# Impact Behavior of a Laterally Loaded Guardrail Post near Slopes by Hybrid SPH Model

Authors: Kwang S. Woo; Dong W. Lee; Jae S. Ahn
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

Based on the assumption that guardrail systems are placed in soil with horizontal ground, interaction behavior between soil and a post has been presented using some relevant theories such as the theory of subgrade reaction, Winkler’s spring theory, and the nonlinearp-y curve method. However, they can be constructed on cut slopes or compacted sloping embankments beside the roadway. Thus, the theory based on the conventional discrete spring models cannot be directly applied to the sloping ground since the ground inclination significantly affects the ultimate soil resistance. In this study, two approaches for comparison of them are adopted to present the interaction behavior between soil and the post. One of them is the three-dimensional Lagrangian approach, and the other is the hybrid approach that combines the finite elements and the particles based on SPH (smoothed particle hydrodynamics) modeling. The SPH method is expected to overcome drawbacks of large mesh distortion in soil regions consisting of node-connected finite elements due to lateral movement of the guardrail post. The soil-post interaction in the sloping ground under conditions of quasi-static and dynamic loads is investigated according to ground inclination, embedment length, and embedment location of the post near the slope.


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## Body

## 1. Introduction

Guardrail systems, consisting of three parts, namely, a guardrail beam, distance spacer, and guardrail post, are constructed along a roadway to prevent vehicles from not only entering into hazardous areas, but also veering onto the other lane of the roadway. These systems, especially the deformable posts, are exposed to considerable lateral loads due to vehicle collisions. To ensure safety of the vehicle’s occupants on impact, static and dynamic behavior of a single post in soil has been investigated by numerical methods [1, 2] and by full-scale field tests. Nonlinear load-deflection analytical techniques using the theory of subgrade reaction have been considered the most useful analysis of laterally loaded posts embedded in the horizontal ground [3–6]. For instance, Borovinsek et al. [7] performed a computer simulation of impact of trucks on steel road safety barriers in the horizontal ground. Wu and Thomson [8] studied the interaction between a guardrail post and soil under quasi-static and dynamic loadings. A geometric shape of a soil model was a cylinder in which a single sigma post was anchored in the gravel. The 3D (three-dimensional) finite element modeling and validation for posts of steel guardrails in a roadside with the horizontal ground were studied by Sheikh et al. [9]. This study was conducted to develop conventional finite element models for guardrail posts with W-beam (wide flange beam) subjected to pendulum impact as it deflects in the soil at various embedment lengths. The geometry of the soil model was a hexahedron with W-shaped steel post. However, the well-known Winkler’s elastic spring model and nonlinear p-y curve approach for the horizontal ground cannot be directly applied to the sloping ground since the ground inclination significantly affects ultimate resistance of the soil close to guardrail posts.The 3D finite element modeling is one of the realistic alternatives to predict load-deflection behavior of guardrail posts in the sloping ground subjected to lateral loading. This approach may provide a more precise tool for modeling continuity of soil, interface behavior between soil and a post, and 3D boundary conditions. Lee et al. [6] carried out vehicle impact analyses of flexible barriers supported by different shaped posts in the sloping ground. Nevertheless, it is still argued that conventional Lagrangian finite element methods may result in an artificially high resistance due to excessive mesh distortion in the soil region as the movement of posts occurs considerably [9]. This is because most of these works are based on the node-connected Lagrangian finite element methods. Thus, a suitable approach is needed to separate the soil from the post. It is expected that SPH (smoothed particle hydrodynamics) methods based on meshless approaches would reduce any excessive soil stiffness resulting from deterioration of mesh quality in the soil region. Generally, the SPH methods appear to be powerful and useful for those problems that involve large displacements [9–11] due to impact, explosion, and penetration.In this study, lateral resistance of guardrail posts near a slope is investigated under quasi-static and dynamic loadings with respect to several parameters including embedment length, ground inclination, and embedment location of posts. Two computational models are used, namely, the conventional 3D finite element method and the hybrid SPH method afforded by LS-DYNA [12]. The FHWA (Federal Highways Administration) soil model [13] is adopted for application to road-base soils.


