# Natural Frequencies and Mode Shapes of Drill Pipe in Subsea Xmas Tree Installation

Authors: Wensheng Xiao; Haozhi Qin; Jian Liu; Qi Liu; Junguo Cui; Fengde Wang
Journal: Mathematical Problems in Engineering
 (2020)

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## Abstract

In this study, experimental and numerical investigations on the vibration characteristics of a drill pipe during the lowering of a subsea Xmas tree were presented. A fourth-order partial differential equation with variable coefficients was established based on Euler–Bernoulli beam theory. The natural frequencies and mode shapes are obtained by using the differential transformation method. Four drill pipe models of different sizes were used in the experiments which were measured using piezoelectric acceleration sensors and fiber Bragg grating sensors, respectively. The factors that affect the natural frequencies and mode shapes, such as length, diameter, lumped mass, and boundary conditions, were analyzed. The results show that all factors have remarkable effects on the natural frequency, but changes in the length and diameter of the pipe have little effect on the mode shapes; the main factors affecting the mode shape are the boundary conditions and lumped mass. The results of the numerical calculation were validated by a comparison with the experimental results and showed good agreement.


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## Body

## 1. Introduction

A subsea Xmas tree (hereafter referred to simply as a tree) is a key piece of equipment in a subsea production system and is widely used in deep water [1]. The installation cost and installation risk in deep water have risen rapidly relative to those in shallow water due to the complex combination of waves and currents [2]. A deep water drill pipe (hereafter referred to simply as a pipe), which is a slender and elastic cylinder, may experience vortex-induced vibration (VIV) exerted by currents and waves. Such vibrations due to vortex shedding lead to cyclic stresses and could result in fatigue damage [3]. In order to improve the service life of the drill pipe, the natural frequency of the system is usually separated from the excitation frequency. Therefore, it is necessary to predict the natural frequency and mode shape of the pipe.The power series method, the Wentzel–Kramers–Brillouin (WKB) method, the dynamic stiffness method, the variable conversion technique, and other numerical methods have been applied to calculate the vibration characteristics of cylindrical structures such as the pipe or marine risers. Dareing and Huang [3] used the power series method to solve the vibration partial differential equation and obtained an approximate solution for the frequencies of the riser operating in water depths up to 600 ft. Soltanahmadi [4] presented a method based on Fourier analysis to determine the natural frequencies of systems containing either single and multiple flexible risers from the numerically predicted results; this method showed good results in comparison with the linearization method studied by Triantafyllou and Bliek [5]. A simplified analytical approach was proposed by Sparks [6] to examine the physics of the transverse modal vibrations of risers induced by VIV; he believed the flexural rigidity (EI) generally has a small influence on the natural frequency of deep water riser in the low-frequency domain. Considering internal flows, Krawczyk [7] used the Galerkin finite element method to find the fundamental natural frequencies for various internal flows by neglecting the flexural stiffness of the riser; it was also found that the fundamental natural frequency decreases as the velocity of the internal fluid increases. Montoya-Hernández et al. [8] presented a numerical algorithm to evaluate the natural frequency of marine production risers under internal multiphase flow, in which the riser behavior is affected by the internal fluid density. The solution of the nonlinear partial differential equation involves variable coefficients that cause research on the dynamic responses of marine risers to be highly complex [9], as it is evident in equation (1) later in this paper. In previous research, authors usually simplified the governing equation by ignoring the flexural rigidity and assuming a uniform tension. Although this method is considered to be effective, the accuracy of this approach was found to be limited to low-mode frequencies.In addition to practical marine engineering researchers, theoretical researchers have focused on the vibration analysis of tensioned beams. Howson and Williams [10] presented a convenient dynamic stiffness matrix method to analyze the natural frequencies of Timoshenko beam under constant tension. The WKB-based dynamic stiffness method [11] has been applied to study the nonuniform marine risers based on the assumption that the properties within risers slowly vary. Based on the Wittrick–Williams algorithm, Si et al. [12] presented a new Newton-type method for nonlinear eigenvalue problems that results in secure second-order convergence at natural frequencies and on mode vectors. Xi et al. [13] investigated the free transverse vibrations of standing and hanging Rayleigh beam-columns subjected to a vertically orientated gravity load; by seeking a nontrivial solution of the partial differential equation of motion for the transverse deflection, the natural frequencies and mode shapes of the beam-columns were calculated. In addition, through both experimental and theoretical analyses, Virgin et al. [14] confirmed that the natural frequencies of very slender vertical cantilevers are affected by their orientation due to gravity. In addition, Anye and Ziguo [15] transformed the fourth order differential equation of a Rayleigh beam into a second-order Fredholm integral equation and obtained the frequency equation by the integral equation method.The differential transformation method (DTM) is particularly effective when solving the initial and boundary value problem of the nonlinear partial differential equations [16], and thus has been used with some success in applied mathematics in recent years. The DTM, a transformation technique based on Taylor series expansion, is used to solve the ordinary and partial differential equation approximately [17]. This method reduces the governing differential equation and the boundary conditions to a set of algebraic equations according to certain transformation rules. Hence, the DTM is treated as an iterative procedure to get higher order series. Mei [18] applied DTM to analyze the free lateral vibrations of a centrifugally stiffened rotating Euler–Bernoulli beam and obtained the natural frequencies and mode shapes. Ho and Chen [19] solved the free and forced vibration problems of a general elastically end-restrained nonuniform beam resting on a nonhomogeneous elastic foundation and subjected to axial tensile and transverse forces. Chen et al. [9] used the DTM to calculate the natural frequency of a marine riser and compared their findings with the numerical and experimental results obtained by other methods.Regarding the vibrations of circular slender rod-like structures such as marine risers or drill pipes, most previous studies used boundary conditions in which the ends are fixed or hinged. In recent years, scholars have performed many studies on the vibration characteristics of cylindrical structures such as drill risers or drill pipes; however, most of these investigations focused on risers in working environments, whereas the vibration characteristics of risers or pipes during the installation process have not been frequently reported.In this paper, the DTM is applied to solve the vibration problems of a suspended pipe. The governing differential equation is transformed into a recursive algebraic equation, and the boundary conditions are also transformed into simple algebraic equations. Thus, the difficulty of solving governing differential equation is greatly reduced. Furthermore, the analytical model is validated by comparing the experimentally measured natural frequencies of a marine riser model with the predicted ones.


