Published: 30 September 2016

Lateral and torsional vibrations of cable-guided hoisting system with eccentric load

Jinjie Wang1
Guohua Cao2
Zhencai Zhu3
Weihong Peng4
Jishun Li5
1, 2, 3School of Mechatronic Engineering, China University of Mining and Technology, Xuzhou, China
2, 3Jiangsu Key Laboratory of Mine Mechanical and Electrical, Xuzhou, China
4School of Mechanics and Civil Engineering, China University of Mining and Technology, Xuzhou, China
5State Key Laboratory of Heavy Mining Equipment, Luoyang, China
Corresponding Author:
Guohua Cao
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Abstract

Theoretical investigation of the lateral and torsional vibrations of the hoisting cage in the cable-guided hoisting system caused by the eccentric load and the flexibility of the guiding cable is presented in this paper. The assumed modes method (AMM) is adopted to discretize the hoisting cable and two guiding cables, then Lagrange equations of the first kind are used to derive the equations of motion, while the geometric relationships between the hoisting cage and the cables are accounted for by the Lagrangian multiplier. Considering all the geometric matching conditions are approximately linear, the differential algebraic equations (DAEs) are transformed to the ordinary differential equations (ODEs). The dynamic responses of the hoisting cage are calculated, and especially the lateral displacements of the guiding cable and the constraints forces at the interfaces are obtained. Preload plays a vital role in affecting the cage vibration, thus, the effects of the total preload and the tension difference are analyzed. The numerical results indicate increasing the total preload can decrease the vibration displacements, while the tension difference has little impact on the vibration but can obviously change the constraint forces. In addition, the vibration displacements are directly proportional to the eccentric load, but less sensitive to the hoisting mass.

1. Introduction

Cables, due to their high strength and light weight, have been extensively applied to not only the hoisting system, such as mobile cranes [1], elevators [2] and mine hoisting [3], but also the other engineering including suspension bridges [4] and cable-driven parallel robots [5]. The cable-guided bucket hoisting system [6] is usually exerted to sink the deep vertical shaft, and then temporarily converted into one cable-guided cage hoisting system for transportation of equipment. In the typical cage hoisting system shown in Fig. 1(a), cables play an important role in guiding the cage when compared with the rail-guided hoisting system. The system is mainly composed of one hoisting cable, two guiding cables, a hoisting cage and a set of tensioning device, where the cage is held by the hoisting cable and supported by the two guiding cables. It is worth noting that the cage is connected to the guiding cables by four guide sleeves, and both ends of the guiding cables are completely restricted by the tensioning device. Unfortunately, cable is subjected to three-dimensional vibrations because of the external excitation and the cage undergoes the lateral vibration and even rotation for the high flexibility of the guiding cable. Therefore, it is necessary to predict the vibration displacements to avoid the danger of collision, and probe further into the relationship between the vibrations and the preload to improve the performance of the cable-guided cage hoisting system.

Many researchers have concentrated on the lateral vibrations of the hoisting cable or container for decades. Deb [7] studied the lateral vibration of a fixed-length string impacted by an elastic load at any point using. Fung et al. [8] analyzed the lateral vibration of an elevator cable characterized by time-varying length. Zhu and Xu [9] described the lateral behaviors for the stationary and moving hoisting cables with the initial displacement and presented the optimal suspension stiffness and damping coefficient. Kaczmarczyk and Ostachowicz [10, 11] investigated the lateral in-plane and out-of-plane responses of a catenary cable in the mine hoisting system and a compensation cable in a high-rise high-speed elevator. Zhu and Chen [12] conducted innovative experiments on a scaled elevator to validate the theoretical predictions for the uncontrolled and controlled lateral responses of a moving cable. Kimura et al. [13] performed a theoretical solution to the forced vibration of an elevator cable where both ends are excited and clarified the effect of the rate of change of cable length and the damping factor on the maximum lateral displacement. Bao et al. [14] theoretically and experimentally studied the nonlinear lateral vibration of a moving elevator cable and analyzed the passage through resonances by calculating the natural frequencies of the system. Ren and Zhu [15] presented the longitudinal and lateral vibrations of a moving two-cable one-rigid-body-car system, in which the rotation of the car is considered. For the spatial discretization of a cable, assumed modes method (AMM) [9, 14] and finite element method [16, 17] are commonly adopted. For the equation of motion, Lagrange’s equations [18, 19] or Hamilton’s principle can be selected.