## 2. FHWA Soil Model in LS-DYNA

Soils are primarily classified in terms of their particle-size distribution depending on the relative proportions of clay, silt, and sand within the solid phase. To obtain reliable analysis results, it is necessary that suitable material models of the soils are considered. To evaluate the soil material model, it is important that the actual physical tests of soils are implemented. However, because this study is concerned with numerical analysis approaches, the FHWA soil models developed by Lewis [13] and Kulak and Schwer [14] are just adopted for application to road-base soils, which are determined by two triaxial compression tests and a hydrostatic tension test. For analysis of LS-DYNA to predict the dynamic performance of roadside safety structures embedded in the horizontal or sloping ground subjected to a vehicle impact, twelve main input parameters reflecting the FHWA soil model are shown in Table 1. They are density in an initial state of soils, bulk and shear modulus, compaction curve, yield surface, and so on. Some input data of the original material parameters given by the FHWA soil model have been slightly modified in Table 1. An elastic modulus of soil is assumed to be 18 MPa referring to the results from Yoshida’s SPT (standard penetration test) [15]. Thus, stiffness parameters K and G are modified considering the elastic modulus. Minimum internal friction angle (PHIRES) is related to residual shear strength. It is known from direct shear tests of Lewis [13] that there is a gradual decrease in shear strength after a peak. For a value of PHIRES, the residual shear strength is assumed to be 80% of the peak value. Also, a viscoplastic parameter is considered to represent the strain rate effects. It can account for effect of a confinement pressure on a yield stress in a modified Mohr–Coulomb failure surface. This FHWA soil model is applied to Lagrangian solid elements and SPH nodes. The more detailed description of the input parameters in Table 1 has been presented in [6].Table 1
Modified material parameters in the FHWA soil model.
Variables
Description
Values
RO
Mass density of soil
2.35 × 10−6 kg/mm3
NPLOT
Plotting option
3
SPGRAV
Specific gravity of soil
2.79
RHOWAT
Density of water
1.0 × 10−6 kg/mm3
VN
Viscoplastic parameter
1.1
K
Soil’s bulk modulus
11.766 MPa
G
Soil’s shear modulus
7.06 MPa
PHIRES
Minimum internal friction angle
0.9 radian
INTRMX
Maximum number of plasticity iterations
10
MCONT
Moisture content of soil
0.034
ECCN
Eccentricity parameter for third invariant effects
0.7
COH
Cohesion or shear strength at zero confinement
6.2 × 10−3 MPa


## 3. Smoothed Particle Hydrodynamics Method

A SPH method is one of meshless Lagrangian methods developed initially to simulate astrophysical problems [16, 17]. This method is based on a particle approximation and has two basic steps. The first step is to discretize any domain using a set of arbitrarily distributed particles where no connectivity is needed. The kernel approximation of a function fx can be defined as follows:(1)fx=∫Ωfx′δx−x′dx′,where f is a function of the position vector x and δx−x′ is the Dirac delta function. Also, Ω is the volume of the integral that contains x. Since the Dirac delta function is exact and rigorous as long as fx is defined and continuous in Ω, (1) cannot be used for establishing discrete numerical models. If the Dirac delta function is replaced by a suitable smoothing function of Wx−x′,h with a finite spatial dimension h, the kernel approximation of fx, fx, becomes(2)fx≅∫Ωfx′Wx−x′,hdx′,where h is the smoothing length defining the influence or support area of the smoothing function W. The kernel approximation interpolates the position of the particles within the domain that should satisfy several requirements, namely, an even function, compact condition, normalization condition, and delta function property, which means the smoothing function should satisfy the Dirac delta function condition as the smoothing length h approaches zero as shown in Figure 1. The field functions approximated by the integral representation based on the Dirac delta function are used for the kernel approximation. Thus, the kernel approximation describes the smoothing effect in the weak form [18].Figure 1
Typical form of kernel function.The second step is numerical discretization at each time step using a process that may be classified into the kernel approximation and particle approximation. The particle approximation in (3) and (4) converts the continuous integral representation based on the kernel approximation of a displacement function and its derivatives into discretized forms of summation over all of the particles in a local domain, the so-called support domain. They are characterized by the smoothing length h and a scalar constant k which means the domain where the information for all of the points inside this domain is used to determine the information at a certain point x:(3)fx≅∑j=1NfXjWX−Xj,hΔVj=∑j=1NfXjWX−Xj,h1ρjmj,(4)fXi=∑j=1NmjρjfXjWX−Xj,h.Considering the problem domain Ω filled with a set of particles in Figure2, these particles can be used only for integration and interpolation to represent material properties. One particle i is associated with a fixed lumped volume ΔVi in (3). If the particle mass and density are known, the lumped volume can also be replaced by the corresponding mass-to-density ratio denoted by mi/ρi, in (4), where N represents the total number of the particles within the support domain.Figure 2
SPH concept in the problem domain Ω with the surfaceS [15].Substitutingfx with ∇⋅fx in (2) and integrating by parts, we obtain the derivative of the function by using the divergence theorem in (5) and (6). Thus, the gradient is determined from the values of f and the derivatives of W, rather than from the derivatives of the function itself. However, the SPH method does not guarantee the convergence of the solution, since this approach does not satisfy the consistency conditions, including rigid body motion, the constant strain state, and the compatibility condition:(5)∇⋅fx=∫Ω∇fx′Wx−x′,hdx′,(6)∇⋅fx=−∫Ωfx′∇Wx−x′,hdx′.


