# Dynamic Pressure of Seabed around Buried Pipelines in Shallow Water

Authors: Changjing Fu; Guoying Li; Tianlong Zhao; Donghai Guan
Journal: Mathematical Problems in Engineering
 (2015)

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## Abstract

Due to the obvious nonlinear effect caused by the shallow waves, the nonlinear wave loads have a great influence on the buried pipelines in shallow water. In order to ensure their stability, the forces on the pipelines that resulted from nonlinear waves should be considered thoroughly. Based on the Biot consolidation theory and the first-order approximate cnoidal wave theory, analytical solutions of the pore water pressure around the buried pipelines in shallow water caused by waves are firstly derived in this paper. The dynamic response of the seabed around the pipelines under the action of irregular waves is explored in laboratory, and the results are compared with the analytical ones. Experiments show that the maximum value of the pore water pressure is at the upper part of the pipelines, and the value at the bottom of the pipelines is the minimum. The pore water pressure amplitude at the upper half of the seabed that arises from waves has a larger fluctuation, and the amplitude at the lower half remains stable. For the sandy seabed, the pore water pressure at the same depth changes over time, with the fluctuating amplitude, and the theoretical values meet well with the test results.


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## Body

## 1. Introduction

Submarine pipeline installation is one of the key projects in exploitation activities of ocean oil and gas resources. The submarine pipeline, called the “lifeline” of the marine oil and gas fields, has become the energy transport artery gradually with the quickening pace of exploration and exploitation of offshore oil. The layout modes of the submarine pipelines can be mainly divided into two types: embedment (deep and shallow) and direct placement. Due to the high costs and difficult construction of deep buried pipelines and the vulnerability to the external loads for the direct placement of the pipelines, the shallow buried mode is mostly adopted in the construction process of the pipelines. Generally, the marine projects in shallow water are greatly influenced by wave loads.The wave pressure on the seabed surface has a periodical change with the wave propagation, and it will cause excess pore water pressure and effective stress while it transfers to the seabed. Thus, it changes the distribution of the effective stress on the seabed. For evaluating the stability of submarine pipelines under wave action rationally and therefore ensuring their normal operation, the effect of the pore water pressure of seabed around the pipelines induced by waves should be considered. On the basis of the previous research findings and considering the compressibility of the pore water and the seabed, the analytic solutions of the pore water pressure around the buried pipelines under the nonlinear wave loads are derived by the method of separation of variables based on the Biot consolidation and the first-order approximate cnoidal wave theory. The laboratory tests are performed to verify the theory.