However, until now little research has focused on the dynamic responses of the cable-guided hoisting system, especially the lateral and torsional vibrations of the hoisting cage caused by the eccentric load. In general, the guiding cables are simplified to a spring-mass system with a single degree of freedom and the high-order modes are omitted by the linear deformation assumption [6], thus, it is difficult to describe the whole vibration of the guiding cable. But in this paper, several challenging problems, such as the lateral displacement of the guiding cable and the constraint forces of the guide sleeves, are worked out. Considering the complicated boundary conditions between the hoisting cage and the guiding cables, the AMM and Lagrange’s equations with Lagrangian multipliers are combined to establish the vibration model.

Fig. 1Cable-guided cage hoisting system with eccentric load

Cable-guided cage hoisting system with eccentric load

a) Cage hoisting system

Cable-guided cage hoisting system with eccentric load

b) Schematic diagram

2. Lateral and torsional vibrations

For simplicity and without loss of generality, the cable-guided hoisting system (Fig. 1(a)) can be described as the vertically translating model shown in Fig. 1(b). This model is composed of one hoisting cable of length lt at time instant t, two guiding cables of length L and one cage attached to the lower end of the hoisting cable (h0=d0). The cage of height 2h is supported by the two guiding cables through four guide sleeves (hi=di, i= 1-4). The hoisting cable has a vertically translating velocity v(t)=l˙(t) and acceleration a(t)=l¨(t), where the over dot denotes time differentiation. In Fig. 1(b), the upper ends of two guiding cables are fixed to the derrick and the lower ends are constrained laterally and tensioned by the preloads Tb1 and Tb2; the displacements xc, yc and θ represent the longitudinal, lateral and torsional vibrations of the hoisting cage, respectively; Fa and b are the eccentric load and the offset distance.

2.1. Spatial discretization

With reference to Fig. 1(b), the kinetic energy Ke associated with the longitudinal, lateral and torsional vibrations is:

1
Ke=120l(t)ρ1DuDt+v2dx+120Li=12ρ2yit2dx+12Jθ˙2+m2x˙c+v2+m2y˙c2,

where ρ1 and ρ2 are the mass per unit length of the hoisting cable and the guiding cable; u and yi denote the longitudinal vibration of the hoisting cable and the lateral vibration of the guiding cables; m and J are the mass and moment of inertia of the hoisting cage, respectively.

The static tension in the cable is much larger than the vibratory one, as demonstrated in [15], thus the tension can be approximated by the static tension. The total potential energy Ve of all the cables and the hoisting cage is:

2
Ve=0l(t)12EAux2+T0(x,t)uxdx+i=120L12Ti(x)yix2dx
-0ltρ1gudx-mgxc+l,

where EA is the axial stiffness of the hoisting cable, T0(x,t) and Ti(x) are the static tensions in the hoisting and guiding cables at position x due to the gravitational acceleration g and given as:

3
T0x,t=m+ρ1lt-xg, Tix=Tbi+ρ2gL-x.

The dissipated energy Re of the cables due to the damping is:

4
Re=120l(t)μ1u˙2dx+i=12120Lμ2y˙i2dx,

where u1 and u2 are the distributed damping coefficients of the hoisting and guiding cables, respectively.

For the hoisting cable and the guiding cables, the boundary conditions at both ends are:

5
u0,t=0, yi0,t=0, yiL,t=0, i=1, 2.

The geometric matching condition at the interface between the hoisting cable and the hoisting cage is:

6
g0=u(l,t)-xc=0,

while the geometric matching conditions at four contact points between the hoisting cage and the guiding cables are:

7
g1=y1(l,t)+hsinθ-dsinθtanθ-yc=0,g2=y2(l,t)+hsinθ-dsinθtanθ-yc=0,g3=y2(l+2hcosθ,t)-hsinθ+dsinθtanθ-yc=0,g4=y1(l+2hcosθ,t)-hsinθ+dsinθtanθ-yc=0.

Since the rotation of the cage θ is generally small, the approximations sinθθ, cosθ1 and sinθtanθ0 can be adopted. Therefore, Eq. (7) becomes:

8
g1=y1(l,t)+hθ-yc=0,g2=y2(l,t)+hθ-yc=0,g3=y2(l+2h,t)-hθ-yc=0,g4=y1(l+2h,t)-hθ-yc=0.

