We first discretize it by continuum finite elements (FEs), and then we insert zero-thickness cohesive interface elements (CIEs) along the interfaces of the continuum FEs, as shown in Figure1.Figure 1
Discretization of solid into FEs with zero-thickness CIEs.The continuum FEs behave as a linear elastic material in the simulation. Cracking of the solid is assumed to be occurring and propagating along the interfaces of the continuum FEs, and the response of the CIEs for modeling progressive damage and failure is defined in terms of traction-separation. This study adopts a mixed mode cohesive model, which was proposed by Camanho and Davila [23]. It involves the simultaneous activation of normal and shear displacements discontinuity with respect to the crack and corresponding tractions. Once the damage initiation criterion is met, damage occurs in the CIEs according to the damage evolution law. The maximum nominal stress criterion is considered, and it is represented as (1)
max
⁡
⁡
t
n
t
n
0
,
t
s
t
s
0
,
t
p
t
p
0
=
1
,where t
n, t
s, and t
p are the normal and tangential tractions, respectively; t
n
0, t
s
0, and t
p
0 are the peak values of the traction when the deformation is either purely normal to the interface or purely in the first or the second shear direction, respectively; and · denotes the Macaulay bracket x
=
0
,
if
x
<
0
x
,
if
x
>
0, being used to signify that a pure compressive deformation does not initiate damage.The effective displacement of the crack in the CIEs is defined by(2)
δ
e
=
δ
n
2
+
δ
s
2
+
δ
p
2
,where δ
n is the normal displacement and δ
s and δ
p are the two local shear displacements of the crack surface. Likewise, the effective traction is written as(3)
t
e
=
t
n
2
+
t
s
2
+
t
p
2
.A linear softening traction-separation relation in terms of effective traction and effective displacement shown in Figure2 is used in this work. The prepeak region represents the elastic part of the cohesive law, whereas the softening portion after the peak load considers the damage occurring in the fracture process zone. Inelastic strain is not considered before the cohesive element is completely damaged.Figure 2
Cohesive law in terms of effective displacement and effective traction.A scalar damage variable,d, is introduced to describe the rate at which the stiffness of CIEs is degraded once the damage initiation criterion is reached. It initially has a value of 0 and monotonically evolves from 0 to 1 upon further loading after the initiation of damage. Considering the evolution of damage under the combination of normal and shear deformation across the interface, the damage variable is defined as(4)
d
=
δ
e
c
δ
e
max
⁡
-
δ
e
0
δ
e
max
⁡
δ
e
c
-
δ
e
0
,where δ
e
0 is the effective displacement at damage initiation; δ
e
c is the effective displacement at complete failure; and δ
e
max
⁡ denotes the maximum value of the effective displacement attained during the loading history; that is, δ
e
max
⁡
=
max
⁡
(
δ
e
).The tractions across the interface are affected by the damage according to(5)
t
n
=
1
-
d
t
-
n
,
t
-
n
≥
0
t
-
n
,
t
-
n
<
0
,
t
s
=
1
-
d
t
-
s
,
t
p
=
1
-
d
t
-
p
,where t
-
n, t
-
s, and t
-
p are the stress components predicted by the elastic behavior for the current displacement without damage; that is,(6)
t
-
n
t
-
s
t
-
p
=
k
-
n
k
-
s
k
-
p
δ
n
δ
s
δ
p
,where k
-
n, k
-
s, and k
-
p are the initial normal and shear stiffness across the interface, respectively. A large value for the initial stiffness is assumed and the CIEs are inactive before damage initiation criterion is reached.