## 4. Numerical Examples

### 4.1. Soil-Post Interaction under Quasi-Static Loading

In this example, two approaches are considered to model the soil region. They are a conventional 3D finite element method and a hybrid method that combines Lagrangian finite elements and particles based on the SPH technique. Figure3 shows a laterally loaded guardrail post embedded in the sloping ground (θ = 30°). In Figure 3(a), the soil region is modeled by only the 3D Lagrangian FE (finite elements) method, which adopts a regular refined mesh with 1 mm of the most elements’ size. In Figure 3(b), the soil region near the guardrail post is modeled by SPH particles in which large deformation of soils occurred. The soil region with the SPH particles has width 4D and depth 12D, and the other region of the soils consists of conventional 3D finite elements. In Figure 3, D refers to the width of the guardrail post. The steel post with a square tube section is modeled by the four-node Belytschko–Tsay shell elements with three integration points and piecewise linear plasticity model (MAT24) available in LS-DYNA. In the cross section of the steel post, the width D is 125 mm and the thickness is 4 mm. Table 2 shows the input parameters of the steel materials. The material model of the soil is based on FHWA soil (MAT147) in LS-DYNA presented in Table 1. The soil model was developed by the USA Federal Highway Administration for applications of road-base soils.Figure 3
Geometric configuration of two different models for the sloping ground. (a) Finite element model. (b) Hybrid SPH model.
(a)
(b)Table 2
Input data of the piecewise linear plasticity model for the steel post.
Density (t/mm3)
Elastic modulus (MPa)
Poisson’s ratio
Yield stress (MPa)
7.85 × 10−9
2.1 × 105
0.3
250The boundary conditions in the bottom surfaces of the soil are fixed in all directions and in the vertical surfaces; the boundary conditions are fixed with respect to only the normal direction. There is no boundary condition in the top and inclined surfaces. Also, a lateral loadF is applied to the post at a height of 5.2D (650 mm) above the ground. The contact between the soil and the single steel guardrail post is modeled with the contact_automatic_surface_to_surface option where the friction coefficient at interfaces is fixed as 0.5. Also, the contact_tied_node_to_surface command is applied to the interfaces between the SPH particle and the Lagrangian element to avoid the SPH particles penetrating the Lagrangian elements. Figures 4 and 5 show the modeling configuration of the hybrid SPH method in the cases of the horizontal and sloping grounds, respectively. In this study, the pitches (or particle spacing) for the hybrid SPH model are considered to be 12.5, 25, and 50 mm to check the convergence of the solutions. Figure 6 shows that the convergence characteristics of the displacement pattern detected as the pitches are reduced from 50 to 12.5 mm. From the results of the convergence tests, the pitch is fixed at 25 mm. The required element numbers of the hybrid SPH method and the 3D FE method are 26,901 and 2136 for the horizontal ground, respectively. Also, their numbers are 25,620 and 24,800 for sloping ground, respectively, as shown in Table 3. Meanwhile, for the 3D FE method, convergence tests were implemented from coarse to fine meshes. Based on the results of the convergence tests, soil regions are composed of the elements with approximate 100 mm of the length as regular as possible.Figure 4
Hybrid SPH model of a single guardrail post in the horizontal ground for SPH pitch = 25 mm.Figure 5
Hybrid SPH model of a single guardrail post in the sloping ground for SPH pitch = 25 mm.Figure 6
Convergence of lateral displacements with respect to the SPH pitch.Table 3
Numbers of elements by proposed models according to different SPH particle spacing.
SPH pitch (mm)
SPH region
FE region
Horizontal
Sloping
Horizontal
Sloping
50
3751
3498
2136
24800
25
26,901
25,620
12.5
203,401
195,693The lateral displacements of the guardrail post at the loading point are computed for horizontal and sloping grounds, respectively. In the case of horizontal ground, the ultimate lateral loads of the steel post are found to be 45.4 kN by the hybrid SPH analysis and 51.7 kN by the 3D FE analysis from Figure7. In addition, the ultimate lateral loads for the sloping ground are computed to be 41.0 kN by the hybrid SPH method and 45.3 kN by the conventional finite element method.Figure 7