For simplicity, herein two new dimensionless parameters ξ=x/l(t) and η=x/L are introduced and the time-varying domain [0,l(t)] and the time-invariant [0,L] for x are both transformed to a time-invariant one [0, 1] for ξ and η. Hence, the dependent variable u(x,t) and yi(x,t) become u-(ξ,t) and y-i(η,t), respectively. Further, the partial derivatives of u(x,t)with respect to x and t are related to those of y^0(ξ,t) with respect to ξ and t:

9
ux=1l(t)u-ξ, ut=u-t-vξl(t)u-ξ.

The similar derivations are presented as:

10
yi,x=1Ly-i,η, yi,t=y-i,t,
T0(x,t)=T-0(ξ,t)=m+ρ1l(t)(1-ξ)g,
Ti(x)=T-i(η)=Tbi+ρ2gL(1-η).

Accordingly, the boundary conditions in Eq. (5) become:

11
u-0,t=0, y-i0,t=0, y-i(1,t)=0.

The lateral displacements can be approximated by expansions of a complete set of trial functions and expressed as:

12
u-ξ,t=i=1nU0,iξq0,it, y-1η,t=i=1nU1,iηq1,it, y-2(η,t)=i=1nU2,i(η)q2,i(t),

where n represents the number of included modes; qj,i(t) are the generalized coordinates, in which j= 0, 1, 2; Uj,i are the trial functions and should satisfy the homogeneous boundary conditions in Eq. (11), which can be expressed as:

13
U0,iξ=2sin2i-12πξ, U1,i(η)=U2,i(η)=2sin(iπη).

Substituting Eqs. (1), (2) and (4) into Lagrange equations of the first kind [18]:

14
ddtKeq˙i-Keqi+Veqi+Req˙i=j=15λjgjqi,

yields the equations of motion:

15
Mq¨+Cq˙+Kq=F+GTλ,g(q,t)=0.

where q=(q0,1,q1,1,q1,2,q2,1,q2,2,q0,2,q0,3,q1,3,q2,3,,q0,n,q1,n,q2,n,q3n+1,q3n+2,q3n+3)T is the vector of generalized coordinates; q3n+1, q3n+2, q3n+3 denote the displacements xc, yc and θ, respectively. It should be noted that these (3n+ 3) generalized coordinates are not independent, however, the geometric matching conditions Eqs. (6) and (8) yield the holonomic constraints g of the generalized coordinates, where g=(g1,g2,g3,g4,g5)T is a vector including all the constraint conditions; G=g/q is the Jacobian matrix of the constraint Eqs. (6) and (8), which is a 5×(3n+ 3) matrix; and λ=(λ1,λ2,λ3,λ4,λ5)T are called the Lagrangian multipliers [20], which denote the constraint forces between the hoisting cage and the three cables.

For notational convenience, a transformation matrix Tr is introduced:

16
q=Trp,

where p=(q0,1,,q0,n,q1,1,,q1,n,q2,1,,q2,n,q3n+1,q3n+2,q3n+3)T is another sequence of the generalized coordinates. The matrices M, C, K and F are expressed as:

17
M=TrM-TrT, C=TrC-TrT, K=TrK-TrT, F=TrF-TrT,

where:

M-ij=01ρ1lU0,i(ξ)U0,j(ξ)dξ, (i,jn),01ρ2LU1,iηU1,jηdη, (n<i,j2n),01ρ2LU2,iηU2,jηdη, (2n<i,j3n),m, (i,j=3n+1),m, (i,j=3n+2),J, i,j=3n+3,
C-ij=ρ1v01(1-ξ)U0,i'(ξ)U0,j(ξ)-U0,i(ξ)U0,j'(ξ)dξ +(ρ1v+u1l)01U0,i(ξ)U0,j(ξ)dξ, (i,jn),u2L01U1,i(η)U1,j(η)dη, (n<i,j2n),u2L01U2,i(η)U2,j(η)dη, (2n<i,j3n),0, 3n<i, j3n+3,
K-ij=EAl01U0,i'(ξ)U0,j'(ξ)dξ+ρ1a01(1-ξ)U0,i'(ξ)U0,j(ξ)dξ-u1v01ξU0,i'(ξ)U0,j(ξ)dξ +ρ1v2l01[ξU0,i'(ξ)U0,j(ξ)-(1-ξ)2U0,i'(ξ)U0,j'(ξ)]dξ, (i,jn),1L01T^1(η)U1,i'(η)U1,j'(η)dη, (n<i,j2n),1L01T^2(η)U2,i'(η)U'2,j(η)dη, (2n<i,j3n),0, 3n<i,j3n+3,
F-i=ρ1v201[(1-ξ)U0,i'(ξ)-U0,i(ξ)]dξ+ρ1l01(g-a)U0,i(ξ)dξ -01[mg+ρ1gl(1-ξ)]U0,i'(ξ)dξ, (in),0, (n<i3n),Fa+m(g-a), (i=3n+1),0, (i=3n+2),Fab, (i=3n+3).