## 2. Background

The dynamic response of marine soils has received much attention since the 1940s. The early theories are based on the assumptions of rigid soil skeleton and incompressible pore fluid and it is also supposed that the flow of pore water meets Darcy’s law and the distribution of the excess pore water pressure satisfies the Laplace formulation [1–5]. The subsequent analytical approaches assume that the pore water is compressible and the seabed is not deformable [6–8]. The third-stage approaches took the compressibility of pore water into consideration and assumed that the flow of pore water met Darcy’s law. With the Biot theory, these approaches suppose that the skeleton of marine soils is isotropic elastic body, which meant that the mechanical properties of the seabed under small deformation are reversible, linear, and isotropic and the flow of pore water meets Darcy’s law. Considering the stress-strain relation and movement of pore water and soil skeleton, the dynamic response of elastic marine soils with finite or infinite depth under the effect of linear progressive waves was studied by using close-form analytical approaches. Many researchers [9–12] adopted this kind of approaches and achieved various findings.When the pipeline is buried in the seabed, the interaction between pipelines, soils, and waves should be considered. As a consequence, the problem of fluent flows in porous permeable seabed and distribution of the excess pore water pressure becomes more complicated. Earlier, the researchers fail to consider the compression of pore water and the deformation of soil skeleton. The analytic solutions of seepage pressure around the buried pipelines in marine soils with finite or infinite depth were derived on the assumption that the soils are a rigid body based on the potential flow theory [13–15]. Under the assumption of permeable rigid seabed, some researchers studied the distribution of the excess pore water pressure around the buried pipelines in the seabed by using the finite difference, finite element, and boundary integral methods [16–18]. Then, by using the Biot consolidation theory, some scholars analyzed the distribution of the excess pore water pressure around the buried pipelines under the action of waves [19–27].The theories mentioned above adopt the linear wave theory. The nonlinearity of shallow water waves is obvious and should be considered thoroughly. Recently, scholars mostly used the Biot consolidation theory, finite element method, and Stokes wave theory to study the dynamic response of seabed and pipelines [28–30]. For the application of wave theories, Le Méhauté [31] deemed that the Stokes wave theory is applicable for the deep water. Besides, the solitary wave theory and cnoidal wave theory were more suitable for the shallow water [32]. In recent years, many scholars began to be concerned about the interaction between solitary waves and offshore structures [33–35]. Based on the solitary wave diffraction theory and the Biot wave seepage consolidation theory, Li et al. [35] deduced the mathematical solution of the seepage pressure field in seabed through the eigenfunction method, and they also evaluated the seepage loads at the bottom of vertical cylinder resting on porous seabed. Xiao and Huang [36] established three-dimensional numerical model and analyzed the interaction between solitary waves and cylinder piles in a coastal surf zone. Some conclusions in the theory of solitary waves are different from the natural conditions. Therefore, in the study of nonlinear influence of shallow water waves, the cnoidal wave theory is more appropriate. Based on the first-order approximation cnoidal wave theory, Sun and Qiu [37] derived the analytical solution of wave forces on the buried pipelines under the action of nonlinear water waves in shallow water by using the image method. Based on the cnoidal wave theory, Xu et al. [38] and Zhou et al. [39] calculated wave pressure on seabed surface under the effect of waves in the littoral region and also studied the response of pore pressure on the seabed with the action of cnoidal waves by analyzing parameters. According to their conclusion, it was found that the permeability of seabed and compressibility of pore water had great impact on the response of pore pressure on the seabed.


## 3. Governing Equations and Boundary Conditions

As shown in Figure1, it is assumed that the seabed is infinitely deep, and the pipeline with radius of R is buried in the seabed, with buried depth of dp. The waves propagate along the perpendicular direction to the pipeline, that is, x-axis, and the direction of z-axis is vertically upward. Based on the Biot consolidation theory, the governing equations for the soils can be expressed as [40](1)-G∇2wx+G1-2ν·∂∂xεV+∂p∂x=0,-G∇2wz+G1-2ν·∂∂zεV+∂p∂z=-γ,∂εV∂t+ksγw∇2p=0,where G is the shear modulus of soils; ∇2 denotes the two-dimensional Laplace operator; wx stands for the soil displacement in x direction; ν is Poisson’s ratio of soils; εV stands for -(∂wx/∂x+∂wz/∂z), the volumetric strain; p is pore water pressure; x denotes the horizontal coordinate axis as defined in Figure 1; wz is the soil displacement in z direction; z is the depth into the soils as defined in Figure 1; ks is the coefficient of permeability; γw is the weight density of sea water.Figure 1
Definition sketch.In order to simplify analysis of the dynamic response around the submarine pipelines under the action of waves by using the Biot consolidation theory, the following assumptions are adopted.(1) The seabed soils are isotropic and homogeneous. (2) The compression coefficient of seabed soil skeleton and the pore water is constant. (3) The deformation of the seabed soil skeleton obeys the Hooke law. (4) The pore water is cohesionless fluid. (5) The aquifer above the seabed is incompressible. (6) The wave field above the seabed is irrotational. (7) Darcy’s law is satisfied in the seepage of seabed. (8) The coefficient of permeability of seabed soils is constant. (9) The materials of the pipe wall are impermeable. (10) The energy loss in the propagation of waves is neglected. The seabed movement induced by waves is micro oscillation under hydrostatic equilibrium state, so the above assumptions are reasonable.For the compressible fluid in compressible medium, the governing equation for motion can be written as [41](2)ksγw∇2p=nsK∂p∂t+∂εV∂t,where ns is the porosity and K is the bulk modulus of water (K=2.18×109Pa).It is difficult to solve the coupled equations (1) and (2), so the displacement term is eliminated, and the governing equation for the pore water pressure of p can be written as [42](3)∇2p=Cs∂p∂t,in which Cs=γw/ksns/K+1/2G1-2ν/1-ν.It is supposed that the seabed is infinitely deep and the soils are homogeneous medium andp satisfies the following boundary conditions:(4)p=pw,z=dp,∂p∂r=0,r=R,p=0,z⟶-∞,where R is the radius of the pipe; dp is the buried depth to the center line of the pipe; r=x2+z21/2 as defined in Figure 1.In the calculation of the excess pore water pressure of the seabed surface, the viscous and frictional forces of water are always ignored, the vertical effective stress and shear stress in the surface of seabed are not considered, and it is approximately equal to the wave pressure at the bottom of seabed caused by waves, which is [37](5)pw=ρwHdgdk∑n=1∞nω2π2κ2F2κεn1-ε2nexp⁡inkx-ωt,where ρw is the seawater density; H is the wave height; d is the still water depth; g is the gravitational acceleration; k is the wave number determined in accordance with the linear wave theory dispersion equation; ω is the frequency of radian wave; κ is modulus; F(κ) is the first kind of ellipse integral; and ε=exp⁡(-πF′(κ)/F(κ)), in which F′(κ) is the first kind of ellipse integral; i=-1 and t stands for time. In addition, equation above was proposed based on first-order approximate cnoidal wave theory.