## 2.2. Transition from Continua to Discontinua

Structural collapse may occur due to hazardous loading conditions such as earthquakes, impacts, blasts, and floods. In the collapse process, the phenomena can be similar. The continuous structure displays fracture and fragmentation and finally transforms into a pile of rubble.The element removal technique merged with the general contact algorithm is used to achieve modeling for a transition from continua to discontinua, that is, fracture, fragmentation, and collapse. This procedure is implemented in the explicit FE code ABAQUS [24]. Figure 3 shows the process of the transition from continua to discontinua. When the damage variable d reaches 1, the zero-thickness CIEs are completely damaged. The completely damaged CIEs are deleted and the contact surfaces of the neighboring continuum FEs are simultaneously activated. The solid medium can be divided into pieces of deformable bodies by removal of completely damaged CIEs. The deformable bodies, comprising continuum FEs and CIEs with or without minor damage, interact with each other according to the contact surfaces and can further fracture and fragment.Figure 3
Removal of the CIEs and activation of the contact interaction when the CIEs are completely damaged.A hard contact model [24] is adapted for the interaction between the deformable bodies. When surfaces of the deformable bodies are in contact, there is no limit to the magnitude of contact pressure that can be transmitted between them. The contact surfaces separate whether the contact pressure reduces to zero. The hard contact model minimizes the overlap of the contact surfaces and does not allow the transfer of tensile stress across the interface. Coulomb friction is considered for shear interaction when surfaces are in contact. Two contacting surfaces can carry shear stresses up to a certain magnitude across their interface before they start sliding relative to one another. The critical shear stress τ
crit at which sliding of the contacting surfaces starts is defined as(7)
τ
crit
=
μ
p
,where μ denotes the friction coefficient and p is the contact pressure between the contacting surfaces.


## 3. Collapse Modeling of Meihua Masonry Arch Dam

Meihua arch dam, located in Fujian Province of China, was built of cement mortar stones. It was completed in June, 1981. The arch dam was 22 m high, while 1.2 m thick at the dam’s bottom. A concrete pedestal was set up between the foundation and the dam body. A layer of asphalt was daubed on the interface between the concrete pedestal and the cement-mortar-stone dam body, so-called peripheral joint, resulting in small friction coefficient across the interface.The reservoir was filled to its normal operation level at the construction completion. The normal operation reservoir level was 49.5 m and the corresponding water depth was 21.3 m. At the time of the torrential rain on 20 July 1981, the reservoir level rose rapidly resulting in dam overtopping, whereas there were not any signs of endangering of the safety of the dam. Two months later, at 13:35 on 18 September, the arch dam with normal operation reservoir level suddenly fails and collapses, releasing all the reservoir water. The rush of water destroyed some farmlands downstream but, mercifully, did not cause loss of human life.Figure4 shows the scene of the collapsed arch dam. The dam body above the concrete pedestal fragmented into pieces of cement mortar stones. The cement mortar stones were washed away down the river, whereas the concrete pedestal remained intact after the catastrophe.Figure 4
Scene of the Meihua masonry arch dam after its collapse.
(a)
Upstream view
(b)
Left abutmentResearchers have attempted to find the cause of the collapse of Meihua arch dam, and continuum FE approach and discrete element method were used [25–27]. Herein, the FE approach with CIEs is applied to simulate the continuum behavior and the subsequent collapse process of Meihua arch dam.


### 3.1. FE Discretization of the Dam and Material Properties

The masonry arch dam and the concrete pedestal are discretized into 8-node brick elements. The element size of the dam is about 1.0 m in both the vertical and cross-stream directions. Three layers of elements are assigned across the dam thickness. CIEs are inserted between all the interfaces of the brick elements of the dam body. The masonry arch dam is initially in contact with the concrete pedestal. In this study, only static loads, including gravity and hydrostatic pressure, are considered. The model with part of foundation can provide sufficiently accurate results, and thus the whole foundation is neglected to save computational time. The FE mesh of the simulated model is shown in Figure5.Figure 5
FE mesh of the arch dam.The following mechanical properties of cement mortar stones are used in this analysis: Young’s modulusE
m
=
8
×
1
0
3 MPa, Poisson’s ratio ν
m
=
0.3, and density ρ
m
=
2360kg/m3. The CIEs describe fracture of the dam. The initial stiffness of the CIEs can be selected as E
c
=
20
E
m
=
160
×
1
0
3  MPa so as to obtain a structural response with sufficient accuracy. The purely tensile strength of the CIEs is t
n
0
=
1.0MPa, while the purely shear strength is t
s
0
=
t
p
0
=
0.6 MPa. When CIEs are completely damaged and deleted, the friction coefficient between the brick elements that may become in contact is taken as μ
c
=
1.0. The mechanical properties of the concrete pedestal and the rock foundation are taken as Young’s modulus E
f
=
24
×
1
0
3 MPa, Poisson’s ratio ν
f
=
0.2, and density ρ
f
=
2450kg/m3.The friction coefficient between the dam body and the concrete pedestal is an important parameter that affects the behavior of the arch dam. Four cases with different friction coefficients, that is,μ
j
=
1.0, 0.9, 0.8, or 0.7, are performed.If full loads are immediately applied at the beginning of an explicit dynamic analysis, the structure would be likely to sustain an impact loading and out of consistency with reality when the dam is under hydrostatic pressure. Therefore, the hydrostatic pressure applied to the arch dam is gradually increased from 0 to the normal reservoir level in 2 s in order to achieve a quasi-static loading process in the explicit dynamic analysis. A period of 10 s is calculated in the analysis.