Load-displacement relation for the horizontal case.Meanwhile, to show validation of the numerical techniques considering quasi-static loading, the results of a physical experiment are compared to numerical results. Figures8(a) and 8(b) show the experimental field in which the quasi-static loading tests were implemented. In addition, Figure 9 represents a simplified loading system to find loading-displacement relation at the posts of guardrails. In the tests, lateral loads were applied to the post at a height of 5.2D (650 mm) above the ground. A rigid cover plate with a thickness of 4 mm is wrapped around a post at the loading point and pulled at a displacement rate of 100 mm/sec. The experimental configuration is similar to that of the numerical methods. In the in situ experiment, mechanical dial gauges were used to measure the horizontal displacements of the pile head. The lateral displacements of the steel post were measured as functions of the applied forces, and the measured lateral loads could be obtained from contact forces between the rigid cover plate and the post. These tests were conducted at KECRI (Korea Expressway Corporation Research Institute), which is the main test facility for testing road equipment in Korea. Due to the experimental cost, only static test results for the sloping ground could be obtained. Each test is terminated when the loading point exceeds a lateral displacement of 400 mm. In the sloping ground, the test pile is placed in the top edge of the slope and same location is adopted for horizontal ground. Figure 10 shows comparison of the numerical and experimental results. The ultimate load from the SPH method with 41.0 kN is closer to that of the experiment with 40.0 kN than that of the conventional finite element with 45.3 kN. Although the initial load-displacement curve of the SPH method has a little bit difference with those of the FEM and the experiment, smaller pitch sizes of the SPH method make it closer to those without considerable variation of ultimate loading values. Therefore, it is noted from the results that the result of the hybrid SPH model agrees better with the experimental result than that of the conventional finite element model. This may be attributed to the large distortion effect of the soil meshes when the conventional 3D Lagrangian finite element approach is adopted. Unfortunately, because any experimental test was not carried out for the horizontal ground, there are no experimental data in Figure 7. Also, it is shown from Figures 7 and 10 that the ultimate lateral load of the steel post is decreased by approximately 11–14% due to the effect of the ground inclination. Flexural failure of guardrail posts would be more significant than the failure of soils, since the horizontal load above the ground induces a bending moment about the ground surface. Variations of lateral displacements and von Mises stresses are graphically shown in Figures 11 and 12 as the lateral loads are increased from 20 to 40 kN. As expected, the zone of maximum displacements spread out and their magnitudes rise drastically with increase of the lateral loads, while for maximum stress region of soils is very small regardless of increase of the lateral loads and variation of their values is less than that of displacements of the posts. However, these tendencies would be changed according to the elastic modulus that is dependent upon type of soils.Figure 8
Loading-displacement test of the guardrail post. (a) Installation of a guardrail post. (b) Deformation of a guardrail post.
(a)
(b)Figure 9
Typical test setup of the experiment for the sloping ground.Figure 10
Load-displacement relation for the sloping case.Figure 11
Displacement pattern of the post with respect to load increment by the hybrid SPH model. (a)F = 20 kN. (b) F = 30 kN. (c) F = 40 kN.Figure 12
von Mises stress pattern of soil with respect to load increment by the hybrid SPH model. (a)F = 20 kN. (b) F = 30 kN. (c) F = 40 kN.Meanwhile, the influence of the embedment location of the guardrail posts is examined by the hybrid SPH method proposed in this study. The edge distancesS shown in Figure 3 are varied from 0 to 3D when the embedment length is fixed as 1500 mm where D represents the side length of the steel posts. Figure 13 shows that the effect of the ground inclination would be negligible, when the edge distances are not smaller than 2D. Also, the influence on variation of the embedment lengths of the steel posts in the range from 1100 to 1500 mm is investigated when the edge distance S is fixed as zero. It is observed from Figure 14 that the increase of the lateral resistance of the posts is marginal when the embedment length exceeds 1100 mm. However, the results may additionally be dependent on different shapes of the posts such as W-shape, C-shape, and circular shape, since the passive resistance between the soil and the post may be dependent upon the shape of the posts.Figure 13
Influence of edge distance from the crest for the sloping case.Figure 14
Influence of embedment length of the steel post for the sloping case.