## 4. Solutions

Because of the existence of the pipeline, the fluid in the seabed will scatter when it reaches the pipeline. Therefore,p can be divided into two parts, one is the seepage pressure caused by waves, denoted by p1, and the other is p2, the perturbation pressure induce by the pipe:(6)p=p1+p2.When there is no pipeline in the seabed, the seepage pressurep1 caused by waves meets the following governing equations and the corresponding boundary conditions(7)∂2p1∂x2+∂2p1∂z2=Cs∂p1∂t,p1=pw,z=dp,p1=0,z⟶-∞.According to the boundary conditions, the seepage pressurep1 can be easily calculated by(8)p1=ρwHdgdk∑n=1∞nω2π2κ2F2κεn1-ε2nexp⁡Cz-dp+inkx-ωt,in which C=(nk)2-inωCs1/2.Usually, the pipe is a circular tube so that the coordinates of governing equations are transformed and then the governing equations and boundary conditions ofp2 are given as follows:(9)∂2p2∂r2+1r∂p2∂r+1r2∂2p2∂θ2=Cs∂p2∂t,p2=0,r=dp,θ=π2,∂p2∂r=-∂p1∂r,r=R,p2=0,r⟶-∞.By using the method of separation of variables, the perturbation pressurep2 caused by the pipeline can be expressed as(10)p2r,θ,t=A∑m=0∞∑n=1∞Jmμnmdprexp⁡-1Csμnmdp2tcos⁡mθ,in which Jm(·) is the first kind of Bessel function and μnm is the positive zero of Jm(·).According to the boundary condition∂p2/∂r=-∂p1/∂r, r=R, the undetermined coefficient A in (10) can be derived by(11)A=-ρwexp⁡CdpHdgdk∑m=0∞∑n=1∞nω2π2κ2F2κεn1-ε2nf′texp⁡1/Csμnm/dp2t∫02πf′θcos⁡mθdθμnm/dpJm-1μnm/dpR-m/RJmμnm/dpR,in which f′(θ)=Csin⁡θ+inkcos⁡θexp⁡(CRsin⁡θ+inkRcos⁡θ), f′(t)=exp⁡(-inωt).Then the perturbation pressurep2 induced by the pipe is calculated by(12)p2=-ρwexp⁡CdpHdgdm∑m=0∞∑n=1∞nωπ2κ2F2κ2εn1-ε2nJmμnm/dprcos⁡mθf′t∫02πf′θcos⁡mθdθμnm/dpJm-1μnm/dpR-m/RJmμnm/dpR.Therefore, the seepage pressurep at any point in the seabed can be described as(13)p=p1+p2=ρwHdgdk∑n=1∞nω2π2κ2F2κεn1-ε2nexp⁡Cz-dp+inkx-ωt-ρwexp⁡CdpHdgdk∑m=0∞∑n=1∞nω2π2κ2F2κεn1-ε2nJmμnm/dprcos⁡mθf′t∫02πcos⁡mθ·f′θdθμnm/dpJm-1μnm/dpR-k/RJmμnm/dpR.