## 2. Mathematical Model

### 2.1. Governing Equation

In the process of installing a tree, the top of the pipe is connected with a vessel through rigid coupling [20], and the bottom is connected to the tree as a lumped mass. The pipe is subjected to the axial tension force generated by the self-weight and the tree weight and also the lateral force generated by the combined action of wave and current, as shown in Figure 1(a).Figure 1
(a) Schematic diagram and (b) mechanical analysis model for the subsea Xmas tree installation process.
(a)(b)To conveniently calculate and derive the formula, the following assumptions are applied during the deduction of the governing equation:(i)
The material of the drill pipe is linearly elastic, isotropous, and homogeneous.(ii)
The outer pipe diameter is constant.(iii)
The mechanical characteristics of the pipe are measured under large deformation with a small strain:(1)∂2∂z2ExIx∂2xz,t∂z2−∂∂zTz∂xz,t∂z+mez∂2xz,t∂t2=0.In equation (1), t is the time; z is the coordinate measured along the axis of the pipe; x(z, t) is the transverse deflection of the beam axis and is a function of the vertical coordinate z and time t; E(x) is the modulus of elasticity; I(x) is the area moment of inertia; me(z) is the effective mass of the pipe per unit length; and T(z) is the axial tension force of the beam.For a hang-off drilling pipe,T(z) can be represented by the following:(2)w=14πgρs−ρwD2−d2,Tz=mBg+∫zlwdz,where z is the distance from the section to the top of the pipe; wz is the net weight of the pipe (per unit length); mBg is the suspend weight at the pipe bottom, i.e., the combined weight of the tree and installation tool; ρs is the density of the pipe; ρw is the density of seawater; and D and d are the outer and inner diameters of the pipe, respectively.The effective mass of the pipe per unit length includes the pipe body, internal fluid, and added mass.me(z) is calculated by(3)mez=mp+mf+ma,mp=14πρsD2−d2,mf=14πρfd2,ma=14πCaρwD2,where mp is the mass of the pipe; mf is the mass of the internal fluid; ma is the added mass; Ca is the added mass factor; and ρf is the density of the internal fluid. The internal and external fluids are both seawater with the same density because seawater can flow freely into the pipe from the bottom of the tree during the lowering process.Equation (4) presents the boundary conditions of the pipe at z = 0 and z = l:(4)xz,tz=0=0,∂xz,t∂zz=0=0,−EzIx∂3xz,t∂z3z=l+Tz∂xz,t∂z=−mBz∂2xz,t∂t2z=l,EzIx∂2xz,t∂z2z=l=0.In order to solve equation (1), the separation of variable method is used as follows:(5)xz,t=φzγt,where the lateral deflection of the pipe is expressed as the product of a spatial function φ(z) and a temporal function γ(t).The governing equation of the pipe can be deduced by substituting equation (5) into equation (1) as follows:(6)∂2∂z2EzIz∂2φz∂z2−∂∂zTz∂φz∂z−mezω2φz=0.The boundary condition equations of the pipe can be converted into a new form by substituting equation (5) into equation (4) as follows:(7)φzz=0=0,∂φz∂zz=0=0,−EzIz∂3φz∂z3z=l+Tz∂φz∂z=−mBzω2φzz=l,EzIz∂2φz∂z2z=l=0.


### 2.2. Dimensionless Transformation

Two nondimensional parameters:(8)z¯=zl,φ¯=φl.Using a spectral representation [21], equation (6) can be written as follows:(9)∂2∂z¯2EzIz∂2φz¯∂z¯2−l2∂∂z¯Tz∂φz¯∂z¯−mez¯ω2l4φz¯=0.Both sides of equation (6) are then divided by E(0) I(0):(10)∂2∂z¯2EzIzE0I0∂2φz¯∂z¯2−∂∂z¯l2TzE0I0∂φz¯∂z¯−mez¯ω2l4E0I0φz¯=0,where the following dimensionless quantities can be defined:(11)az¯=EzIzE0I0,bz¯=l2TzE0I0,qz¯=mez¯me0,λ4=me0ω2l4E0I0.Equation (10) can be written as follows:(12)∂2∂z¯2az¯∂2φz¯∂z¯2−∂∂z¯bz¯∂φz¯∂z¯−qz¯λ4φz¯=0.The same dimensionless treatment method is used, and the nondimensional boundary conditions become(13)φz¯z¯=0=0,∂φz¯∂z¯z¯=0=0,az¯∂3φz¯∂z¯3z¯=l−bz¯∂φz¯∂z¯−ζmλ2φz¯z¯=l=0,∂2φz¯∂z¯2z¯=l=0,where ζm=mB/me0l.


### 2.3. Extracting the Frequencies and Mode Shapes by the DTM

The differential transformation of thekth-order derivative of a function ϕ(z) is represented as follows:(14)Φk=1k!∂kφz¯∂z¯kz¯=z¯0,0≤z¯≤1,where Φ(k) is referred to as the kth-order differential transformation (T-function) at the point x = x0. x0 = 0 is usually assumed for convenience but is not necessary. The inverse differential transformation can be written in the following form:(15)φz¯=∑k∞z¯−z¯0k1k!∂kφz¯∂z¯k=∑k∞z¯−z¯0kΦk.Equation (15) implies that the DTM is derived from Taylor series expansion of the function ϕ(z) at z = z0.The fundamental transformation rules [22] are listed in Table 1.Table 1
Basic operations for applications of differential transformation.
Original functionf(z)Transformed functionF(k)fz=λgzFk=λGkfz=gz±hzFk=Gx±Hkfz=gzhzFk=∑r=0kGr±Hk−rfz=g1zg2z⋯gn−1zgnzFk=∑kn−1=0k∑kn−2=0kn−1⋯∑k2=0k3∑k1=0k2G1k1G2k2−k1⋯Gn−1kn−1−kn−2Gnkn−kn−1fz=dkgz/dxkFk=k+1k+2⋯k+iGk+iBased on the differential transformation of equation (14) and the basic operations in Table 1, the governing equation in equation (12) can be converted into the following recursive equation:(16)∑r=0kAk−rr+1r+2r+3r+4Φr+4+2∑r=0kk−r+1Ak−r+1r+1r+2r+3Φr+3+∑r=0kk−r+1k−r+2Ak−r+2r+1r+2Φr+2−∑r=0kBk−rr+1r+2Φr+2−∑r=0kk−r+1Bk−r+1r+1Φr+1=λ4ΦrQk−r,where Φ(k), A(k), B(k), and Q(k) are the transformed functions of ϕ(z), a(z), b(z), and q(z), respectively.The transformed boundary condition equations can be deduced by substituting equation (15) into equation (13) as follows:(17)∑k=0∞z¯−z¯0kΦkz¯=0=0,∑k=0∞kz¯−z¯0k−1Φkz¯=0=0,az¯∑k=0∞kk−1k−2z¯−z¯0k−3Φkz¯=1−bz¯∑k=0∞kz¯−z¯0k−1Φkz¯=1+ζmλ2∑k=0∞z¯−z¯0kΦkz¯=1=0,∑k=0∞kk−1z¯−z¯0k−2Φkz¯=1=0.Considering that equation (16) is a recursive formula; suppose Φ(0) = ξ1, Φ(1) = ξ2, Φ(2) = ξ3, and Φ(3) = ξ4; therefore, Φ(k) can be represented by ξ1, ξ2, ξ3, and ξ4. Then, substitute these terms into the four boundary conditions of equation (17). A set of homogeneous equations of quaternion polynomials can be obtained, which can be assembled into a matrix equation of the following form:(18)A4×4ξ1,ξ2,ξ3,ξ41×4T=0,where [A] is the coefficient matrix of equation (15). In order to ensure that equation (18) has nontrivial solutions, the determinant of matrix [A] must be equal to zero, which will reveal an nth-order polynomial about the eigenvalue λ. Thus, the eigenvalue λ can be obtained by solving the polynomial and subsequently solving for the natural frequency of the pipe as follows:(19)ω=λ2l2EIme.The mode shapes of the pipe can be obtained once the values ofλ are found. By setting ξ1 = 1, ξ2, ξ3, and ξ4 can be determined by substituting λ into equation (18). After obtaining ξ1∼ξ4, the Φ(k) can be generated by equation (16), which will allow the mode shape to be solved by the differential inverse transformation of equation (15), which can be subsequently normalized as follows [22]:(20)φz=φz∫01φzdz.