2.2. DAEs to ODEs for solution

Considering the constraint conditions in Eqs. (6) and (8) are all linear algebraic equations, Eq. (15), a system of DAEs, could be transformed to ODEs. Thus, the second equation in Eq. (15) could be expressed in the form [21]:

18
gq,t=Gtq+grt=0,

where gr(t)=0. Without loss of generality, suppose:

19
Gt=G0G1, q=[q0Tq1T]T,

where G0 must be a nonsingular 5×5 matrix, because its inverse matrix will be used subsequently. By Eqs. (6), (8) and (12), one can obtain:

Gt=U0,11,0,00,0,U0,21U0,n1,0,0-1,0,00,U1,1lL,U1,2lL0,0,00,U1,nlL,00,-1,h0,0,0U2,1lL,U2,2lL,00,0,U2,nlL0,-1,h0,0,0U2,1l+2hL,U2,2l+2hL,00,0,U2,nl+2hL0,-1,-h0,U1,1l+2hL,U1,2l+2hL0,0,00,U1,nl+2hL,00,-1,-h,
G0=U0,1100000U1,1lLU1,2lL00000U2,1lLU2,2lL000U2,1l+2hLU2,2l+2hL0U1,1l+2hLU1,2l+2hL00,
G1=U0,2(1)U0,3(1),0,0U0,n(1),0,0-1,0,000,U1,3lL,00,U1,nlL,00,-1,h00,0,U2,3lL0,0,U2,nlL0,-1,h00,0,U2,3l+2hL0,0,U2,nl+2hL0,-1,-h00,U1,3l+2hL,00,U1,nl+2hL,00,-1,-h,
q0=[q0,1,q1,1,q1,2,q2,1,q2,2]T,
q1=[q0,2,q0,3,q1,3,q2,3,,q2,n,q3n+1,q3n+2,q3n+3]T.

It should be noted that the sequence of generalized coordinates is of great importance, because G0 will be a singular matrix if p rather than q is selected in Eq. (15).

By Substituting Eq. (19) into Eq. (18), one has:

20
q=Φtq1, Φ(t)=-G0-1G1I,

where q1, a (3n- 2) vector, become the new generalized coordinates, which are linearly independent; I is a (3n- 2) identity matrix.

Differentiating Eq. (20) twice yields:

21
q˙=Φtq˙1+Φ˙tq1, q¨=Φtq¨1+2Φ˙tq˙1+Φ¨tq1.

Eq. (19) multiplied by Eq. (20) can yield GΦ=0. Substituting Eq. (21) into the first equation in Eq. (15), premultiplying by ΦT and applying ΦTGT=(GΦ)T=0 yield:

22
MGq¨1+CGq˙1+KGq1=FG,

with:

23
MG=ΦTMΦ, CG=2ΦTMΦ˙+ΦTCΦ, KG=ΦTMΦ¨+ΦTCΦ˙+ΦTKΦ, FG=ΦTF.

Eq. (22) can be solved by an ODE solver. q can be assembled as:

24
q=-G0-1G1q1q1.

3. Examples and discussion

The parameters of the cable-guided hoisting system used in the numerical simulation are as follows: ρ1= 3 kg/m, ρ2= 2.2 kg/m, m= 800 kg, h= 8 m, J= 870 kg·m2, EA= 3.2×107 N and L= 400 m. The damping coefficients are u1=30 kg/(m∙s) and u2=0.3 kg/(m∙s). The eccentric load and the offset distance are Fa= 1000 N and b= 1 m. The preloads in two guiding cables are Tb1=Tb2= 3×104 N. The downward movement profile is plotted in Fig. 2, where the maximum velocity and acceleration are 5 m/s and 1 m/s2, respectively. The initial and final lengths of the hoisting cable are 50 m and 300 m, respectively. The external excitation is et= 0.01sin(πt) m. The total simulation time is 60 s and the time step size is 0.01 s. The number of the modes is n= 50.