### 4.2. Soil-Post Interaction under Dynamic Loading

The same numerical models used in the previous quasi-static analyses have been tested with 840 kg pendulum released from the horizontal position at a fixed height (h) of 2.8 m. The theoretical impact velocity v calculated by v=2gh is 7.4 m/sec, where g is the acceleration due to gravity. The lateral displacements are measured at an impact point of the steel posts that are 650 mm away from the ground. The impact force can be calculated by the mass and acceleration of the pendulum during impact. The configurations using a hybrid SPH method are illustrated in Figure 15 to simulate the pendulum tests for the horizontal and sloping cases, respectively.Figure 15
Hybrid SPH model for the pendulum test. (a) Horizontal case. (b) Sloping case.
(a)
(b)From the results of the conventional finite element method, Figures16 and 17 show deformed states and von Mises stresses of the posts calculated under the dynamic loading like impact of the pendulum for the horizontal and sloping grounds. As shown in these figures, the plastic zone of the posts is in the vicinity of the ground surface due to the bending moments, and it is observed that the von Mises stress corresponding to the maximum lateral displacements are slightly reduced due to the elastic recovery of the pendulum after it rebounds from the steel post. The ultimate lateral load of 49.1 kN for the sloping ground is found to be 15% less than the value of 56.5 kN for the horizontal ground. In the case of using the hybrid SPH method, the similar patterns shown in Figures 16 and 17 are also obtained except existence of the SPH particles. Figures 18 and 19 show load and displacement curves for the horizontal and sloping grounds, respectively. From the figures, the ultimate lateral loads 45.8 kN and 51.1 kN can be obtained. The dynamic loading cases show approximately 11–14% reduction of the ultimate lateral loads due to the ground inclination effects like the results of the quasi-static loading tests. The displacements and ultimate loads in the dynamic loading afforded by the 3D finite element model are summarized in Table 4, while a comparison of the ultimate lateral loads for the conventional method and the hybrid SPH method is given in Table 5 with reference to the experimental data for only the sloping ground obtained from the experiments implemented by KECRI. The variations of the maximum accelerations of the pendulum and maximum lateral loads are shown in Figures 20 and 21, respectively, for different embedment lengths of the steel post. Influences on the embedment location and edge distance S are plotted in Figures 22 and 23, respectively. Similar to the case of the quasi-static loading tests, the effects of the embedment length and embedment location would be negligible when the former exceeds 1100 mm and the latter is greater than S = 2D.Figure 16
von Mises stress and displacement of steel posts for the horizontal cases.
(a)
(b)
(c)
(d)Figure 17
von Mises stress and displacement of posts for the sloping cases.
(a)
(b)
(c)
(d)Figure 18
Lateral load-displacement relations for a horizontal case.Figure 19
Lateral load-displacement relations for a sloping case.Table 4
Displacements and ultimate loads in dynamic loading.
Cases
Maximum dynamic deflection (mm)
Permanent deflection (mm)
Ultimate lateral load (kN)
Horizontal ground
280.2
230.8
56.5
Sloping ground
Edge distanceS
0
347.3
308.4
49.1
1D
314.1
267.0
48.6
2D
304.5
256.1
53.4
3D
299.7
252.7
53.8
Embedment lengthL
1100
378.5
345.7
48.1
1300
365.1
331.0
48.5
1500
347.3
308.4
49.1Table 5
Comparison of ultimate lateral loads with the experimental result.
Tests
Ultimate lateral loads (kN)
Reduction rate
FEM
SPH
Experiment
Quasi-static loading
Horizontal
51.7
45.4
—
11～14%
Sloping
45.3
41.0
40.0
Dynamic loading
Horizontal
56.5
51.1
—
12～15%
Sloping
49.1
45.8
—Figure 20
Variation of maximum accelerations of the pendulum according to embedment lengths.Figure 21
Variation of maximum lateral loads according to embedment lengths.Figure 22
Variation of the maximum acceleration of the pendulum according to the embedment location.Figure 23
Variation of the maximum lateral load according to the embedment location.