## 2.1. Governing Equation

In the process of installing a tree, the top of the pipe is connected with a vessel through rigid coupling [20], and the bottom is connected to the tree as a lumped mass. The pipe is subjected to the axial tension force generated by the self-weight and the tree weight and also the lateral force generated by the combined action of wave and current, as shown in Figure 1(a).Figure 1
(a) Schematic diagram and (b) mechanical analysis model for the subsea Xmas tree installation process.
(a)(b)To conveniently calculate and derive the formula, the following assumptions are applied during the deduction of the governing equation:(i)
The material of the drill pipe is linearly elastic, isotropous, and homogeneous.(ii)
The outer pipe diameter is constant.(iii)
The mechanical characteristics of the pipe are measured under large deformation with a small strain:(1)∂2∂z2ExIx∂2xz,t∂z2−∂∂zTz∂xz,t∂z+mez∂2xz,t∂t2=0.In equation (1), t is the time; z is the coordinate measured along the axis of the pipe; x(z, t) is the transverse deflection of the beam axis and is a function of the vertical coordinate z and time t; E(x) is the modulus of elasticity; I(x) is the area moment of inertia; me(z) is the effective mass of the pipe per unit length; and T(z) is the axial tension force of the beam.For a hang-off drilling pipe,T(z) can be represented by the following:(2)w=14πgρs−ρwD2−d2,Tz=mBg+∫zlwdz,where z is the distance from the section to the top of the pipe; wz is the net weight of the pipe (per unit length); mBg is the suspend weight at the pipe bottom, i.e., the combined weight of the tree and installation tool; ρs is the density of the pipe; ρw is the density of seawater; and D and d are the outer and inner diameters of the pipe, respectively.The effective mass of the pipe per unit length includes the pipe body, internal fluid, and added mass.me(z) is calculated by(3)mez=mp+mf+ma,mp=14πρsD2−d2,mf=14πρfd2,ma=14πCaρwD2,where mp is the mass of the pipe; mf is the mass of the internal fluid; ma is the added mass; Ca is the added mass factor; and ρf is the density of the internal fluid. The internal and external fluids are both seawater with the same density because seawater can flow freely into the pipe from the bottom of the tree during the lowering process.Equation (4) presents the boundary conditions of the pipe at z = 0 and z = l:(4)xz,tz=0=0,∂xz,t∂zz=0=0,−EzIx∂3xz,t∂z3z=l+Tz∂xz,t∂z=−mBz∂2xz,t∂t2z=l,EzIx∂2xz,t∂z2z=l=0.In order to solve equation (1), the separation of variable method is used as follows:(5)xz,t=φzγt,where the lateral deflection of the pipe is expressed as the product of a spatial function φ(z) and a temporal function γ(t).The governing equation of the pipe can be deduced by substituting equation (5) into equation (1) as follows:(6)∂2∂z2EzIz∂2φz∂z2−∂∂zTz∂φz∂z−mezω2φz=0.The boundary condition equations of the pipe can be converted into a new form by substituting equation (5) into equation (4) as follows:(7)φzz=0=0,∂φz∂zz=0=0,−EzIz∂3φz∂z3z=l+Tz∂φz∂z=−mBzω2φzz=l,EzIz∂2φz∂z2z=l=0.


## 2.2. Dimensionless Transformation

Two nondimensional parameters:(8)z¯=zl,φ¯=φl.Using a spectral representation [21], equation (6) can be written as follows:(9)∂2∂z¯2EzIz∂2φz¯∂z¯2−l2∂∂z¯Tz∂φz¯∂z¯−mez¯ω2l4φz¯=0.Both sides of equation (6) are then divided by E(0) I(0):(10)∂2∂z¯2EzIzE0I0∂2φz¯∂z¯2−∂∂z¯l2TzE0I0∂φz¯∂z¯−mez¯ω2l4E0I0φz¯=0,where the following dimensionless quantities can be defined:(11)az¯=EzIzE0I0,bz¯=l2TzE0I0,qz¯=mez¯me0,λ4=me0ω2l4E0I0.Equation (10) can be written as follows:(12)∂2∂z¯2az¯∂2φz¯∂z¯2−∂∂z¯bz¯∂φz¯∂z¯−qz¯λ4φz¯=0.The same dimensionless treatment method is used, and the nondimensional boundary conditions become(13)φz¯z¯=0=0,∂φz¯∂z¯z¯=0=0,az¯∂3φz¯∂z¯3z¯=l−bz¯∂φz¯∂z¯−ζmλ2φz¯z¯=l=0,∂2φz¯∂z¯2z¯=l=0,where ζm=mB/me0l.


