# A Vibration-Isolating Blast Technique with Shock-Reflection Device for Dam Foundation Excavation in Complicated Geological Conditions

Authors: Haoran Hu; Wenbo Lu; Peng Yan; Ming Chen; Qidong Gao
Journal: Shock and Vibration
 (2018)

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## Abstract

Under complicated geological conditions, the vibration in the dam foundation caused by blasting can lead to further deterioration of the foundation rock mass and adversely affect the safety of foundation. In order to effectively control the vibration in dam foundation rock mass, a new bench blasting technique with shock-reflection device is proposed. It introduces a shock-reflection device consisting of high wave impedance block and cushion material, which is placed at the bottom of vertical borehole. This shock-reflection device can effectively reflect the explosion shock wave from vertical direction to horizontal direction after detonation, which can make blasting energy concentrated on the rock mass above dam foundation, so the vibration in the foundation can be controlled. Field blasting experiment was carried out to contrast the blasting induced vibration in foundation rock by bench blasting with shock-reflection device and conventional bench blasting. The results indicate that the vibration in the foundation rock can be reduced by 30%~57%. In addition, the vibration at the bottom of the borehole is also demonstrated by numerical simulation, with results similar to the field experiments. The production experiment results show that the new blasting technique can replace the conventional excavation method of dam foundation in complicated geological conditions, and the new blasting technique has been successfully applied to the Baihetan dam foundation excavation.


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## Body

## 1. Introduction

The energy released by the explosives during the blasting process is not completely used by the rock mass fragment, a large part of which will induce vibration of the retained rock mass [1, 2] and inevitably influence its internal structure. When the vibration speed exceeds the allowable value, it can induce cracks and potentially affect the safety of the rock mass [3]. Therefore, in the excavation process of dam foundation or slope, much attention needs to be paid to the vibration control [4].There is mainly columnar jointed basalt below altitude of 600 meters at the right bank dam foundation of Baihetan Hydropower Station. The columnar jointed basalt is a typical rock that is originated from lava flow and contains many joints cutting the original intact rocks into regular or irregular columnar blocks. Serving as its typical feature during blasting excavation, multiple stress wave reflections occur under the action of dynamic load due to existence of rock joints within the columnar jointed basalt, which may result in dynamic tension failure and then lead to the fracture of the joint surface. If blast-induced cracks occur, developing and converging with each other, the columnar jointed basalt will lose its bearing capacity [5, 6]. Another typical characteristic of columnar jointed basalt is that, after excavation, the pillars will gradually detach from each other and relaxation occurs, as shown in Figure 1.Figure 1
Columnar jointed basalt found in Baihetan Hydropower Station.
(a)
Original (b)
RelaxedIn order to ensure the dam foundation excavation quality of the columnar jointed basalt under complicated geological conditions at Baihetan, it firstly requires reducing the explosion stress to avoid the columnar joint failure during the blasting process. Then rapid excavation is needed to avoid relaxation phenomenon. Many research results show that inner structure failure of rock mass is caused by the stress waves. When dynamic stress and strain caused by the stress wave exceed the allowable value, rock failure will occur. Because of the close relationship between PPV (peak particle velocity) and dynamic stress (and strain), it can be used as the control parameter for excavation of columnar jointed basalt [7–9]. Therefore, the way to guarantee safety of Baihetan dam foundation excavation actually comes to strictly controlling the PPV inside the rock mass under the premise of rapid excavation.According to Chinese construction technical specification and practical experience in engineering practice, the commonly used methods for dam foundation excavation include traditional layered blasting, presplitting blasting, and smooth blasting [10]. Traditional layered blasting can effectively control the blasting vibration, but the construction schedule can be significantly delayed due to excessive layers. The presplitting cracks formed by the presplitting borehole effectively isolate the stress wave induced by production borehole in presplitting blasting technique; the blasting scale is usually small and the charging parameters of each borehole are strictly limited, so vibration inside the dam foundation can be well controlled. As smooth blasting and presplitting blasting require pioneer plots and working faces, it involves complex operations to drill contour boreholes, leading to low construction efficiency [10]. During the dam foundation excavation process of the Three Gorges Hydropower Station, the above-mentioned three kinds of excavation methods were used in combination, resulting in a period of 1.5 months lagging behind schedule [11].In order to find a suitable excavation method for dam foundation excavation under Baihetan complicated geological conditions, the bench blasting with cushion at borehole bottom (BC) has been improved: a shock-reflection device is installed at the vertical borehole bottom to control blasting vibration. Numerical simulation and field experiments are presented in this study to compare the vibration induced by bench blasting with shock-reflection device (BSR) and BC. The production experiments are used to compare the actual excavation results of BSR and presplitting (smooth blasting), and the BSR has been applied in blasting excavation of the Baihetan dam foundation and exerted good effect in blasting vibration control.


