Seismic testing and numerical verification for a onethird scaledown vertical cylindrical cask specimen
WeiTing Lin^{1} , YuanChieh Wu^{2} , MengHsiu Hsieh^{3} , ChinCheng Huang^{4}
^{1}Department of Civil Engineering, National Ilan University, Ilan 260, Taiwan
^{1, 2, 3, 4}Institute of Nuclear Energy Research, Atomic Energy Council, Taoyuan 325, Taiwan
^{1}Corresponding author
Journal of Vibroengineering, Vol. 17, Issue 3, 2015, p. 13721381.
Received 25 January 2015; received in revised form 14 March 2015; accepted 25 March 2015; published 15 May 2015
JVE Conferences
A reasonable assessment of the dry storage facilities for the seismic behavior after an earthquake hit is an important issue. This study was aimed to carry out to cast a 1/3 two different scaledown reinforced concrete specimens of the INERHPS type cask: the vertical cylindrical concrete cask and the vertical concrete cask with an addon shield, which will be used in Taiwan. A real assessment of the characteristics of the seismic response of the cask was conducted using shaking table tests. Further, the numerical simulations with finite element software LSDYNA were performed to ensure the actual seismic behaviors of the cask under the design base earthquake. The results indicated that the designed scaledown cask specimen tested in shaking table is a successful case. Comparison of measured and calculated results demonstrated that the suggested numerical model is satisfactory and can thus be further used for numerical shaking table tests and the model can well simulate the experimental records in terms of displacements and accelerations spectral curves.
Keywords: shaking table test, finite element model, dry storage cask, dynamic response.
1. Introduction
The technological application and development of the nuclear power plant brought us huge conveniences and benefits, but the disposal of radioactive wastes, hazardous to human and environment, was became one of the environmental and safety problems [1, 2]. The safe disposal of nuclear wastes seemed to have become a pressing problem for society worldwide. In Taiwan, the space of spent fuel pools for temporary storage in Chinshan and Kuosheng nuclear power plant is running out, and the site of final disposal facility for the longterm storage of high radioactive waste is still difficult to be decided [3]. Therefore, the installation of drytype interim storage facilities is urgent.
For most dry storage facilities for spent fuel, storage casks are freestanding on concrete pads, which are not anchored to the foundation pads. Thus, relative motion between the cask and the pad such as sliding, rocking, or even rolling may be induced during earthquakes, leading to stability concerns [4, 5]. Consequently, it is necessary to establish the test procedures and simulation techniques on the dry storage cask, one kind of nonanchored structures, for the reasonable assessment under the designed or historical earthquake hit.
Many previous researchers have studied the effect of nuclear related members and structures in static mechanical properties or seismic behaviors; however, few studies have evaluated the dynamic behaviors of dry storage casks considering the dynamic testing using a shaking table. In the past, some studies reported the casks behaviors under the seismic conditions using 3D finite element method. was apparently the first to perform a parametric investigation to evaluate the seismic soilstructure interaction on cask response of the concrete pad using finite element method and indicated concrete pad was the most significant contributor to the seismic response of freestanding storage casks [6]. Singh represented that the response of a storage cask subjected to 3D seismic excitation using DYNAMO program [7]. Luk investigated the seismic response of the cast system using ABAQUS 3D coupled models with explicit time integration and allows a realistic simulation of soilstructure interaction effects as well as the nonlinear cask behavior after the onset of cask rocking or rolling motion under the applied ground motions [8]. Ko investigated that LSDYNA finite element analysis was adopted to establish a 3D model of vertical cylindrical cask considered the frictional contact at the interface between casts and pads [9]. However, few researchers reported the effect and verification of dry storage facilities using dynamic testing methods. Shirai performed the excitation test with a scaledown concrete cask using twodimensional shaking table and the tippingover of the scale model cask was not observed during the seismic testing [10]. In addition, Central Research Institute of Electric Power Industry in Japan also presented some full scale concrete cask to perform the seismic behavior using shaking table test from 2004 to 2006 [11]. Nuclear storage facilities are steadily performing key research studies for seismic behaviors, material degradation and leakage consistently.
This study was aimed to carry out to cast a 1/3 scaledown vertical cylindrical cask specimens with reinforced concrete of the INERHPS cask, which will be used in . It also was performed to estimate the friction coefficient at the interface between the cask and the pad according to the sliding acceleration response of the pedestal sing the shaking table test at National Center for Research on Earthquake Engineering in . Further, the numerical simulations with finite element software LSDYNA were performed to ensure the actual seismic behaviors of this INERHPS cask under the design base earthquake. Those results obtained from the suggested numerical model were compared with the experimental measurements in terms of displacements, accelerations spectral curves and rocking angles.
2. Experiment
2.1. Specimens
The 1/3 scaleddown dry storage cast specimen consisted of a canister, a vertical cylindrical concrete cask (VCC), an addon shield (AOS) and a concrete pad. The seismic tests of the cask were conducted for two different setups, VCC specimen and the concrete cask with an addon shield which had a square pedestal (as VCC+AOS specimen), respectively. The dimension and weight of the VCC and VCC+AOS specimens are summarized in Table 1. In addition, the normal concrete of 280 kg/cm^{2} was used in accordance with ASTM C211.1. The appearance and details design of VCC, VCC+AOS, and concrete pad scaledown specimen are shown in Figs. 1 to 2, respectively.
Fig. 1. Appearance of the VCC specimens
Fig. 2. Appearance of the AOS specimens
2.2. Shaking table test
The shaking table has 3 degree of freedom system with a frequency range between 0.1 to 50 Hz and the maximum specimen weight is 50 tons. In addition, the maximum acceleration for lateral, longitudinal and vertical direction is 3 g, 1 g and 1 g, respectively. The testing cases of uniaxial white noise wave testing and a set of triaxial artificial motion testing and impact pulse testing were implemented for each testing item. The testing programs and associated input motion were scheduled as shown in Tables 2 and 3, which was considered the seismic soilstructure interaction. The acceleration time histories of fictitious seismic input motion in NS, EW and vertical direction are shown in Figs. 3. The appearances of VCC and VCC+AOS specimens installed in the shaking table are illustrated in Figs. 4(a) and 4(b), respectively. Besides, the maximum artificial motion is 0.4 g, and the time history has a duration of 24 s. The accelerometers and laser Doppler displacement meters were applied in the top of the specimen for the measurement of the acceleration and displacement response of the scaledown specimen.
Table 1. The dimension and weight of the scaledown specimens
Components