## 2.3. Extracting the Frequencies and Mode Shapes by the DTM

The differential transformation of thekth-order derivative of a function ϕ(z) is represented as follows:(14)Φk=1k!∂kφz¯∂z¯kz¯=z¯0,0≤z¯≤1,where Φ(k) is referred to as the kth-order differential transformation (T-function) at the point x = x0. x0 = 0 is usually assumed for convenience but is not necessary. The inverse differential transformation can be written in the following form:(15)φz¯=∑k∞z¯−z¯0k1k!∂kφz¯∂z¯k=∑k∞z¯−z¯0kΦk.Equation (15) implies that the DTM is derived from Taylor series expansion of the function ϕ(z) at z = z0.The fundamental transformation rules [22] are listed in Table 1.Table 1
Basic operations for applications of differential transformation.
Original functionf(z)Transformed functionF(k)fz=λgzFk=λGkfz=gz±hzFk=Gx±Hkfz=gzhzFk=∑r=0kGr±Hk−rfz=g1zg2z⋯gn−1zgnzFk=∑kn−1=0k∑kn−2=0kn−1⋯∑k2=0k3∑k1=0k2G1k1G2k2−k1⋯Gn−1kn−1−kn−2Gnkn−kn−1fz=dkgz/dxkFk=k+1k+2⋯k+iGk+iBased on the differential transformation of equation (14) and the basic operations in Table 1, the governing equation in equation (12) can be converted into the following recursive equation:(16)∑r=0kAk−rr+1r+2r+3r+4Φr+4+2∑r=0kk−r+1Ak−r+1r+1r+2r+3Φr+3+∑r=0kk−r+1k−r+2Ak−r+2r+1r+2Φr+2−∑r=0kBk−rr+1r+2Φr+2−∑r=0kk−r+1Bk−r+1r+1Φr+1=λ4ΦrQk−r,where Φ(k), A(k), B(k), and Q(k) are the transformed functions of ϕ(z), a(z), b(z), and q(z), respectively.The transformed boundary condition equations can be deduced by substituting equation (15) into equation (13) as follows:(17)∑k=0∞z¯−z¯0kΦkz¯=0=0,∑k=0∞kz¯−z¯0k−1Φkz¯=0=0,az¯∑k=0∞kk−1k−2z¯−z¯0k−3Φkz¯=1−bz¯∑k=0∞kz¯−z¯0k−1Φkz¯=1+ζmλ2∑k=0∞z¯−z¯0kΦkz¯=1=0,∑k=0∞kk−1z¯−z¯0k−2Φkz¯=1=0.Considering that equation (16) is a recursive formula; suppose Φ(0) = ξ1, Φ(1) = ξ2, Φ(2) = ξ3, and Φ(3) = ξ4; therefore, Φ(k) can be represented by ξ1, ξ2, ξ3, and ξ4. Then, substitute these terms into the four boundary conditions of equation (17). A set of homogeneous equations of quaternion polynomials can be obtained, which can be assembled into a matrix equation of the following form:(18)A4×4ξ1,ξ2,ξ3,ξ41×4T=0,where [A] is the coefficient matrix of equation (15). In order to ensure that equation (18) has nontrivial solutions, the determinant of matrix [A] must be equal to zero, which will reveal an nth-order polynomial about the eigenvalue λ. Thus, the eigenvalue λ can be obtained by solving the polynomial and subsequently solving for the natural frequency of the pipe as follows:(19)ω=λ2l2EIme.The mode shapes of the pipe can be obtained once the values ofλ are found. By setting ξ1 = 1, ξ2, ξ3, and ξ4 can be determined by substituting λ into equation (18). After obtaining ξ1∼ξ4, the Φ(k) can be generated by equation (16), which will allow the mode shape to be solved by the differential inverse transformation of equation (15), which can be subsequently normalized as follows [22]:(20)φz=φz∫01φzdz.


## 3. Model Experiment

### 3.1. Experiment Set

In order to verify whether the method can be used to calculate the frequency of the pipe when lowering a subsea Xmas tree, four drill pipe models of different sizes were made from stainless steel (SUS 304), and their properties are listed in Table2. The top end of the model was fixed on the bracket and the bottom part was set to be free as a lumped mass, as shown in Figure 2. The experiment was carried out in a tank (1500 mm long × 800 mm wide × 950 mm deep) which was designed and constructed for water research. Water flowed freely in the model, and we assumed that the entrained water in the simulation scheme vibrate with the model.Table 2
Characteristics of the pipe model.
PropertyValueModel 1Model 2Model 3Model 4Length of the pipe (l) m0.91.50.91.5Outside diameter (D) mm10104040Thickness of pipe (δ) mm112.32.3Density of drill pipe (ρs) kg/m37930793079307930Elastic modulus of steel (E) GPa206206206206Add mass coefficient (Ca)1111Bottom mass of model (WB) kg0∼0.550∼0.550∼50∼5Figure 2
Riser pipe model and its part. (a) Pipe model and measuring devices and (b) part of the pipe model.
(a)(b)Two kinds of sensors were used to test the natural frequency of model: the piezoelectric acceleration (PA) sensor and the fiber Bragg grating (FBG) sensor. As shown in Figure2, the optical sensing interrogator, which has a full spectrum at 5 kHz with 80 nm and a wavelength accuracy of 2 pm/3 pm, was used to detect optical signals from the FBG sensor. The PA sensor signal was collected and processed by a DH5902N data acquisition and analysis system with a 2 kHz sampling rate.Seven locations were selected to place the PA sensors and FBG sensors; their arrangements are shown in Figure3. “x1” was used to capture the x-axis vibration, and “y2” was used to capture the y-axis vibration.Figure 3
Schematic view of the pipe model and measuring points in experiment: (a) a schematic diagram of sensors, (b) a picture of pipe model with sensors, and (c) sensors.
(a)(b)(c)


### 3.2. Test Content

In this paper, we carried out oscillating experiments in still water. The values of the diameterD and the lumped mass m used in experiment for all test cases are listed in Table 3.Table 3
Experimental conditions.
The diameterD (mm)Pipe lengthL (mm)The lumped mass:m (g)0103206309412515Model 110900Exp1Exp2Exp3Exp4Exp5Exp6Model 2101500Exp7Exp8Exp9Exp10Exp11Exp12The diameterD (mm)Pipe lengthL (mm)The lumped mass:m (g)011552097303239724912Model 340900Exp13Exp14Exp15Exp16Exp17Exp18Model 4401500Exp19Exp20Exp21Exp22Exp23Exp24


### 3.3. DTM

Since the pipe model adopted in this paper is uniform in the whole length direction, the governing equation of equation (10) can be simplified as follows:(21)d4φz¯dz¯4−ddz¯α−βz¯dφz¯dz¯−λ4φz¯=0,where α=l2/EIwl+mBg, β=wl3/EI, and λ4=meω2l4/EI. Equation (16) can be correspondingly converted into the following recursive equation using the DTM:(22)Φk+4=μ+vx0Φk+2k+3k+4+vk+1Φk+1k+2k+3k+4+λ4Φkk+1k+2k+3k+4.