## 5. Laboratory Tests

Till now, the experimental studies on the wave forces on submarine pipelines under the action of waves by using the cnoidal wave theory are rare. In order to verify the accuracy of the theory in this paper, large wave flume tests are carried out, and the dynamic response of seabed around the buried pipelines in shallow water is highlighted.


### 5.1. Experimental Apparatus

The tests are conducted in Test Hall for Basic Sediment Law of Nanjing Hydraulic Research Institute. The large wave flume in the laboratory is 175 m (575 ft.) long, 1.2 m (4 ft.) wide, and 1.5 m (15 ft.) deep. The effective range of wave period is 0.5~6 s. The wave-pushing plate adopts horizontal sliding plate, and the guide rail is straight line rolling type with the maximum amplitude of 300 mm. The maximum velocity of the wave-pushing plate is below 0.75 m/s.The experimental section for the tests on wave-soil-pipeline interaction is constructed in the middle of the wave flume, as shown in Figure2. The waves generated by the wave generator at one end of the flume spread through the test section and are absorbed by the slope beach of 3H : 1V at the other end. The energy of the reflected waves is reduced to 3~20% of the incident energy.Figure 2
Schematic of wave flume.The test section is 0.5 m (1.7 ft.) long, 0.6 m (2 ft.) wide, and 0.2 m (0.7 ft.) deep. A typical cross section is shown in Figure3. The pipeline is buried in the sand. The upper gravel layer (d50=10.5mm) with thickness of 1 cm is necessary to avoid the lower sand being washed away during the large wave flume tests. This layer of gravel is very permeable and may provide satisfactory pressure transmission for the sand layer. Considering the thin thickness and that the distance between the bottom of gravel layer to the center of pipeline is 9 cm, the properties of the gravel layer could be ignored. The lower sand (d50=2mm) is very uniform, and the properties of the test sand are given in Table 1.Table 1
Properties of test sand.
Properties
Values
Shear modulusG
4 × 106 Pa
Poisson’s ratioν
0.3
Porosityns
0.69
Permeabilityks
0.00075 m/s
Grain size
2 mmFigure 3
Test section.A test section of stainless steel pipeline, 0.06 m (0.197 ft.) in diameter and 0.6 m (1.967 ft.) in length, and the cylindrical surface is instrumented with eight pressure transducers. These instruments are mounted in pairs at the octant around the cylinder, as shown in Figure4.Figure 4
Layout of sensors.The 2000-type data acquisition equipment with precision of 0.01 kPa can simultaneously acquire 64-channel data, and it is developed by Tianjin Research Institute for Water Transport Engineering of China. The synchronous acquisition of pressure sensors is ensured, as shown in Figure5.Figure 5
Data acquisition instrument.The water depth for the test section is 0.15~0.5 m, and the thickness of the model seabed ish=0.15m. The loading waves are irregular with height 0.1~0.23 m, and its period is 1~2.5 s. The wave conditions are shown in Table 2. According to the research findings of Le Méhauté, the wave conditions in the tests all satisfy the cnoidal wave theory.Table 2
Wave conditions.
Depth of still waterd/m
Significant wave heightH/m
Effective wave periodT/s
0.15
0.1
1.92
0.25
0.15
1.92
0.4
0.185
1.97
0.5
0.185
1.97


