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Study on dynamic characteristics of silo-stock-foundation interaction system under seismic load

  • Li Shuwei , Zhao Wen and Guo Zhiyu EMAIL logo
Published/Copyright: August 2, 2018
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Open Physics
From the journal Open Physics Volume 16 Issue 1

Abstract

In order to reveal the dynamic response mechanism of silo-storage-foundation system under seismic wave loading, the silo is simplified as a thin-walled cylindrical shell structure with fixed bottom and free upper part. Considering geometric nonlinearity, dynamic elastic modulus, damping and other factors, the nonlinear vibration differential equations of the silo under dynamic loading are established. The Galerkin method is used to discretize the vibration differential equations, and the definite conditions with solution ideas are given. Subsequently, the dynamic action system of tube supported reinforced concrete silos is studied by using the shaking table test method. The similarity theory of silo model test is constructed, and the experimental model of the silo storage foundation interaction system with the geometric ratio of 1:20 is established, where three seismic waves in the suitable engineering background are selected to carry out the shaking table test. The acceleration peak value at different heights of the model is measured, and the dynamic amplification factor of the silo model along the height direction is studied under different seismic intensity and different material condition. The seismic performance of the prototype structure is studied, which provides the theoretical basis and practical guidance for the design of silo system and the operation and management of silos.

Keywords: silo-stock-foundation system; shaking table test; dynamic magnification coefficient; dynamic characteristics
PACS: 05.90.+m; 62.30.+d

1 Introduction

With the advantage of simple operation, environmental protection, land saving, less loss and the like, Silo structure has become a universal structure widely used in industry, enterprises and transportation departments [1, 2, 3]. At present, domestic and foreign scholars have done a lot of theoretical and experimental research on static characteristics of silo structure [4, 5, 6, 7]. Pieraccini et al. [8]studied the buckling of a silo with different structure types caused by the impact load during the storage loading and unloading process, and several different models were used to carry out experimental research and numerical simulation analysis. K Knebel et al. [9] studied the bending buckling problem of full bunker. The results showed that the compressive stress of bulk can greatly increase the buckling critical load of thin shell wall. C.Butenweg et al. [10] compared two methods of silo force analysis under static and dynamic equivalent load. The interaction between silos and storage materials had been considered in the analysis. Through geometric nonlinear analysis, Ji [11] researched systematically on the influence of cylindrical support steel silo’s geometric parameters such as diameter and thickness of columns, steel stall, column height, radius and ratio of pillar to width on structural stability and strength. On the basis of the interaction of silos and bulk materials, the dynamic behavior of the silo system under the earthquake action is evaluated by Durmuş, A. et al. [12], and a simplified method for the approximation of the finite element model is proposed for the analysis. The results show that the method has high accuracy. However, most of these studies only relate to the engineering mechanical properties of a single silo structure[13, 14, 15, 16], lack of the research on silo storage foundation interaction system under dynamic load. and the related mechanism is not clear, but seismic action is one of the main factors that cause instability and failure of silo structure [17, 18, 19]. Therefore, it is of great practical significance to study the dynamic characteristics of silo storage foundation interaction system under earthquake load.

In this paper, the silo-storage-foundation system is taken as the research object. Through the Shaking table simulation test, the dynamic characteristics of the silo-storage-foundation system under different storage conditions are tested, The seismic design of the existing silo-storage-foundation system is carried out, and the effectiveness of the aseismic device is verified by numerical calculation. The research results can provide some theoretical basis and reference value for the design of safe operation of silo structures under special conditions.

2 Basic equations of dynamic model

Silo storage foundation interaction system can be regarded as a composite thin-walled cylindrical shell with one end fixed and another end free. In the role of external periodic load changes, the cylindrical shell diagram and its stratification shown in Figure 1 cylindrical shell in the movement process will have a displacement of each point in the cylindrical coordinate system with u, v, w and the three displacement components are simultaneously functions of the spatial coordinates x, θ, r and time t.

Figure 1 Model of a circular cylindrical shell
Figure 1

Model of a circular cylindrical shell

2.1 Geometric equation

The strain component at any point of a thin-walled cylindrical shell has the following relationship with the mid-plane strain, mid-plane bending deflection, and mid-plane distortion:

εx=εx0+zχx(1)
εθ=εθ0+zχθ(2)
εxθ=εxθ0+zχxθ(3)

In the formula: εx0,εθ0,εxθ0 are the film strain components of the middle curve, χx, χθ is the mid-plane bending deflection, χxθ is the mid-plane twist, and z is the distance from any point on the shell to the middle.

According to the Donnell shell theory [20, 21], the first-order derivative nonlinearity of the normal deflection is taken into account in the relationship between the mid-surface strain and the mid-surface displacement.

εx0=∂u∂x+12∂w∂x2_(4)
εθ0=1R∂v∂θ+w+12∂wR∂θ2_(5)
εxθ0=∂v∂x+1R∂u∂θ+∂w∂x1R∂w∂θ_(6)

Of these the underlined items represent the nonlinear terms.