### 3.4. Experimental Results

Table4 shows the error in the prediction of the natural frequencies of the model pipe, where the error is defined as the percentage of the ratio of the absolute difference between experimental values and theoretical calculating values. Error1 is the error between value measured by the PA sensor and the theoretical calculating value; the maximum error occurs at the fourth frequency of Exp20, and the error is 15.53%, while the minimum error is 0.04%, which occurs at the fourth frequency of Exp10, and the average error is less than 5%. Error2 represents the error between the value from the FBG sensor and the theoretical calculating value; the maximum error is 8.93%, which occurs at the fifth frequency of Exp22, while the smallest error is 0.05% for the fifth frequency of Exp21, and the mean error is 2.8%. Error3 is the error between the two experimental sensors, and the mean error is 3.09%. The frequency obtained using the DTM is acceptable enough for design purposes because the mean error is generally less than 5%; thus, the frequency of the pipe when lowering a subsea Xmas tree can be determined using the equations and technique proposed in this paper.Table 4
Error of predicted natural frequencies in experimental cases.
CaseNatural frequencyTheoretical valuePAFBGError1 (%)Error2 (%)Error3 (%)Exp11st10.514710.786310.34012.581.664.142nd65.823560.424863.28128.203.864.733rd184.2873174.5605176.10255.284.440.884th361.1188345.4591345.33084.344.370.045th596.9475562.7441580.53265.732.753.166th891.7300825.1953825.32197.467.450.02Exp21st6.50767.32436.298312.553.2214.012nd51.343248.828150.52114.901.603.473rd155.5492151.3672153.60252.691.251.484th318.0149313.1104312.91781.541.600.065th539.2983520.6299520.60023.463.470.016th819.4665800.2637810.24382.341.131.25Exp31st5.18235.41455.03714.482.806.972nd49.199647.607447.59333.243.260.033rd152.8061150.7568152.41191.340.261.104th315.0362310.3311311.54921.491.110.395th536.1817515.8887517.59793.783.470.336th816.2613788.8086797.33213.362.321.08Exp41st4.43924.88284.14149.996.7115.182nd48.309247.607447.62911.451.410.053rd151.7448149.5361150.21241.461.010.454th313.9227307.0068310.47642.201.101.135th535.0382509.0332516.14354.863.531.406th815.0991787.5117793.81373.382.610.80Exp51st3.94873.85213.88282.451.670.802nd47.826047.607447.48520.460.710.263rd151.1870147.0947148.79142.711.581.154th313.3460296.6309307.14575.331.983.545th534.4506490.957515.07868.143.624.916th814.5047781.6836789.81124.033.031.04Exp61st3.59453.68283.43922.464.326.612nd47.525546.997146.95731.111.200.083rd150.8466144.8877140.83173.956.642.804th312.9971294.8539297.33335.805.000.845th534.0966487.3223513.52678.763.855.386th814.1477779.2041782.87264.293.840.47Exp71st3.63113.91963.73997.943.004.582nd22.635324.473122.88638.121.116.483rd63.344566.791661.71965.442.577.594th124.1114118.3987120.81294.602.662.045th205.1518192.9841197.63975.933.662.416th306.4508281.2845300.10038.212.076.69Exp81st2.62042.84892.75378.725.093.342nd18.466819.365418.28734.870.975.573rd54.614560.463157.333610.714.985.184th110.6133116.6287112.71685.441.903.355th186.7600192.7039189.05393.181.231.896th283.1069270.4674274.44444.463.061.47Exp91st2.18332.34162.23967.252.584.362nd17.518918.843118.05397.563.054.193rd53.276757.974355.81138.824.763.734th109.0850112.8110.33363.411.142.195th185.1139189.7431185.69872.500.322.136th281.3824269.1264273.12494.362.931.49Exp101st1.91612.13412.022311.385.545.242nd17.088616.463117.25743.660.994.823rd52.725954.759853.74343.861.931.864th108.4875108.4394109.22530.040.680.725th184.4890183.3648183.54640.610.510.106th280.7400265.153265.32545.555.490.07Exp111st1.73191.88211.77468.672.465.712nd16.846816.142816.33944.183.011.223rd52.430751.368951.85312.031.100.944th108.1746106.2254107.10381.800.990.835th184.1660179.6413177.65992.463.531.106th280.4105261.2791260.73976.827.010.21Exp121st1.59551.73251.73658.588.830.232nd16.694515.954215.99874.434.170.283rd52.250149.25448.43555.737.301.664th107.9857103.3634105.33334.282.461.915th183.9724174.9213176.51894.924.050.916th280.2139254.3864259.25479.227.481.91Exp131st36.869834.48616.47%3.053.656.472nd231.0448223.33593.34%0.502.933.343rd646.9281673.78814.15%0.603.414.154th1267.71871307.8293.16%3.380.213.165th2095.62842345.23811.91%8.862.7211.916th3130.50473380.7167.99%5.382.427.99Exp141st23.764125.953322.61449.214.8412.872nd182.1634192.5408189.48245.704.021.593rd548.7162520.1795540.87445.201.433.984th1119.4019999.78361089.324410.692.698.965th1896.44591785.1271823.82485.873.832.176th2880.14612769.7592898.08933.830.624.63Exp151st19.529620.237818.85133.633.476.852nd174.6356187.4995183.91047.375.311.913rd538.8244513.7513533.01324.651.083.754th1108.51601174.4661089.73475.951.697.215th1884.97081773.4791736.24375.917.892.106th2868.28902537.4922727.309911.534.927.48Exp161st16.982015.71316.41317.473.354.462nd171.1710159.9923170.08446.530.636.313rd534.5942551.7963547.21453.222.360.834th1104.02621208.1981137.19449.443.005.885th1880.33181976.1871901.0035.101.103.806th2863.55602761.7612844.76723.550.663.01Exp171st15.218415.134915.21240.550.040.512nd169.1611174.3981177.19783.104.751.613rd532.2258530.1284546.24460.392.633.044th1101.55361194.76411116.33458.461.346.565th1877.79961966.94321894.14874.750.873.706th2860.98662733.96732819.66874.441.443.13Exp181st13.910614.972114.11217.631.455.742nd167.8552170.9841172.33471.862.670.793rd530.7195526.1192538.94010.871.552.444th1099.99591181.7911104.00227.440.366.585th1876.21241951.7641884.25464.030.433.466th2859.38112710.7622804.34635.201.923.45Exp191st12.673413.256312.32254.602.777.042nd79.399073.756878.45727.111.196.373rd222.3127220.3311224.62670.891.041.954th435.6404470.4668452.65117.993.903.795th720.1421802.6058769.303811.456.834.156th1075.7656975.18121002.03759.356.852.75Exp201st9.393610.09749.82367.494.582.712nd65.535366.889966.79542.071.920.143rd192.8674207.4506198.12697.562.734.494th389.6997450.232420.328415.537.866.645th657.1804600.2085650.70658.670.998.416th995.52861063.786987.85476.860.777.14Exp211st8.02437.75627.70343.344.000.682nd62.299358.18960.81466.602.384.513rd188.1462200.0332192.45036.322.293.794th384.2031381.5346390.66240.691.682.395th651.1935644.4566650.85631.030.050.996th989.20981002.723990.53331.370.131.22Exp221st7.12456.85127.33693.842.987.092nd60.657558.212357.85554.034.620.613rd185.9753195.3257189.62795.031.962.924th381.8073400.4822395.14654.893.491.335th648.6642710.3375706.58059.518.930.536th986.59391023.985992.35033.790.583.09Exp231st6.46956.33566.43652.070.511.592nd59.656457.348757.02133.874.420.573rd184.7180188.2234185.346231.900.341.534th380.4551394.8947388.11133.802.011.725th647.2570690.7536660.27696.722.014.416th985.15171000.325980.73831.540.451.96Exp241st5.96776.28726.10125.352.242.962nd58.985860.729856.33432.964.507.243rd183.9026188.9128180.38432.721.914.514th379.5914380.9412377.55670.360.540.895th646.3656660.9734652.27942.260.911.326th984.2429991.5867980.34440.750.401.13Figure4 shows a plot of the experimentally measured natural frequencies of the model pipe in still water in comparison with the natural frequencies predicted by the DTM using the equations developed in this paper. Results of experimental tests prove that the theoretical calculating values match well with the experimental measuring values.Figure 4
The frequencies of pipes in different methods: (a) model pipe 1 in Exp1, (b) model pipe 1 in Exp2, (c) model pipe 2 in Exp7, (d) model pipe 2 in Exp8, (e) model pipe 3 in Exp13, (f) model pipe 3 in Exp14, (g) model pipe 4 in Exp19, and (h) model pipe 4 in Exp20.
(a)(b)(c)(d)(e)(f)(g)(h)By comparing the curve of Exp1 with that of Exp7 or by comparing the curve of Exp13 with that of Exp19 in Figure5, it can be observed that as the length of the pipe model increases, the natural frequencies of each order decreases, and thus, it can be inferred that the natural frequency of the system decreases gradually during the process of lowering the pipe. At the same time, by comparing the curve of Exp1 with that of Exp13 or by comparing the curve of Exp7 with that of Exp19, it can be seen that the specification of the pipe is an important factor affecting the natural frequency of the system. In the case of the same length, the larger the diameter of the pipe is, the higher the natural frequency of each order will be.Figure 5
Comparisons of natural frequencies of the model pipe.The effect of the lumped mass at the bottom of the pipe on the natural frequency of the model pipe 1 is plotted in Figure6. It is obvious from Figure 6 that the natural frequency of the pipe model decreases with increasing bottom weight, and the results obtained by the two experimental sensors are consistent with the theoretical calculation. Therefore, in an actual project, the weight of the Xmas tree has a significant impact on the frequency of the whole lowering system.Figure 6
Natural frequencies of the model pipe 1 with a lumped mass: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)Figure7(a)–7(f) show the mode shapes of the pipe model; these modes are obtained by the DTM and FBG sensor, respectively. It can be seen that the first five mode shapes obtained by the theoretical method and experimental sensor are basically coincident. The mode shapes of the pipe can be determined using the equations and technique proposed in this paper. However, the amplitudes of the sixth-order mode shape are quite different; the measured modal amplitude is significantly smaller than the theoretically calculated amplitude because the test points are too few to show high order modes accurately.Figure 7
Mode shape of the model pipe 1: (a) first mode, (b) second mode, (c) third mode, (d) fourth mode, (e) fifth mode, and (f) sixth mode.
(a)(b)(c)(d)(e)(f)