### 3.2. Numerical Results

The behavior of the masonry arch dam is analyzed using the traditional FE model (continuum model) and the FE approach with CIEs for comparison. The friction coefficient across the peripheral joint is assumed to be 1.0, and the results from both analyses show that the dam remains stable subjected to the hydrostatic pressure. Figure6 shows the minimum principal stress distribution in the dam body, while Figure 7 illustrates the maximum part. The analyses using the continuum model and the FE approach with CIEs achieve similar stress distributions, as well as close peak stress values. It demonstrates that the FE approach with CIEs provides accurate response of the dam before it fails.Figure 6
Minimum principal stress distribution in the dam with friction coefficientμ
j
=
1.0 across the peripheral joint.
(a)
Upstream face
(b)
Downstream faceFigure 7
Maximum principal stress distribution in the dam with friction coefficientμ
j
=
1.0 across the peripheral joint.
(a)
Upstream face
(b)
Downstream faceHigh compression stress zone appears on the upstream face above the dam heel and on the downstream face near the peripheral joint. The peak value of compression stress is about 10.0 MPa that may not reach the compression strength of the cement mortar stones. High tensile stress region occurs on the peripheral joint and on the bottom portion of the downstream face with the peak value exceeding 1.0 MPa, and thus fracture is expected to form there.Vertical displacement of point A on the right abutment of the dam is a vital index for monitoring stability of Meihua dam subjected to hydrostatic pressure. The variation of vertical displacements at point A is shown in Figure8. Influence of friction coefficient across the peripheral joint on the dam response is examined. In the cases when the friction coefficient is larger than 0.7, that is, μ
j
=
0.8, 0.9, or 1.0, the arch dam slides upwards along the peripheral joint but it remains stable with no fracture in the dam body. The vertical displacements for these cases finally approach 10.8 mm, 9.5 mm, and 4.6 mm, respectively. In contrast, if the friction coefficient reduces to 0.7, the arch dam slides upwards slowly during loading process. The vertical displacement reaches 13.5 mm at the end of loading and then gradually increases to 27.2 mm in the next 2 s. A rapid increase of the vertical displacement occurs at t
=
5.5 s, implying that the dam becomes unstable.Figure 8
Vertical displacements of the dam abutment with different friction coefficients across the peripheral joint.The transferring of the arch dam from continua to discontinua, that is, the collapse process, is illustrated in Figure9. Vertical cracking first occurs on the downstream face at the base of the dam, which is the high tensile stress region under hydrostatic pressure. These vertical cracks propagate upwards reaching the dam crest and meanwhile penetrate the dam body from the downstream face to the upstream face. The arch action of the dam is weakened, and the external forces previously borne by the arches are transferred to the cantilevers of the dam, resulting in horizontal cracks in the dam near the peripheral joint. The bottom portion of the dam is separated into blocks by intersection of the cracks. These separated blocks move towards downstream under the hydrostatic pressure. Simultaneously, the upper portion of the dam body above the separated blocks is falling with an opening of a middle vertical crack. The dam body finally fragments into pieces of blocks, which would be washed away by the running reservoir water.Figure 9
Collapse process of the dam with friction coefficientμ
j
=
0.7 across the peripheral joint.
(a)
t
=
5.3 s
(b)
t
=
5.5 s
(c)
t
=
6.0 s
(d)
t
=
7.4 s
(e)
t
=
8.6 s
(f)
t
=
9.0 s
(g)
t
=
9.3 s
(h)
t
=
10.0 sThe failure mechanism of the Meihua masonry arch dam can be obtained based on the analysis. The layer of asphalt daubed on the peripheral joint reduces the shear strength between the concrete pedestal and the dam body. With low sliding resistance strength, the dam body may slide upward along the peripheral joint due to hydrostatic pressure, leading to weakening of the arch action and fracturing of the dam. The failure mechanism is reasonable compared with the field observation after the dam collapse.Peripheral joint may change the distribution patterns of stress in arch dams. The peripheral joint improves the safety of the dam-foundation system in some cases such as Dez Dam [28], while it is the cause of collapse of Meihua dam. Therefore, if an arch dam is set up with a peripheral joint, it is necessary to access the influence on safety of the dam-foundation system.