Fig. 2Downward movement profiles

Downward movement profiles

a) Displacement lt

Downward movement profiles

b) Velocity vt

Downward movement profiles

c) Acceleration at

3.1. Dynamic responses

The longitudinal, lateral and torsional displacements of the hoisting cage can be obtained by solving Eq. (22) and the results are shown in Fig. 3. It is interesting to describe the shape of the guiding cable at different times. The lateral displacements of two guiding cables are identical because of the same preloads, thus, only one of two guiding cables is analyzed and the results at t= 18, 36 and 60 s are shown in Fig. 4.

Fig. 3The a) longitudinal, b) lateral and c) torsional displacements of the hoisting cage

The a) longitudinal, b) lateral and c) torsional displacements of the hoisting cage

a)

The a) longitudinal, b) lateral and c) torsional displacements of the hoisting cage

b)

The a) longitudinal, b) lateral and c) torsional displacements of the hoisting cage

c)

Fig. 4The lateral displacements of one guiding cable at different times

The lateral displacements of one guiding cable at different times

In Fig. 4, there is one short segment in each broken line, which is the position of the hoisting cage at that moment and results from the rotation of the cage. The length of the short segment is consistent with the height of the hoisting cage. It should be noted that the high-order modes of the guiding cable are considered, thus, the proposed method could present the whole vibration of the guiding cable.

The Lagrangian multipliers λ can be obtained by substituting the solution Eq. (24) into Eq. (15), where λi denote the constraint forces between hi and di. The results shown in Fig. 5 indicate λ1=λ2 and λ3=λ4. However, λ1 and λ3 are approximately equal, because the height of the hoisting cage is too small when compared with the length of the guiding cable, but in opposite direction.

Fig. 5The constraint forces between the hoisting cage and two guiding cables

The constraint forces between the hoisting cage and two guiding cables
The constraint forces between the hoisting cage and two guiding cables
The constraint forces between the hoisting cage and two guiding cables
The constraint forces between the hoisting cage and two guiding cables

3.2. Effect of preload on system response

Preload in the guiding cable plays an important role in affecting the lateral and torsional vibrations, thus, here will analyze the effect from two aspects: total preload and tension difference.

In case 1, the total preload Tb1+Tb2= 4.8×104, 5.4×104, 6×104 N and Tb1=Tb2. The effect on the lateral and torsional vibrations of the hoisting cage is shown in Fig. 6. It can be observed that the lateral and torsional displacements decrease with the increase of the total preload but the frequencies of both vibrations increase instead. The constraint force λ1 is shown in Fig. 7, which indicates that the frequency increases in the uniform velocity stage (first 50 s) and the amplitude decreases in the deceleration stage (last 10 s) as the total preload increases.

Fig. 6The a) lateral and b) torsional displacements with different total preloads

The a) lateral and b) torsional displacements with different total preloads

a)

The a) lateral and b) torsional displacements with different total preloads

b)

Fig. 7The constraint forces with different total preloads

The constraint forces with different total preloads

In case 2, the total preload is constant Tb1+Tb2= 6×104 N and the tension difference ΔT=Tb2-Tb1= 0, 5000, 10000 N. The effect of tension difference on the lateral and torsional vibrations of the hoisting cage is shown in Fig. 8. As can be seen in Fig. 8, in the uniform velocity stage the tension difference has little impact on the vibrations, but in the deceleration stage the displacements increase with the increase of the tension difference. Fig. 9 is presented to describe the effect on the constraint forces between the hoisting cage and two guiding cables. In Fig. 9, the constraint forces λ1 and λ4 decrease with the increase of the tension difference but λ2 and λ3 increase instead, which is reasonable because the lateral stiffness of the guiding cable increases with increase of the preload. In addition, the effect on the bottom (λ3 and λ4) is more remarkable than the top (λ1 and λ2).