## 3.1. Experiment Set

In order to verify whether the method can be used to calculate the frequency of the pipe when lowering a subsea Xmas tree, four drill pipe models of different sizes were made from stainless steel (SUS 304), and their properties are listed in Table2. The top end of the model was fixed on the bracket and the bottom part was set to be free as a lumped mass, as shown in Figure 2. The experiment was carried out in a tank (1500 mm long × 800 mm wide × 950 mm deep) which was designed and constructed for water research. Water flowed freely in the model, and we assumed that the entrained water in the simulation scheme vibrate with the model.Table 2
Characteristics of the pipe model.
PropertyValueModel 1Model 2Model 3Model 4Length of the pipe (l) m0.91.50.91.5Outside diameter (D) mm10104040Thickness of pipe (δ) mm112.32.3Density of drill pipe (ρs) kg/m37930793079307930Elastic modulus of steel (E) GPa206206206206Add mass coefficient (Ca)1111Bottom mass of model (WB) kg0∼0.550∼0.550∼50∼5Figure 2
Riser pipe model and its part. (a) Pipe model and measuring devices and (b) part of the pipe model.
(a)(b)Two kinds of sensors were used to test the natural frequency of model: the piezoelectric acceleration (PA) sensor and the fiber Bragg grating (FBG) sensor. As shown in Figure2, the optical sensing interrogator, which has a full spectrum at 5 kHz with 80 nm and a wavelength accuracy of 2 pm/3 pm, was used to detect optical signals from the FBG sensor. The PA sensor signal was collected and processed by a DH5902N data acquisition and analysis system with a 2 kHz sampling rate.Seven locations were selected to place the PA sensors and FBG sensors; their arrangements are shown in Figure3. “x1” was used to capture the x-axis vibration, and “y2” was used to capture the y-axis vibration.Figure 3
Schematic view of the pipe model and measuring points in experiment: (a) a schematic diagram of sensors, (b) a picture of pipe model with sensors, and (c) sensors.
(a)(b)(c)


## 3.2. Test Content

In this paper, we carried out oscillating experiments in still water. The values of the diameterD and the lumped mass m used in experiment for all test cases are listed in Table 3.Table 3
Experimental conditions.
The diameterD (mm)Pipe lengthL (mm)The lumped mass:m (g)0103206309412515Model 110900Exp1Exp2Exp3Exp4Exp5Exp6Model 2101500Exp7Exp8Exp9Exp10Exp11Exp12The diameterD (mm)Pipe lengthL (mm)The lumped mass:m (g)011552097303239724912Model 340900Exp13Exp14Exp15Exp16Exp17Exp18Model 4401500Exp19Exp20Exp21Exp22Exp23Exp24


## 3.3. DTM

Since the pipe model adopted in this paper is uniform in the whole length direction, the governing equation of equation (10) can be simplified as follows:(21)d4φz¯dz¯4−ddz¯α−βz¯dφz¯dz¯−λ4φz¯=0,where α=l2/EIwl+mBg, β=wl3/EI, and λ4=meω2l4/EI. Equation (16) can be correspondingly converted into the following recursive equation using the DTM:(22)Φk+4=μ+vx0Φk+2k+3k+4+vk+1Φk+1k+2k+3k+4+λ4Φkk+1k+2k+3k+4.