## 3.1. FE Discretization of the Dam and Material Properties

The masonry arch dam and the concrete pedestal are discretized into 8-node brick elements. The element size of the dam is about 1.0 m in both the vertical and cross-stream directions. Three layers of elements are assigned across the dam thickness. CIEs are inserted between all the interfaces of the brick elements of the dam body. The masonry arch dam is initially in contact with the concrete pedestal. In this study, only static loads, including gravity and hydrostatic pressure, are considered. The model with part of foundation can provide sufficiently accurate results, and thus the whole foundation is neglected to save computational time. The FE mesh of the simulated model is shown in Figure5.Figure 5
FE mesh of the arch dam.The following mechanical properties of cement mortar stones are used in this analysis: Young’s modulusE
m
=
8
×
1
0
3 MPa, Poisson’s ratio ν
m
=
0.3, and density ρ
m
=
2360kg/m3. The CIEs describe fracture of the dam. The initial stiffness of the CIEs can be selected as E
c
=
20
E
m
=
160
×
1
0
3  MPa so as to obtain a structural response with sufficient accuracy. The purely tensile strength of the CIEs is t
n
0
=
1.0MPa, while the purely shear strength is t
s
0
=
t
p
0
=
0.6 MPa. When CIEs are completely damaged and deleted, the friction coefficient between the brick elements that may become in contact is taken as μ
c
=
1.0. The mechanical properties of the concrete pedestal and the rock foundation are taken as Young’s modulus E
f
=
24
×
1
0
3 MPa, Poisson’s ratio ν
f
=
0.2, and density ρ
f
=
2450kg/m3.The friction coefficient between the dam body and the concrete pedestal is an important parameter that affects the behavior of the arch dam. Four cases with different friction coefficients, that is,μ
j
=
1.0, 0.9, 0.8, or 0.7, are performed.If full loads are immediately applied at the beginning of an explicit dynamic analysis, the structure would be likely to sustain an impact loading and out of consistency with reality when the dam is under hydrostatic pressure. Therefore, the hydrostatic pressure applied to the arch dam is gradually increased from 0 to the normal reservoir level in 2 s in order to achieve a quasi-static loading process in the explicit dynamic analysis. A period of 10 s is calculated in the analysis.