Fig. 8The a) lateral and b) torsional displacements with different tension differences

The a) lateral and b) torsional displacements with different tension differences

a)

The a) lateral and b) torsional displacements with different tension differences

b)

Fig. 9The constraint forces with different tension differences

The constraint forces with different tension differences
The constraint forces with different tension differences
The constraint forces with different tension differences
The constraint forces with different tension differences

3.3. Effect of other parameters

The system responses are affected by many factors besides the preload, here will concentrate on the effect of the eccentric load Fa and the mass of the hoisting cage m on the lateral and torsional vibrations of the hoisting cage. Let the eccentric load Fa= 1000, 2000, 3000 N and fix other parameters and the results are shown in Fig. 10. The lateral and torsional displacements are both directly proportional to the eccentric load, so is the constraint force, as shown in Fig. 11.

Fig. 10The a) lateral and b) torsional displacements with different eccentric loads

The a) lateral and b) torsional displacements with different eccentric loads

a)

The a) lateral and b) torsional displacements with different eccentric loads

b)

Fig. 11The constraint forces with different eccentric loads

The constraint forces with different eccentric loads

Considering the moment of inertia has a linear relation with the mass, the vibrations with J= 870, 1305, 1740 kg∙m2, corresponding to m= 800, 1200, 1600 kg are analyzed. As shown in Fig. 12(a), increasing the hoisting mass has little effect on the lateral vibration of the hoisting cage, but does decrease the frequency of vibration. In Fig. 12(b), increasing the hoisting mass has little impact on the amplitude and frequency of the torsional vibration in the uniform velocity stage, but decreases the amplitude in the deceleration stage. The effect on the constraint force is shown in Fig. 13. It can be observed from Fig. 13 that the amplitude remains the same and the frequency decreases with the increase of the hoisting mass in uniform velocity stage, but in the deceleration stage the amplitude increases.

Fig. 12The a) lateral and b) torsional displacements with different hoisting mass

The a) lateral and b) torsional displacements with different hoisting mass

a)

The a) lateral and b) torsional displacements with different hoisting mass

b)

Fig. 13The constraint forces with different hoisting mass

The constraint forces with different hoisting mass

4. Conclusions

In this paper, the lateral and torsional vibrations of the hoisting cage induced by the eccentric load and the flexibility of the guiding cable are investigated. The cables are spatially discretized using the AMM and the equations of motion are established by Lagrange equations of the first kind. However, the introduction of the Lagrangian multiplier could deal with the complex geometric constraint conditions in the cable-guided hoisting system, but generates the DAEs. Therefore, the DAEs are transformed to the ODEs for solution, in which the permutation of the generalized coordinates is of great importance. The dynamic responses of the hoisting cage are calculated, and the lateral displacements of the guiding cable and the constraints forces at the interfaces are obtained. Because the high-order modes of the guiding cable are considered, the position and height of the hoisting cage is accurately presented in lateral vibration of the guiding cable. The theoretical model can not only predict the response of the cage to optimize the design of the hoistway, but also determine the suitable preload in the guiding cable.

Preload plays a vital role in the cable-guiding hoisting system, thus, the effects of the total preload and the tension difference on the cage vibration are analyzed. The numerical results indicate increasing the total preload can decrease the vibration displacements but increase the vibration frequency, while the tension difference has little impact on the vibrations but can obviously change the constraint forces. In addition, both the vibration displacements and the constraint forces are directly proportional to the eccentric load, but the displacements are less sensitive to the hoisting mass.

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About this article

Received
19 April 2016
Accepted
28 June 2016
Published
30 September 2016
SUBJECTS
Mechanical vibrations and applications
Keywords
lateral response
hoisting cable
guiding cable
eccentric load
Lagrange’s equations
Acknowledgements

This work is supported by the National Natural Science Foundation of China (51475456), the National Key Basic Research Program of China (2014CB049401), the Fundamental Research Funds for the Central Universities (2013QNB12), and the Priority Academic Program Development of Jiangsu Higher Education Institutions (PAPD).

Author Contributions

Jinjie Wang derived the equations of motion of the cable-guided hoisting system, discussed the dynamic responses and drew the conclusions. Guohua Cao proposed the idea of the paper, transformed the differential algebraic equations to the ordinary differential equations (ODEs) and improved the conclusions from dynamic responses. Zhencai Zhu analyzed the previous literature, summarized the “Introduction”. Jinjie Wang, Guohua Cao and Zhencai Zhu drafted the manuscript together. Weihong Peng wrote the computing programmer, obtained the solution and improved the language of the revision. Jishun Li studied the effects of all parameters on the system responses. All authors have corrected and approved the final manuscript.