## 3.4. Experimental Results

Table4 shows the error in the prediction of the natural frequencies of the model pipe, where the error is defined as the percentage of the ratio of the absolute difference between experimental values and theoretical calculating values. Error1 is the error between value measured by the PA sensor and the theoretical calculating value; the maximum error occurs at the fourth frequency of Exp20, and the error is 15.53%, while the minimum error is 0.04%, which occurs at the fourth frequency of Exp10, and the average error is less than 5%. Error2 represents the error between the value from the FBG sensor and the theoretical calculating value; the maximum error is 8.93%, which occurs at the fifth frequency of Exp22, while the smallest error is 0.05% for the fifth frequency of Exp21, and the mean error is 2.8%. Error3 is the error between the two experimental sensors, and the mean error is 3.09%. The frequency obtained using the DTM is acceptable enough for design purposes because the mean error is generally less than 5%; thus, the frequency of the pipe when lowering a subsea Xmas tree can be determined using the equations and technique proposed in this paper.Table 4
Error of predicted natural frequencies in experimental cases.
CaseNatural frequencyTheoretical valuePAFBGError1 (%)Error2 (%)Error3 (%)Exp11st10.514710.786310.34012.581.664.142nd65.823560.424863.28128.203.864.733rd184.2873174.5605176.10255.284.440.884th361.1188345.4591345.33084.344.370.045th596.9475562.7441580.53265.732.753.166th891.7300825.1953825.32197.467.450.02Exp21st6.50767.32436.298312.553.2214.012nd51.343248.828150.52114.901.603.473rd155.5492151.3672153.60252.691.251.484th318.0149313.1104312.91781.541.600.065th539.2983520.6299520.60023.463.470.016th819.4665800.2637810.24382.341.131.25Exp31st5.18235.41455.03714.482.806.972nd49.199647.607447.59333.243.260.033rd152.8061150.7568152.41191.340.261.104th315.0362310.3311311.54921.491.110.395th536.1817515.8887517.59793.783.470.336th816.2613788.8086797.33213.362.321.08Exp41st4.43924.88284.14149.996.7115.182nd48.309247.607447.62911.451.410.053rd151.7448149.5361150.21241.461.010.454th313.9227307.0068310.47642.201.101.135th535.0382509.0332516.14354.863.531.406th815.0991787.5117793.81373.382.610.80Exp51st3.94873.85213.88282.451.670.802nd47.826047.607447.48520.460.710.263rd151.1870147.0947148.79142.711.581.154th313.3460296.6309307.14575.331.983.545th534.4506490.957515.07868.143.624.916th814.5047781.6836789.81124.033.031.04Exp61st3.59453.68283.43922.464.326.612nd47.525546.997146.95731.111.200.083rd150.8466144.8877140.83173.956.642.804th312.9971294.8539297.33335.805.000.845th534.0966487.3223513.52678.763.855.386th814.1477779.2041782.87264.293.840.47Exp71st3.63113.91963.73997.943.004.582nd22.635324.473122.88638.121.116.483rd63.344566.791661.71965.442.577.594th124.1114118.3987120.81294.602.662.045th205.1518192.9841197.63975.933.662.416th306.4508281.2845300.10038.212.076.69Exp81st2.62042.84892.75378.725.093.342nd18.466819.365418.28734.870.975.573rd54.614560.463157.333610.714.985.184th110.6133116.6287112.71685.441.903.355th186.7600192.7039189.05393.181.231.896th283.1069270.4674274.44444.463.061.47Exp91st2.18332.34162.23967.252.584.362nd17.518918.843118.05397.563.054.193rd53.276757.974355.81138.824.763.734th109.0850112.8110.33363.411.142.195th185.1139189.7431185.69872.500.322.136th281.3824269.1264273.12494.362.931.49Exp101st1.91612.13412.022311.385.545.242nd17.088616.463117.25743.660.994.823rd52.725954.759853.74343.861.931.864th108.4875108.4394109.22530.040.680.725th184.4890183.3648183.54640.610.510.106th280.7400265.153265.32545.555.490.07Exp111st1.73191.88211.77468.672.465.712nd16.846816.142816.33944.183.011.223rd52.430751.368951.85312.031.100.944th108.1746106.2254107.10381.800.990.835th184.1660179.6413177.65992.463.531.106th280.4105261.2791260.73976.827.010.21Exp121st1.59551.73251.73658.588.830.232nd16.694515.954215.99874.434.170.283rd52.250149.25448.43555.737.301.664th107.9857103.3634105.33334.282.461.915th183.9724174.9213176.51894.924.050.916th280.2139254.3864259.25479.227.481.91Exp131st36.869834.48616.47%3.053.656.472nd231.0448223.33593.34%0.502.933.343rd646.9281673.78814.15%0.603.414.154th1267.71871307.8293.16%3.380.213.165th2095.62842345.23811.91%8.862.7211.916th3130.50473380.7167.99%5.382.427.99Exp141st23.764125.953322.61449.214.8412.872nd182.1634192.5408189.48245.704.021.593rd548.7162520.1795540.87445.201.433.984th1119.4019999.78361089.324410.692.698.965th1896.44591785.1271823.82485.873.832.176th2880.14612769.7592898.08933.830.624.63Exp151st19.529620.237818.85133.633.476.852nd174.6356187.4995183.91047.375.311.913rd538.8244513.7513533.01324.651.083.754th1108.51601174.4661089.73475.951.697.215th1884.97081773.4791736.24375.917.892.106th2868.28902537.4922727.309911.534.927.48Exp161st16.982015.71316.41317.473.354.462nd171.1710159.9923170.08446.530.636.313rd534.5942551.7963547.21453.222.360.834th1104.02621208.1981137.19449.443.005.885th1880.33181976.1871901.0035.101.103.806th2863.55602761.7612844.76723.550.663.01Exp171st15.218415.134915.21240.550.040.512nd169.1611174.3981177.19783.104.751.613rd532.2258530.1284546.24460.392.633.044th1101.55361194.76411116.33458.461.346.565th1877.79961966.94321894.14874.750.873.706th2860.98662733.96732819.66874.441.443.13Exp181st13.910614.972114.11217.631.455.742nd167.8552170.9841172.33471.862.670.793rd530.7195526.1192538.94010.871.552.444th1099.99591181.7911104.00227.440.366.585th1876.21241951.7641884.25464.030.433.466th2859.38112710.7622804.34635.201.923.45Exp191st12.673413.256312.32254.602.777.042nd79.399073.756878.45727.111.196.373rd222.3127220.3311224.62670.891.041.954th435.6404470.4668452.65117.993.903.795th720.1421802.6058769.303811.456.834.156th1075.7656975.18121002.03759.356.852.75Exp201st9.393610.09749.82367.494.582.712nd65.535366.889966.79542.071.920.143rd192.8674207.4506198.12697.562.734.494th389.6997450.232420.328415.537.866.645th657.1804600.2085650.70658.670.998.416th995.52861063.786987.85476.860.777.14Exp211st8.02437.75627.70343.344.000.682nd62.299358.18960.81466.602.384.513rd188.1462200.0332192.45036.322.293.794th384.2031381.5346390.66240.691.682.395th651.1935644.4566650.85631.030.050.996th989.20981002.723990.53331.370.131.22Exp221st7.12456.85127.33693.842.987.092nd60.657558.212357.85554.034.620.613rd185.9753195.3257189.62795.031.962.924th381.8073400.4822395.14654.893.491.335th648.6642710.3375706.58059.518.930.536th986.59391023.985992.35033.790.583.09Exp231st6.46956.33566.43652.070.511.592nd59.656457.348757.02133.874.420.573rd184.7180188.2234185.346231.900.341.534th380.4551394.8947388.11133.802.011.725th647.2570690.7536660.27696.722.014.416th985.15171000.325980.73831.540.451.96Exp241st5.96776.28726.10125.352.242.962nd58.985860.729856.33432.964.507.243rd183.9026188.9128180.38432.721.914.514th379.5914380.9412377.55670.360.540.895th646.3656660.9734652.27942.260.911.326th984.2429991.5867980.34440.750.401.13Figure4 shows a plot of the experimentally measured natural frequencies of the model pipe in still water in comparison with the natural frequencies predicted by the DTM using the equations developed in this paper. Results of experimental tests prove that the theoretical calculating values match well with the experimental measuring values.Figure 4
The frequencies of pipes in different methods: (a) model pipe 1 in Exp1, (b) model pipe 1 in Exp2, (c) model pipe 2 in Exp7, (d) model pipe 2 in Exp8, (e) model pipe 3 in Exp13, (f) model pipe 3 in Exp14, (g) model pipe 4 in Exp19, and (h) model pipe 4 in Exp20.
(a)(b)(c)(d)(e)(f)(g)(h)By comparing the curve of Exp1 with that of Exp7 or by comparing the curve of Exp13 with that of Exp19 in Figure5, it can be observed that as the length of the pipe model increases, the natural frequencies of each order decreases, and thus, it can be inferred that the natural frequency of the system decreases gradually during the process of lowering the pipe. At the same time, by comparing the curve of Exp1 with that of Exp13 or by comparing the curve of Exp7 with that of Exp19, it can be seen that the specification of the pipe is an important factor affecting the natural frequency of the system. In the case of the same length, the larger the diameter of the pipe is, the higher the natural frequency of each order will be.Figure 5
Comparisons of natural frequencies of the model pipe.The effect of the lumped mass at the bottom of the pipe on the natural frequency of the model pipe 1 is plotted in Figure6. It is obvious from Figure 6 that the natural frequency of the pipe model decreases with increasing bottom weight, and the results obtained by the two experimental sensors are consistent with the theoretical calculation. Therefore, in an actual project, the weight of the Xmas tree has a significant impact on the frequency of the whole lowering system.Figure 6
Natural frequencies of the model pipe 1 with a lumped mass: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)Figure7(a)–7(f) show the mode shapes of the pipe model; these modes are obtained by the DTM and FBG sensor, respectively. It can be seen that the first five mode shapes obtained by the theoretical method and experimental sensor are basically coincident. The mode shapes of the pipe can be determined using the equations and technique proposed in this paper. However, the amplitudes of the sixth-order mode shape are quite different; the measured modal amplitude is significantly smaller than the theoretically calculated amplitude because the test points are too few to show high order modes accurately.Figure 7
Mode shape of the model pipe 1: (a) first mode, (b) second mode, (c) third mode, (d) fourth mode, (e) fifth mode, and (f) sixth mode.
(a)(b)(c)(d)(e)(f)