Dimension

Weight


Canister

Diameter

83 cm

1340 kgf


Height

100 cm


VCC

Cylinder

Outer diameter

115 cm

2760 kgf

total 3980 kgf

Thickness

15 cm


Height

160 cm


Pad

Outer diameter

115 cm

1220 kgf


Height

30 cm


AOS

Top cap

Diameter

142 cm

520 kgf

total 3620 kgf

Height

15 cm


Cylinder

Outer diameter

142 cm

2140 kgf


Thickness

12 cm


Height

160 cm


Pad

Length, width

150 cm

960 kgf


Height

30 cm

Table 2. Harmonic excitation tests for the cask/pad interface (1D)
Input motion

Specimen

Scheduled max acceleration

Actual max acceleration

3 Hz sin wave
(EW)

AOS pad

1.4 g

1.419 g

VCC pad

0.8 g

0.883 g


5 Hz sin wave
(EW)

AOS pad

1.5 g

1.837 g

VCC pad

0.9 g

0.948 g

Table 3. Seismic tests for the cask (3D)
Input motion

Outcropping acceleration (ZPA)

Specimen

Scheduled max acceleration

Actual max acceleration

design base earthquake

0.3 g

VCC+AOS

0.588 g

0.699 g

VCC

0.758 g


0.4 g

VCC+AOS

0.712 g

0.892 g


VCC

0.927 g

2.3. Finite element model
The 3D finite element model for the scaledown VCC and VCC+AOS specimens was modeled using LSDYNA software. Based on the frictional and seismic properties at the cask and cask/pad interface obtained from the test results, numerical simulations were performed to ensure the actual seismic stability of this INERHPS cask under the design base earthquake. The major frames of the VCC, AOS and pad specimen were represented by constant stress solid element in the 3D model. The simulation of the cask/pad interface was generated by the function of contact automatic single surface. Besides, the cast 3D model was generated as the actual cast specimen tested in shaking table as illustrated in Figs. 5(a) and 5(b), respectively. The numerical models of the pad specimens in harmonic excitation test for AOS and VCC actual pad are shown in Figs. 6(a) and 6(b), respectively.
Fig. 3. Designed acceleration time histories and spectral curves ($ZPA=$ 0.4 g)
Fig. 4. Specimen setup in shaking table
a) VCC+AOS specimen
b) VCC specimen
Fig. 5. Numerical model for seismic test
a) VCC+AOS specimen
b) VCC specimen
Fig. 6. Numerical model for harmonic excitation test
a) VCC+AOS specimen
b) VCC specimen
3. Results and discussion
3.1. Harmonic excitation test
In order to calculate the friction coefficient and understand the kinematic behavior between concrete cask and pad interface, it was useful to perform the harmonic excitation test using shaking table. Based on the Newton’s second law of motion as follows:
where $f$ is the friction, $m$ is the mass of the cast and ${a}_{h}$ is the acceleration of the cast. However, Coulomb’s law of friction can be used with Eq. (1) as:
where $\mu $ is the friction coefficient and $N$ is the normal force. When the cast was slipped, the motion equation can be used as follows:
where $g$ is the gravity. In inclusion, the critical friction coefficient can be defined as the Eq. (4). Comparison of test and numerical simulation results of the acceleration and displacement time history curves for AOS and VCC pad specimens are illustrated in Figs. 7 and 8, respectively. It is seem that the suggested numerical model can well simulate the experimental records in time domain. From the suggested numerical model and test results, the friction coefficient could be assumed to be constant and set to about 0.70 and 0.25 for the AOS pad and VCC pad scaledown condition.
Fig. 7. Acceleration time history curves
a) AOS pad specimen
b) VCC pad specimen
Fig. 8. Displacement time history curves
a) VCC+AOS specimen
b) VCC specimen
3.2. Seismic response for VCC+AOS specimen