## 4.1. Soil-Post Interaction under Quasi-Static Loading

In this example, two approaches are considered to model the soil region. They are a conventional 3D finite element method and a hybrid method that combines Lagrangian finite elements and particles based on the SPH technique. Figure3 shows a laterally loaded guardrail post embedded in the sloping ground (θ = 30°). In Figure 3(a), the soil region is modeled by only the 3D Lagrangian FE (finite elements) method, which adopts a regular refined mesh with 1 mm of the most elements’ size. In Figure 3(b), the soil region near the guardrail post is modeled by SPH particles in which large deformation of soils occurred. The soil region with the SPH particles has width 4D and depth 12D, and the other region of the soils consists of conventional 3D finite elements. In Figure 3, D refers to the width of the guardrail post. The steel post with a square tube section is modeled by the four-node Belytschko–Tsay shell elements with three integration points and piecewise linear plasticity model (MAT24) available in LS-DYNA. In the cross section of the steel post, the width D is 125 mm and the thickness is 4 mm. Table 2 shows the input parameters of the steel materials. The material model of the soil is based on FHWA soil (MAT147) in LS-DYNA presented in Table 1. The soil model was developed by the USA Federal Highway Administration for applications of road-base soils.Figure 3
Geometric configuration of two different models for the sloping ground. (a) Finite element model. (b) Hybrid SPH model.
(a)
(b)Table 2
Input data of the piecewise linear plasticity model for the steel post.
Density (t/mm3)
Elastic modulus (MPa)
Poisson’s ratio
Yield stress (MPa)
7.85 × 10−9
2.1 × 105
0.3
250The boundary conditions in the bottom surfaces of the soil are fixed in all directions and in the vertical surfaces; the boundary conditions are fixed with respect to only the normal direction. There is no boundary condition in the top and inclined surfaces. Also, a lateral loadF is applied to the post at a height of 5.2D (650 mm) above the ground. The contact between the soil and the single steel guardrail post is modeled with the contact_automatic_surface_to_surface option where the friction coefficient at interfaces is fixed as 0.5. Also, the contact_tied_node_to_surface command is applied to the interfaces between the SPH particle and the Lagrangian element to avoid the SPH particles penetrating the Lagrangian elements. Figures 4 and 5 show the modeling configuration of the hybrid SPH method in the cases of the horizontal and sloping grounds, respectively. In this study, the pitches (or particle spacing) for the hybrid SPH model are considered to be 12.5, 25, and 50 mm to check the convergence of the solutions. Figure 6 shows that the convergence characteristics of the displacement pattern detected as the pitches are reduced from 50 to 12.5 mm. From the results of the convergence tests, the pitch is fixed at 25 mm. The required element numbers of the hybrid SPH method and the 3D FE method are 26,901 and 2136 for the horizontal ground, respectively. Also, their numbers are 25,620 and 24,800 for sloping ground, respectively, as shown in Table 3. Meanwhile, for the 3D FE method, convergence tests were implemented from coarse to fine meshes. Based on the results of the convergence tests, soil regions are composed of the elements with approximate 100 mm of the length as regular as possible.Figure 4
Hybrid SPH model of a single guardrail post in the horizontal ground for SPH pitch = 25 mm.Figure 5
Hybrid SPH model of a single guardrail post in the sloping ground for SPH pitch = 25 mm.Figure 6
Convergence of lateral displacements with respect to the SPH pitch.Table 3
Numbers of elements by proposed models according to different SPH particle spacing.
SPH pitch (mm)
SPH region
FE region
Horizontal
Sloping
Horizontal
Sloping
50
3751
3498
2136
24800
25
26,901
25,620
12.5
203,401
195,693The lateral displacements of the guardrail post at the loading point are computed for horizontal and sloping grounds, respectively. In the case of horizontal ground, the ultimate lateral loads of the steel post are found to be 45.4 kN by the hybrid SPH analysis and 51.7 kN by the 3D FE analysis from Figure7. In addition, the ultimate lateral loads for the sloping ground are computed to be 41.0 kN by the hybrid SPH method and 45.3 kN by the conventional finite element method.Figure 7