## 4. Example Calculation and Analysis

### 4.1. Example

Taking an actual subsea Xmas tree installation process as an example, the known parameters are listed in Table5:Table 5
Known parameters.
PropertyValueLength of the pipe (l) m1500Density of seawater (ρw) kg/m31025Density of drill pipe (ρs) kg/m37850Elastic modulus of steel (E) GPa206Outside diameter (D) mm127Thickness of pipe (δ) mm9.19Add mass coefficient (Ca)1Mass of tree and tool (WB) kg50000


### 4.2. Analysis of the Influencing Factors

Table6 lists natural frequencies that were calculated using DTM and FEM. It can be seen from the table that results of two methods are almost same. Considering that the FEM results can be influenced by the number of finite elements, we believe that the DTM results are closer to the exact solution and more convenient for application.Table 6
Results of DTM and FEM.
Natural frequency (Hz)1st2nd3rd4thDTM0.012480.037690.067630.09893FEM0.011350.034140.061530.09011Error (%)99.498.9As noted earlier, the mode shape of the riser can be readily determined using equation (16). Figure 8 shows the first four modes shape of the pipe with different heights. It can be seen from these figures that the mode shape of the pipe remains basically unchanged during the lowering of the tree, but a change in the length affects the mode shape only locally. The amplitude at the end of the pipe increases as the length of the drill pipe increases.Figure 8
Mode shapes of the pipe of different lengths: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)Figure9 shows the first four mode shapes of the pipe with the Xmas tree having different weights. Under the condition a pipe with a free end, the maximum amplitude is at the end of the pipe, but after hanging the tree, the maximum amplitude does not occur at the end of the pipe. Moreover, as the weight of the tree increases, the vibration amplitude at the end of the drill pipe will decrease.Figure 9
Mode shapes of the pipe with different weight trees: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)


## 4.1. Example

Taking an actual subsea Xmas tree installation process as an example, the known parameters are listed in Table5:Table 5
Known parameters.
PropertyValueLength of the pipe (l) m1500Density of seawater (ρw) kg/m31025Density of drill pipe (ρs) kg/m37850Elastic modulus of steel (E) GPa206Outside diameter (D) mm127Thickness of pipe (δ) mm9.19Add mass coefficient (Ca)1Mass of tree and tool (WB) kg50000


## 4.2. Analysis of the Influencing Factors

Table6 lists natural frequencies that were calculated using DTM and FEM. It can be seen from the table that results of two methods are almost same. Considering that the FEM results can be influenced by the number of finite elements, we believe that the DTM results are closer to the exact solution and more convenient for application.Table 6
Results of DTM and FEM.
Natural frequency (Hz)1st2nd3rd4thDTM0.012480.037690.067630.09893FEM0.011350.034140.061530.09011Error (%)99.498.9As noted earlier, the mode shape of the riser can be readily determined using equation (16). Figure 8 shows the first four modes shape of the pipe with different heights. It can be seen from these figures that the mode shape of the pipe remains basically unchanged during the lowering of the tree, but a change in the length affects the mode shape only locally. The amplitude at the end of the pipe increases as the length of the drill pipe increases.Figure 8
Mode shapes of the pipe of different lengths: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)Figure9 shows the first four mode shapes of the pipe with the Xmas tree having different weights. Under the condition a pipe with a free end, the maximum amplitude is at the end of the pipe, but after hanging the tree, the maximum amplitude does not occur at the end of the pipe. Moreover, as the weight of the tree increases, the vibration amplitude at the end of the drill pipe will decrease.Figure 9
Mode shapes of the pipe with different weight trees: (a) first mode, (b) second mode, (c) third mode, and (d) fourth mode.
(a)(b)(c)(d)


## 5. Conclusions

In this paper, the DTM is used to solve the natural frequency and mode shape of a pipe applied in the installation of a subsea Xmas tree, and the results are verified by using PA sensors and FBG sensors. Several conclusions are given as follows:(1)
The frequency obtained using the DTM is acceptable enough for design purposes because the mean error is generally less than 5%, and thus, the frequency of the pipe while lowering a subsea Xmas tree can be determined using the equations and technique proposed in this paper.(2)
According to the experiments in this paper, it can be confirmed that the natural frequency of the vertical cantilever is affected by the length of the beam and the weight of the suspended end when the material properties of the beam are constant. The natural frequency of the beam is inversely proportional to its length and the weight of bottom lumped mass. In other words, during the process of lowering of the tree, the natural frequency of the system will gradually decrease. Meanwhile, the natural frequency of the lowering system can be reduced by adjusting the added weight of the tree to avoid resonance.(3)
The length of the pipe has little influence on the mode shape, but the weight of the tree and the counterweight on the end of the pipe have considerable effects on the mode shape. Relative to a freely suspended drill pipe, the end vibration of a pipe with a lumped mass on one end is more biased towards its equilibrium position.



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*Source: 5634194-2020-05-14.xml*