## 2. Bench Blasting with Shock-Reflection Device (BSR)

In order to control the vibration in dam foundation rock mass and get a smooth foundation excavation surface, the bench blasting with cushion at borehole bottom (BC) was proposed and applied to produce dam foundation excavation protective layer. The typical blasting geometry for BC is showed in Figure2 [10]. The schematic diagram of stress wave interaction on the interface of explosive and cushion is shown in Figure 3. The cushion material used in BC is usually low sonic impedance material, for example, coarse sand, sawdust, rock debris, polyethylene foam, bamboo tube, and wood.Figure 2
Profile of blasting geometry for BC.Figure 3
Schematic diagram of stress wave interaction on the interface.According to the transmission and reflection theory of stress wave, the sonic impedance of two mediums on either side of the interface plays an important role in the intensity of transmitted and reflection wave. Take it as an example that one-dimensional incident wave enters vertically. When the stress wave incomes vertically from media A to media B, the reflection and transmission of stress waves acting on different media surface can be expressed by (1) and (2), respectively [12].(1)R=ρbCpb-ρaCpaρaCpa+ρbCpbI(2)T=2ρbCpbρaCpa+ρbCpbIwhere ρ is the material density,Cp is the P wave propagation velocity in the material,ρCp is the material sonic impedance,I is the incoming wave intensity,R is the reflection wave intensity, andT is the transmitted wave intensity.Since the sonic impedance of the cushion material is less than that of the explosion products, according to (2), the intensity of the stress transmitted into the cushion is small. The theoretical consequence is that the stress wave acting on the foundation rock mass is reduced, and the vibration within the dam foundation is controlled.However, in practical engineering application, it is found that the cushion material easily fails due to compressed failure or carbonization under explosion-induced high temperature. In this paper, the BC method has been improved; a high sonic impedance block is placed over the cushion material, serving as a shock-reflection device, as shown in Figure4.Figure 4
The shock-reflection device and stress wave interaction on the interface.The shock-reflection device consists of high sonic impedance block and cushion material. It can choose high sonic impedance concrete or cast iron as the block material [13] and coarse sand as the cushion material, while the cushion material is the same as that used in the BC method.In the borehole with the shock-reflection device, if the block material uses the high sonic impedance concrete, the cushion material chooses the coarse sand and the intensity of transmission and reflection wave at each interface can be calculated by (1) and (2), and T and R are shown in Table 1. It can be seen that the reflection wave is different, and it is a reflection loading condition at interface B, while it is reflection unloading condition at interface C. The transmitted wave at interface B is the income wave at interface C if the attenuation of stress amplitude is ignored. Therefore, stress amplitude of transmitted wave is 62% of the initial income stress wave amplitude. After dissipation caused by the large deformation buffer material, only a minimal stress amplitude of transmitted wave transmitted into the foundation rock mass, thus the blasting induced vibration will be small.Table 1
The intensity of transmission and reflection wave at the interface.
Sonic impedance (kg/m3·m/s) Interface B Interface C Explosion products Concrete Coarse sand R T R T 3.60×106 1.85×107 4.25×106 0.67I 1.67I -0.63I 0.37IAnother important requirement in dam foundation excavation process is that the dam foundation excavation surface should be smooth enough, so the reflected wave at interface B can be directed toward the borehole wall. And the reflected stress wave will strengthen the crushing effect of the rock mass between the boreholes and reduce the rock root between them, which will be helpful for obtaining a smooth dam foundation surface. Therefore, the block is shaped into sphere, which is also more convenient to be installed inside boreholes. The schematic diagram of stress wave interaction on the interface is shown in Figure5.Figure 5
The shock-reflection device and stress wave interaction on the interface.The typical blasting geometry for BSR is showed in Figure6. In order to reduce the rock root, the spherical center of the block should be in the dam foundation surface.Figure 6
Profile of blasting geometry for BSR.


## 3. Blasting Vibration Experiments to Verify the New Technique

### 3.1. Experiment Design

In order to verify the theory described above, a field experiment was carried out at the Baihetan Hydropower Station, Jin-sha River. Foundation of downstream plunge pool was selected as the field experiment site near the subsidiary dam. The rock mass here is intact Permian basalts.As shown in Figure7, in this blasting experiment, four vertical boreholes and a vibration monitoring hole were drilled. The boreholes were arranged in quadrate with 3.5 m side length, and the vibration monitoring hole was at the center of quadrate. These boreholes were 100 mm in diameter and 6.0~6.3 m in depth including 1.5 m for stemming and 4.5 m for charge. Detailed drilling and blasting parameters are listed in Table 2, and the typical charging structure is plotted in Figure 8. The spherical block used in the experiment is made of high sonic impedance concrete with diameter of 82 mm (as shown in Figure 9), and the cushion material is coarse sand.Table 2
Drilling and blasting parameters of the experiment.
Borehole diameter Hole depth Spacing Charge diameter Charge length Charge weight Stemming length 100 mm 6.0~6.3 m 3.5 m 32 mm 4.5 m 4.5 kg 1.5 mFigure 7
Arrangement of borehole and monitoring holes.Figure 8
Typical charge structure.Figure 9
Spherical block made of high sonic impedance concrete.The vibration in the rock mass below the bench floor can be easily recorded by professional equipment. Three vertical vibration sensors were placed in the vibration monitoring hole, arranged at 1.0m, 1.5m, and 2.0m below the bench floor, respectively, as shown in Figure10. The sensors were fixed by high-strength mortar, so it could accurately measure the internal vibration. The vertical vibration sensor CDJ28 used in this experiment was produced by Chongqing Geological Instrument Factory, which can catch the vibration waveform vertically. The blasting vibration intelligent monitor TC-4850 used in this experiment has a specially designed frequency to cover all the possibilities of blast vibration recording and the sampling interval was 0.0625 milliseconds.Figure 10
Arrangement of vibration sensors.