Load-displacement relation for the horizontal case.Meanwhile, to show validation of the numerical techniques considering quasi-static loading, the results of a physical experiment are compared to numerical results. Figures8(a) and 8(b) show the experimental field in which the quasi-static loading tests were implemented. In addition, Figure 9 represents a simplified loading system to find loading-displacement relation at the posts of guardrails. In the tests, lateral loads were applied to the post at a height of 5.2D (650 mm) above the ground. A rigid cover plate with a thickness of 4 mm is wrapped around a post at the loading point and pulled at a displacement rate of 100 mm/sec. The experimental configuration is similar to that of the numerical methods. In the in situ experiment, mechanical dial gauges were used to measure the horizontal displacements of the pile head. The lateral displacements of the steel post were measured as functions of the applied forces, and the measured lateral loads could be obtained from contact forces between the rigid cover plate and the post. These tests were conducted at KECRI (Korea Expressway Corporation Research Institute), which is the main test facility for testing road equipment in Korea. Due to the experimental cost, only static test results for the sloping ground could be obtained. Each test is terminated when the loading point exceeds a lateral displacement of 400 mm. In the sloping ground, the test pile is placed in the top edge of the slope and same location is adopted for horizontal ground. Figure 10 shows comparison of the numerical and experimental results. The ultimate load from the SPH method with 41.0 kN is closer to that of the experiment with 40.0 kN than that of the conventional finite element with 45.3 kN. Although the initial load-displacement curve of the SPH method has a little bit difference with those of the FEM and the experiment, smaller pitch sizes of the SPH method make it closer to those without considerable variation of ultimate loading values. Therefore, it is noted from the results that the result of the hybrid SPH model agrees better with the experimental result than that of the conventional finite element model. This may be attributed to the large distortion effect of the soil meshes when the conventional 3D Lagrangian finite element approach is adopted. Unfortunately, because any experimental test was not carried out for the horizontal ground, there are no experimental data in Figure 7. Also, it is shown from Figures 7 and 10 that the ultimate lateral load of the steel post is decreased by approximately 11–14% due to the effect of the ground inclination. Flexural failure of guardrail posts would be more significant than the failure of soils, since the horizontal load above the ground induces a bending moment about the ground surface. Variations of lateral displacements and von Mises stresses are graphically shown in Figures 11 and 12 as the lateral loads are increased from 20 to 40 kN. As expected, the zone of maximum displacements spread out and their magnitudes rise drastically with increase of the lateral loads, while for maximum stress region of soils is very small regardless of increase of the lateral loads and variation of their values is less than that of displacements of the posts. However, these tendencies would be changed according to the elastic modulus that is dependent upon type of soils.Figure 8
Loading-displacement test of the guardrail post. (a) Installation of a guardrail post. (b) Deformation of a guardrail post.
(a)
(b)Figure 9
Typical test setup of the experiment for the sloping ground.Figure 10
Load-displacement relation for the sloping case.Figure 11
Displacement pattern of the post with respect to load increment by the hybrid SPH model. (a)F = 20 kN. (b) F = 30 kN. (c) F = 40 kN.Figure 12
von Mises stress pattern of soil with respect to load increment by the hybrid SPH model. (a)F = 20 kN. (b) F = 30 kN. (c) F = 40 kN.Meanwhile, the influence of the embedment location of the guardrail posts is examined by the hybrid SPH method proposed in this study. The edge distancesS shown in Figure 3 are varied from 0 to 3D when the embedment length is fixed as 1500 mm where D represents the side length of the steel posts. Figure 13 shows that the effect of the ground inclination would be negligible, when the edge distances are not smaller than 2D. Also, the influence on variation of the embedment lengths of the steel posts in the range from 1100 to 1500 mm is investigated when the edge distance S is fixed as zero. It is observed from Figure 14 that the increase of the lateral resistance of the posts is marginal when the embedment length exceeds 1100 mm. However, the results may additionally be dependent on different shapes of the posts such as W-shape, C-shape, and circular shape, since the passive resistance between the soil and the post may be dependent upon the shape of the posts.Figure 13
Influence of edge distance from the crest for the sloping case.Figure 14
Influence of embedment length of the steel post for the sloping case.