### 5.2. Test Results

The response of pore water pressure in the seabed around the pipeline during tests is shown in Figure6. It can be found that, under the same wave conditions, the pore water pressure increases gradually with the increase of the water depth; the pore water pressure at the upper half of the seabed caused by waves greatly fluctuates, and the amplitude at the lower half remains fundamentally stable. For the sandy seabed, the excess pore pressure changes with time at the same depth, and its amplitude is different under the action of irregular waves with different wave periods. It has a large fluctuation, as shown in Figure 7, and its variation is different from that of the pore pressure under the action of regular waves in sandy seabed. Although the waves showed in Figure 6 belong to irregular wave, according to its wave property, it belongs to the research field of cnoidal wave.Figure 6
Measured pore pressure in seabed.
(a)
d= 0.25 m
(b)
d = 0.5 mFigure 7
Measured pore pressure under different wave periods.The dynamic response of elastic seabed around the pipelines under the influence of nonlinear wave loads is studied by using the method of separation of variables. The theoretical results are compared with the measured ones in Figure8. The wave pressure on the surface of seabed (P0, z=0m) adopts the cnoidal nonlinear wave theory. From this figure, it can be found that the pore water pressure around the pipeline has a sinusoidal distribution. The largest dynamic pore pressure is at the top of the cylinder and the smallest one exists at the bottom, and it becomes more obvious as the water depth increases. The theoretical values agree well with the test ones, and the test values of pore pressure in seabed around the pipelines are less than the theoretical ones. The theory is suitable for the infinitely deep soils, while in the tests the soils are shallow to intermediate with respect to the wavelength. The infinitely deep soils cause greater dynamic pressure attenuation than the finite depth soils; consequently, the theoretical values for the infinitely deep soils should fall below the experimental observations. At the same time, in order to prevent the sand from flowing into the sensors and influencing the test results, geotextile is packaged at the outside of the sensors during the tests, which will also make the measured results small to certain extent.Figure 8
Comparison between theoretical and test results.
(a)
(b)
(c)
(d)


## 5.1. Experimental Apparatus

The tests are conducted in Test Hall for Basic Sediment Law of Nanjing Hydraulic Research Institute. The large wave flume in the laboratory is 175 m (575 ft.) long, 1.2 m (4 ft.) wide, and 1.5 m (15 ft.) deep. The effective range of wave period is 0.5~6 s. The wave-pushing plate adopts horizontal sliding plate, and the guide rail is straight line rolling type with the maximum amplitude of 300 mm. The maximum velocity of the wave-pushing plate is below 0.75 m/s.The experimental section for the tests on wave-soil-pipeline interaction is constructed in the middle of the wave flume, as shown in Figure2. The waves generated by the wave generator at one end of the flume spread through the test section and are absorbed by the slope beach of 3H : 1V at the other end. The energy of the reflected waves is reduced to 3~20% of the incident energy.Figure 2
Schematic of wave flume.The test section is 0.5 m (1.7 ft.) long, 0.6 m (2 ft.) wide, and 0.2 m (0.7 ft.) deep. A typical cross section is shown in Figure3. The pipeline is buried in the sand. The upper gravel layer (d50=10.5mm) with thickness of 1 cm is necessary to avoid the lower sand being washed away during the large wave flume tests. This layer of gravel is very permeable and may provide satisfactory pressure transmission for the sand layer. Considering the thin thickness and that the distance between the bottom of gravel layer to the center of pipeline is 9 cm, the properties of the gravel layer could be ignored. The lower sand (d50=2mm) is very uniform, and the properties of the test sand are given in Table 1.Table 1
Properties of test sand.
Properties
Values
Shear modulusG
4 × 106 Pa
Poisson’s ratioν
0.3
Porosityns
0.69
Permeabilityks
0.00075 m/s
Grain size
2 mmFigure 3
Test section.A test section of stainless steel pipeline, 0.06 m (0.197 ft.) in diameter and 0.6 m (1.967 ft.) in length, and the cylindrical surface is instrumented with eight pressure transducers. These instruments are mounted in pairs at the octant around the cylinder, as shown in Figure4.Figure 4
Layout of sensors.The 2000-type data acquisition equipment with precision of 0.01 kPa can simultaneously acquire 64-channel data, and it is developed by Tianjin Research Institute for Water Transport Engineering of China. The synchronous acquisition of pressure sensors is ensured, as shown in Figure5.Figure 5
Data acquisition instrument.The water depth for the test section is 0.15~0.5 m, and the thickness of the model seabed ish=0.15m. The loading waves are irregular with height 0.1~0.23 m, and its period is 1~2.5 s. The wave conditions are shown in Table 2. According to the research findings of Le Méhauté, the wave conditions in the tests all satisfy the cnoidal wave theory.Table 2
Wave conditions.
Depth of still waterd/m
Significant wave heightH/m
Effective wave periodT/s
0.15
0.1
1.92
0.25
0.15
1.92
0.4
0.185
1.97
0.5
0.185
1.97