In Donnell’s nonlinear shell theory [16, 20], the mid-plane bending strain component remains linear [15]:

χx=−∂2w∂x2(7)
χθ=−1R2∂2w∂θ2(8)
χxθ=−2R∂2w∂x∂θ(9)

2.2 Physical equations

Taking into account the elastic modulus of the composite material with the vibration frequency changes, the two have the following relationship:

E1(ω)=E2(ω)=E3(ω)=2.5751×109+2×3.2283×1012π×238.624×(ω/2π−0.46787)2+238.622(10)
E4(ω)=5.04289×108+9.2387×109×e−0.0064ω/2π(11)

Physical equation of layer K of isotropic laminated shell:

σxσθτxθk=Q11Q120Q21Q22000Q66kεxεθεxθk(12)

Among them Qij is reduced stiffness matrix, the elements given by:

(Q11)k=(Q22)k=Ek(ω)/(1−μk2)(13)
(Q12)k=(Q21)k=Ek(ω)⋅μk/(1−μk2)(14)
(Q16)k=Ek(ω)/2(1+μk)(15)

Among them: Ek (ω) is k-th elastic modulus, μk is k-th layer of Poisson’s ratio.

2.3 Dynamic balance equation

According to the principle of D’Alembert, the dynamic equilibrium equation of a laminated composite cylindrical shell can be established:

∂Nx∂x+1R∂Nxθ∂θ−∑k=14ρk(zk−zk−1)∂2u∂t2=0(16)
1R∂Nθ∂θ+∂Nxθ∂x+QθR−∑k=14ρk(zk−zk−1)∂2v∂t2=0(17)
∂Qx∂x+1R∂Qθ∂θ−1RNθ+Nx∂2w∂x2+NθR2∂2w∂θ2+2NxθR∂2w∂x∂θ−∑k=14ρk(zk−zk−1)∂2w∂t2−c∂w∂t−qr=0(18)

Among them:

Qx=1R∂Mxθ∂θ+∂Mx∂x(19)
Qθ=∂Mxθ∂x+1R∂Mθ∂θ(20)

3 Model test of silo-storage-foundation dynamic interaction system

3.1 Project examples

Shenyang Jinshan Thermal Power “To the small” heating project is located in Sujiatun District, Shenyang City Hunhe South Bank. Its coal handling system needs 5 silos of 10000 tons, with a diameter of 22m and a height of 39.730 m. According to the specifications of the proposed silo construction project for the warehouse. Coal is lignite, bulk density by 10 kN/m3. Seismic fortification intensity of 7 degrees, the design of the basic seismic acceleration 0.10 g, Seismic structural measures at 7 degrees fortification, the first group of seismic sub-group design, seismic grade two; structural safety rating of two; fire rating of two; silo foundation design grade B, design life of 50 years. The base bearing layer is medium sand, and the silo wall is made of reinforced concrete.

3.2 Test materials

The model test silo material used particulate concrete and galvanized wire mesh instead of the reinforced concrete material of the prototype silo. In order to simulate the interaction between the soil and the structure, a foundation soil model was prepared using spun yarn, calcium carbonate, and gypsum to ensure a reliable connection between the model structure and the vibration table. The configuration of the foundation soil was similar to the elastic modulus and density parameters of the original soil. The original storage was lignite, and similar fine-grained coal particles were used as similar materials for the storage.

3.3 Model test similarity criteria

The similarity ratio of the experimental model is selected as 1:20, the total height of the prototype is 40 m, and the total height of the model is 2.0 m. During the construction of the model, three particle concrete cubic test blocks (70.7 mm×70.7 mm×70.7 mm) and three prism test blocks (100 mm×100 mm×300 mm) were simultaneously produced. After 28 days of curing, material performance tests were conducted to test the actual compressive strength and elastic modulus of the particulate concrete material that determine the model similarity coefficient.

The test measured the elastic modulus of the micro-particle concrete was 9.33 GPa, the bulk density of the micro-particle concrete was 24.9 kN/m3, and the geometric similarity coefficient was 1:20. Based on these three parameters, similarity coefficients of other major parameters can be derived based on the similarity criteria. The following relationship can be derived:

αt=αLαγαE(21)
αa=αEαγαL(22)
αν=αEαγ(23)
αω=1αLαEαγ(24)

Finally, the model similarity coefficient is determined as shown in the Table 1:

Table 1

Model dynamic similarity coefficient table

lengthWeightElastic Modulusstressaccelerationspeedtimefrequency
1/2010.330.336.60.570.08711.4

3.4 Test equipment

The vibration table used in this test is a 3 m×3 m electro-hydraulic servo shaker with a holding time of 5 minutes, Equipped with GS2000 servo controller, digitally controlled dynamic data acquisition system. Text model and equipment shown in Figure 2.