## 4.2. Soil-Post Interaction under Dynamic Loading

The same numerical models used in the previous quasi-static analyses have been tested with 840 kg pendulum released from the horizontal position at a fixed height (h) of 2.8 m. The theoretical impact velocity v calculated by v=2gh is 7.4 m/sec, where g is the acceleration due to gravity. The lateral displacements are measured at an impact point of the steel posts that are 650 mm away from the ground. The impact force can be calculated by the mass and acceleration of the pendulum during impact. The configurations using a hybrid SPH method are illustrated in Figure 15 to simulate the pendulum tests for the horizontal and sloping cases, respectively.Figure 15
Hybrid SPH model for the pendulum test. (a) Horizontal case. (b) Sloping case.
(a)
(b)From the results of the conventional finite element method, Figures16 and 17 show deformed states and von Mises stresses of the posts calculated under the dynamic loading like impact of the pendulum for the horizontal and sloping grounds. As shown in these figures, the plastic zone of the posts is in the vicinity of the ground surface due to the bending moments, and it is observed that the von Mises stress corresponding to the maximum lateral displacements are slightly reduced due to the elastic recovery of the pendulum after it rebounds from the steel post. The ultimate lateral load of 49.1 kN for the sloping ground is found to be 15% less than the value of 56.5 kN for the horizontal ground. In the case of using the hybrid SPH method, the similar patterns shown in Figures 16 and 17 are also obtained except existence of the SPH particles. Figures 18 and 19 show load and displacement curves for the horizontal and sloping grounds, respectively. From the figures, the ultimate lateral loads 45.8 kN and 51.1 kN can be obtained. The dynamic loading cases show approximately 11–14% reduction of the ultimate lateral loads due to the ground inclination effects like the results of the quasi-static loading tests. The displacements and ultimate loads in the dynamic loading afforded by the 3D finite element model are summarized in Table 4, while a comparison of the ultimate lateral loads for the conventional method and the hybrid SPH method is given in Table 5 with reference to the experimental data for only the sloping ground obtained from the experiments implemented by KECRI. The variations of the maximum accelerations of the pendulum and maximum lateral loads are shown in Figures 20 and 21, respectively, for different embedment lengths of the steel post. Influences on the embedment location and edge distance S are plotted in Figures 22 and 23, respectively. Similar to the case of the quasi-static loading tests, the effects of the embedment length and embedment location would be negligible when the former exceeds 1100 mm and the latter is greater than S = 2D.Figure 16
von Mises stress and displacement of steel posts for the horizontal cases.
(a)
(b)
(c)
(d)Figure 17
von Mises stress and displacement of posts for the sloping cases.
(a)
(b)
(c)
(d)Figure 18
Lateral load-displacement relations for a horizontal case.Figure 19
Lateral load-displacement relations for a sloping case.Table 4
Displacements and ultimate loads in dynamic loading.
Cases
Maximum dynamic deflection (mm)
Permanent deflection (mm)
Ultimate lateral load (kN)
Horizontal ground
280.2
230.8
56.5
Sloping ground
Edge distanceS
0
347.3
308.4
49.1
1D
314.1
267.0
48.6
2D
304.5
256.1
53.4
3D
299.7
252.7
53.8
Embedment lengthL
1100
378.5
345.7
48.1
1300
365.1
331.0
48.5
1500
347.3
308.4
49.1Table 5
Comparison of ultimate lateral loads with the experimental result.
Tests
Ultimate lateral loads (kN)
Reduction rate
FEM
SPH
Experiment
Quasi-static loading
Horizontal
51.7
45.4
—
11～14%
Sloping
45.3
41.0
40.0
Dynamic loading
Horizontal
56.5
51.1
—
12～15%
Sloping
49.1
45.8
—Figure 20
Variation of maximum accelerations of the pendulum according to embedment lengths.Figure 21
Variation of maximum lateral loads according to embedment lengths.Figure 22
Variation of the maximum acceleration of the pendulum according to the embedment location.Figure 23
Variation of the maximum lateral load according to the embedment location.


## 5. Conclusions

In the present investigation, the conventional 3D finite element approach and the hybrid approach that combines Lagrange and SPH (smoothed particle hydrodynamics) elements have been tested to evaluate the response of a laterally loaded single guardrail post with square tube embedded in the sloping ground. These approaches seem to be suitable to model the ground slope, as well as to obtain response of the soil-post system dominated by bending deformations. The results of them are compared with the experimental results for purpose of validation, which is limited to an ultimate load of quasi-static loading. It is observed in the quasi-static and dynamic loading tests that the displacements of the posts at any depth from the ground surface rise with the increase of slopes and that the ground inclination effect makes the ultimate lateral loads reduce by approximately 12-13%. When the embedment length exceeds 1100 mm, and the distance of the embedment location from the crest is greater thanS = 2D, the responses for sloping ground are similar with those for the horizontal ground. It is also noted that the results afforded by the hybrid SPH approach give a lower lateral resistance than the 3D finite element results. This may be attributed to the large distortion effect of the node-connected soil meshes when the conventional 3D Lagrangian finite element approach is adopted. The hybrid SPH model can eliminate the degradation of the mesh occurred by the hourglass mode that produces spurious energies in numerical analysis. For the dynamics loading cases, this study does not have validation of the hybrid SPH model because of lack of experimental results. Also, in order to more generalize these conclusions, a lot of experimental data for a single guardrail post subjected to static and dynamic loading are required according to type of soils, inclination angle of ground, embedment length, and embedment of location of the posts.



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*Source: 9479452-2018-07-26.xml*