## 3.2. Numerical Results

The behavior of the masonry arch dam is analyzed using the traditional FE model (continuum model) and the FE approach with CIEs for comparison. The friction coefficient across the peripheral joint is assumed to be 1.0, and the results from both analyses show that the dam remains stable subjected to the hydrostatic pressure. Figure6 shows the minimum principal stress distribution in the dam body, while Figure 7 illustrates the maximum part. The analyses using the continuum model and the FE approach with CIEs achieve similar stress distributions, as well as close peak stress values. It demonstrates that the FE approach with CIEs provides accurate response of the dam before it fails.Figure 6
Minimum principal stress distribution in the dam with friction coefficientμ
j
=
1.0 across the peripheral joint.
(a)
Upstream face
(b)
Downstream faceFigure 7
Maximum principal stress distribution in the dam with friction coefficientμ
j
=
1.0 across the peripheral joint.
(a)
Upstream face
(b)
Downstream faceHigh compression stress zone appears on the upstream face above the dam heel and on the downstream face near the peripheral joint. The peak value of compression stress is about 10.0 MPa that may not reach the compression strength of the cement mortar stones. High tensile stress region occurs on the peripheral joint and on the bottom portion of the downstream face with the peak value exceeding 1.0 MPa, and thus fracture is expected to form there.Vertical displacement of point A on the right abutment of the dam is a vital index for monitoring stability of Meihua dam subjected to hydrostatic pressure. The variation of vertical displacements at point A is shown in Figure8. Influence of friction coefficient across the peripheral joint on the dam response is examined. In the cases when the friction coefficient is larger than 0.7, that is, μ
j
=
0.8, 0.9, or 1.0, the arch dam slides upwards along the peripheral joint but it remains stable with no fracture in the dam body. The vertical displacements for these cases finally approach 10.8 mm, 9.5 mm, and 4.6 mm, respectively. In contrast, if the friction coefficient reduces to 0.7, the arch dam slides upwards slowly during loading process. The vertical displacement reaches 13.5 mm at the end of loading and then gradually increases to 27.2 mm in the next 2 s. A rapid increase of the vertical displacement occurs at t
=
5.5 s, implying that the dam becomes unstable.Figure 8
Vertical displacements of the dam abutment with different friction coefficients across the peripheral joint.The transferring of the arch dam from continua to discontinua, that is, the collapse process, is illustrated in Figure9. Vertical cracking first occurs on the downstream face at the base of the dam, which is the high tensile stress region under hydrostatic pressure. These vertical cracks propagate upwards reaching the dam crest and meanwhile penetrate the dam body from the downstream face to the upstream face. The arch action of the dam is weakened, and the external forces previously borne by the arches are transferred to the cantilevers of the dam, resulting in horizontal cracks in the dam near the peripheral joint. The bottom portion of the dam is separated into blocks by intersection of the cracks. These separated blocks move towards downstream under the hydrostatic pressure. Simultaneously, the upper portion of the dam body above the separated blocks is falling with an opening of a middle vertical crack. The dam body finally fragments into pieces of blocks, which would be washed away by the running reservoir water.Figure 9
Collapse process of the dam with friction coefficientμ
j
=
0.7 across the peripheral joint.
(a)
t
=
5.3 s
(b)
t
=
5.5 s
(c)
t
=
6.0 s
(d)
t
=
7.4 s
(e)
t
=
8.6 s
(f)
t
=
9.0 s
(g)
t
=
9.3 s
(h)
t
=
10.0 sThe failure mechanism of the Meihua masonry arch dam can be obtained based on the analysis. The layer of asphalt daubed on the peripheral joint reduces the shear strength between the concrete pedestal and the dam body. With low sliding resistance strength, the dam body may slide upward along the peripheral joint due to hydrostatic pressure, leading to weakening of the arch action and fracturing of the dam. The failure mechanism is reasonable compared with the field observation after the dam collapse.Peripheral joint may change the distribution patterns of stress in arch dams. The peripheral joint improves the safety of the dam-foundation system in some cases such as Dez Dam [28], while it is the cause of collapse of Meihua dam. Therefore, if an arch dam is set up with a peripheral joint, it is necessary to access the influence on safety of the dam-foundation system.


## 4. Conclusions

A finite element (FE) approach with cohesive interface elements (CIEs) is presented to simulate collapse of continuum structures. The element removal technique merged with the general contact algorithm is adapted in the FE approach to achieve modeling for a transition from continua to discontinua, that is, fracture, fragmentation, and collapse. Collapse process and failure mechanism of Meihua masonry arch dam are investigated using the presented procedure. Regarding the collapse process of the dam body, vertical cracking first occurs on the downstream face at the base of the dam and propagates upwards reaching the dam crest under the hydrostatic pressure of normal operation reservoir level. Subsequently, horizontal cracks form in the dam near the peripheral joint. The bottom portion of the dam is separated into blocks by intersection of these cracks, and they move towards downstream. At the same time, the upper portion of the dam body above the separated blocks falls with an opening of a middle vertical crack. The masonry dam body finally fragments into pieces of blocks which would be washed away. The collapse process is in good agreement with the field observation after the dam failure. The failure of Meihua arch dam can be attributed to reducing shear strength of the peripheral joint by daubing a layer of asphalt there. With low sliding resistance strength, the masonry dam body may slide upwards along the peripheral joint due to hydrostatic pressure, leading to weakening of the arch action, fracturing, and final collapse of the dam.



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*Source: 139586-2015-05-17.xml*