## 5.2. Test Results

The response of pore water pressure in the seabed around the pipeline during tests is shown in Figure6. It can be found that, under the same wave conditions, the pore water pressure increases gradually with the increase of the water depth; the pore water pressure at the upper half of the seabed caused by waves greatly fluctuates, and the amplitude at the lower half remains fundamentally stable. For the sandy seabed, the excess pore pressure changes with time at the same depth, and its amplitude is different under the action of irregular waves with different wave periods. It has a large fluctuation, as shown in Figure 7, and its variation is different from that of the pore pressure under the action of regular waves in sandy seabed. Although the waves showed in Figure 6 belong to irregular wave, according to its wave property, it belongs to the research field of cnoidal wave.Figure 6
Measured pore pressure in seabed.
(a)
d= 0.25 m
(b)
d = 0.5 mFigure 7
Measured pore pressure under different wave periods.The dynamic response of elastic seabed around the pipelines under the influence of nonlinear wave loads is studied by using the method of separation of variables. The theoretical results are compared with the measured ones in Figure8. The wave pressure on the surface of seabed (P0, z=0m) adopts the cnoidal nonlinear wave theory. From this figure, it can be found that the pore water pressure around the pipeline has a sinusoidal distribution. The largest dynamic pore pressure is at the top of the cylinder and the smallest one exists at the bottom, and it becomes more obvious as the water depth increases. The theoretical values agree well with the test ones, and the test values of pore pressure in seabed around the pipelines are less than the theoretical ones. The theory is suitable for the infinitely deep soils, while in the tests the soils are shallow to intermediate with respect to the wavelength. The infinitely deep soils cause greater dynamic pressure attenuation than the finite depth soils; consequently, the theoretical values for the infinitely deep soils should fall below the experimental observations. At the same time, in order to prevent the sand from flowing into the sensors and influencing the test results, geotextile is packaged at the outside of the sensors during the tests, which will also make the measured results small to certain extent.Figure 8
Comparison between theoretical and test results.
(a)
(b)
(c)
(d)


## 6. Conclusions

Based on the Biot consolidation theory and the first-order approximate cnoidal wave theory, the analytical solutions of pore water pressure around the buried pipelines in seabed with infinite depth are derived. Large wave flume tests are carried out to study the dynamic response around the pipeline under the action of nonlinear waves. The test results show that the pore water pressure in seabed around the pipeline has a sinusoidal distribution under the action of nonlinear waves, and the largest value occurs at the position of 90° around the pipeline and the minimum one exists at the position of 270°. A certain point of pore water pressure in seabed has an irregularly periodical change. As the water depth increases, the pore water pressure in the seabed soils increases, and when it closes to the seabed surface, influence caused by waves will become more obvious. In this paper, the theoretical results are roughly the same as the test ones. Accordingly it can be considered that the proposed theory is feasible and valuable for marine projects.



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*Source: 898572-2015-10-20.xml*