The measured and numerical displacement responses of the VCC+AOS specimen in NS and EW direction for ZPA of 0.30 and 0.40 g are shown in Figs. 9 to 10, respectively. It is seem that the suggested numerical model can well simulate the experimental records in testing duration. It indicated that the numerical results were slight higher than the measured results in NS direction. It was due to that the friction coefficient used in numerical model was performed in EW direction. Thought the specimen was symmetric, the non homogenous of concrete led to the extremely heterogeneous.
Fig. 9. Displacement versus times curves for VCC+AOS specimen ($ZPA=$0.30 g)
a) NS direction
b) EW direction
Fig. 10. Displacement versus times curves for VCC+AOS specimen ($ZPA=$ 0.40 g)
a) NS direction
b) EW direction
The measured and numerical rocking angles of the VCC+AOS specimen in NS and EW direction for ZPA of 0.30 and 0.40 g are shown in Figs. 11 to 12, respectively. It is seem that the suggested results were significant lower than the measured results. It was due to that the assumption of the base in the numerical model was smooth, but the actual state of the specimens has a coarse or irregular surface. However, the rocking angles during the testing were lower than 0.2 and 0.5 degrees for ZPA of 0.30 and 0.40 g, respectively. Rocking behavior and tippingover of the scaledown cask specimens were not observed during the seismic testing. It was also ensured the actual seismic stability of the VCC+AOS cask under the design base earthquake.
Fig. 11. Rocking angle versus times curves for VCC+AOS specimen ($ZPA=$ 0.30 g)
a) NS direction
b) EW direction
Fig. 12. Rocking angle versus times curves for VCC+AOS specimen ($ZPA=$ 0.40 g)
a) NS direction
b) EW direction
Fig. 13. Displacement versus times curves for VCC specimen ($ZPA=$ 0.30 g)
a) NS direction
b) EW direction
3.3. Seismic response for VCC specimen
The measured displacement responses and rocking angles of the VCC specimen in NS and EW direction for ZPA of 0.30 and 0.40 g are shown in Figs. 13 to 16, respectively. The numerical results are also plotted in Figs. 13 to 16 for comparison. It indicated that the suggested numerical model was well simulated the experimental records in testing duration of 10 second. The maximum experimental displacement for ZPA of 0.30 and 0.40 g was 41.0 and 133.8 mm and the displacements of the numerical model were significant lower than the experimental records.
Fig. 14. Displacement versus times curves for VCC specimen ($ZPA=$ 0.40 g)
a) NS direction
b) EW direction
Fig. 15. Rocking angle versus times curves for VCC specimen ($ZPA=$ 0.30 g)
a) NS direction
b) EW direction
Fig. 16. Rocking angle versus times curves for VCC specimen ($ZPA=$ 0.40 g)
a) NS direction
b) EW direction
However, the maximum experimental rocking angle for ZPA of 0.30 and 0.40 g was 0.375 and 0.352 degrees and the rocking angle of the numerical model was also approach the zero level. It also indicated that the surface smoothness of the specimen between concrete cask and pad interface was an important and a key index for nonanchored structures in shaking table test.
4. Conclusions
The performance of the scaledown vertical cylindrical cask under specific earthquake excitation is investigated in this study through shaking table test and numerical simulations using LSDYNA program. And the designed scaledown vertical cylindrical cask specimen tested in shaking table is a successful case of the civil engineering and nuclear energy industry field in . Comparison of measured and calculated results demonstrate that the suggested numerical model is satisfactory and can thus be further used for numerical shaking table tests and the model can well simulate the experimental records. In addition, the friction coefficient was used as a constant and set to about 0.70 and 0.25 for the AOS pad and VCC pad scaledown condition under harmonic excitation test. Further, the surface smoothness of the specimen between concrete cask and pad interface was an important and a key index for nonanchored structures under the design base earthquake.
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