Figure 2 The text model and equipment
Figure 2

The text model and equipment

The test and measurement instruments used in this test are mainly acceleration sensors. According to the mechanical characteristics of silo-storage-foundation interaction, a total of 14 accelerometers are arranged in the key parts of the structure, as shown in Figure 3.

Figure 3 Accelerometer layout
Figure 3

Accelerometer layout

3.5 Selection and adjustment of seismic waves

The three factors of ground motion are frequency, amplitude and duration. When the seismic waves are selected, the characteristics of the selected seismic waves should be met according to the category of the building site, even if the main period of the design of the earthquake is close to the excellent period of the site. The original site category is class II, and the seismic fortification intensity is 7 degrees.

Considering the comprehensive consideration, 2 natural seismic waves (EL Centro wave and Lanzhou wave) and a artificial waves are selected as experimental input seismic waves. The seismic time history curves and spectral curves are shown in Figure 4.

Figure 4 Time history curve and spectrum curve of seismic wave
Figure 4

Time history curve and spectrum curve of seismic wave

After selecting the actual seismic wave, the amplitude of the selected seismic wave must also be adjusted. According to the regulations, the maximum value of ground motion acceleration with 7 degrees frequently earthquake is 35 cm/s2, the 7 degree fortification earthquake is 100 cm/s2 and the 7 degree rare earthquake is 220 cm/s2.

3.6 Test program

In this experiment, a multiple loading scheme is used to input two-way horizontal seismic waves at each loading. The acceleration ratio of bidirectional input seismic waves is X : Y = 1 : 0.8. Designed three conditions of empty storage, 1/2 storage and full storage. The peak acceleration of each load was gradually increased, corresponding to 7 degrees frequently earthquake, 7 degree fortification earthquake and 7 degree rare earthquake three seismic levels.

3.7 Model test results

The maximum measured acceleration value of the acceleration sensor in the base position of the silo model is taken as the reference value, and the magnification coefficient of the model under the same working condition can be obtained by comparing the measured maximum value of the acceleration sensor at the different heights of the model.

The change law of structural dynamic amplification factor is relatively complex, which is related to the characteristics of the model structure, the development of inelastic deformation, and the input seismic spectrum characteristics of the vibratory table, which can reflect the changes and destruction of the dynamic response of the model. In order to investigate the changes of the model’s dynamic amplification along its height direction, the change law of the acceleration magnification factor along the height direction of the model is analyzed. The acceleration peaks and the changing trend of dynamic amplification factor under various operating conditions are shown in Figures 5–7.

Figure 5 Dynamic magnification coefficient of the 7 degrees frequently earthquake
Figure 5

Dynamic magnification coefficient of the 7 degrees frequently earthquake

Figure 6 Dynamic magnification coefficient of the 7 degree fortification earthquake
Figure 6

Dynamic magnification coefficient of the 7 degree fortification earthquake

Figure 7 Dynamic magnification coefficient of the 7 degree rare earthquake
Figure 7

Dynamic magnification coefficient of the 7 degree rare earthquake

4 Conclusions

  1. The peak acceleration measured from the foundation model shows that the input seismic load is reduced in the foundation, and the acceleration peak to the base surface is reduced to about 65%∼ 75% of the input peak. It is necessary to consider the interaction of silo foundation and consider the interaction of silo foundation, which is more suitable for engineering practice.

  2. Under the action of seismic intensity at the design levels, the peak acceleration of the model gradually enlarges from the base to the top, and the maximum acceleration response occurs at the top of the model structure, indicating that the model structure is the first mode of vibration. At the same time, the top of the top has certain whiplash effect, which indicates the existence of higher mode shapes.

  3. Under the condition of the same material, the acceleration magnification coefficient decreases with the increase of seismic intensity, indicating that the structure gradually enters the nonlinear stage, and the stiffness of the structure gradually decreases. Under the action of 7 degree rare earthquake intensity wave, the acceleration magnification coefficient has a larger decrease, indicating that the damage inside the silo model begins to occur.

  4. With the increase of storage materials, the acceleration amplification coefficient of the model clearly decreases. The X acceleration magnification factor of the 7 degree rare warehouse top is 4.60, 4.01 and 2.56 respectively in empty storage, 1/2 storage and full storage. This indicates that the movement of the storage material is not synchronous with the movement of the silo body, and there is phase difference. The interaction between the silo and the storage tank plays a role of damping energy dissipation for the model structure.

Acknowledgement

This research was substantially funded by the National Natural Science Foundation of China (51504123).

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Received: 2018-05-15
Accepted: 2018-06-08
Published Online: 2018-08-02

© 2018 Li Shuwei et al., published by De Gruyter

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

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https://doi.org/10.1515/phys-2018-0060
Keywords for this article
silo-stock-foundation system; shaking table test; dynamic magnification coefficient; dynamic characteristics
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