### 3.2. Experiment Results

According to the blasting field experiment design, the shock-reflection device is arranged at the bottom of boreholes A and C, with none in boreholes B and D. The blasting vibration amplitude reduction effect can be seen by comparing the differences of vibration amplitude between the borehole with and without the shock-reflection device.The recorded original blast-induced vertical velocity-time histories of monitoring were plotted in Figure11, and the PPV of each delay is shown in Table 3. Here it defines a vibration reduction factor:(3)ηppv=1-PPVwithPPVwithout×100%where PPVwith is the PPV of the borehole with the device; PPVwithout is the PPV of the borehole without the device; ηppv shows the blasting vibration amplitude reduction after adopting the bench blasting with shock-reflection device.Table 3
Summary of PPV and vibration reduction factor.
Locationof detector Top ignition (cm/s) Bottom ignition (cm/s) B (Without) A (With) η p p v D (Without) C (With) η p p v 1# (1.0m) 32.50 18.37 43.5% 33.35 14.51 56.5%  2# (1.5m) 34.40 19.21 44.2% 21.47 11.09 48.3%  3# (2.0m) 27.55 19.33 29.8% 14.07 7.92 43.7%Figure 11
Blast-induced vertical velocity-time histories recorded by TC-4850.
(a)
1# vibration sensor (b)
2# vibration sensor (c)
3# vibration sensor (d)
The wave of second delay in (c)From Table3, it can be seen that the PPV vertically induced by borehole with the shock-reflection device is much smaller than that without the device, with vibration reduction factor varying from 29.8% to 56.5%, which indicates the obvious vibration reduction effect of the device. At the same time, when the ignition point is located at the bottom of the hole, the vibration reduction rate will be greater, and the effect of the shock-reflection device will be more significant. Compared with the operating conditions of the same charge structure type, the position of ignition point has a significant impact on PPV. The PPV induced by top ignition borehole is much larger than the bottom ignition borehole. Based on the above results, using the shock-reflection device and putting the detonator at the borehole bottom can effectively control blasting vibration inside the dam foundation rock mass.


## 3.1. Experiment Design

In order to verify the theory described above, a field experiment was carried out at the Baihetan Hydropower Station, Jin-sha River. Foundation of downstream plunge pool was selected as the field experiment site near the subsidiary dam. The rock mass here is intact Permian basalts.As shown in Figure7, in this blasting experiment, four vertical boreholes and a vibration monitoring hole were drilled. The boreholes were arranged in quadrate with 3.5 m side length, and the vibration monitoring hole was at the center of quadrate. These boreholes were 100 mm in diameter and 6.0~6.3 m in depth including 1.5 m for stemming and 4.5 m for charge. Detailed drilling and blasting parameters are listed in Table 2, and the typical charging structure is plotted in Figure 8. The spherical block used in the experiment is made of high sonic impedance concrete with diameter of 82 mm (as shown in Figure 9), and the cushion material is coarse sand.Table 2
Drilling and blasting parameters of the experiment.
Borehole diameter Hole depth Spacing Charge diameter Charge length Charge weight Stemming length 100 mm 6.0~6.3 m 3.5 m 32 mm 4.5 m 4.5 kg 1.5 mFigure 7
Arrangement of borehole and monitoring holes.Figure 8
Typical charge structure.Figure 9
Spherical block made of high sonic impedance concrete.The vibration in the rock mass below the bench floor can be easily recorded by professional equipment. Three vertical vibration sensors were placed in the vibration monitoring hole, arranged at 1.0m, 1.5m, and 2.0m below the bench floor, respectively, as shown in Figure10. The sensors were fixed by high-strength mortar, so it could accurately measure the internal vibration. The vertical vibration sensor CDJ28 used in this experiment was produced by Chongqing Geological Instrument Factory, which can catch the vibration waveform vertically. The blasting vibration intelligent monitor TC-4850 used in this experiment has a specially designed frequency to cover all the possibilities of blast vibration recording and the sampling interval was 0.0625 milliseconds.Figure 10
Arrangement of vibration sensors.


## 3.2. Experiment Results

According to the blasting field experiment design, the shock-reflection device is arranged at the bottom of boreholes A and C, with none in boreholes B and D. The blasting vibration amplitude reduction effect can be seen by comparing the differences of vibration amplitude between the borehole with and without the shock-reflection device.The recorded original blast-induced vertical velocity-time histories of monitoring were plotted in Figure11, and the PPV of each delay is shown in Table 3. Here it defines a vibration reduction factor:(3)ηppv=1-PPVwithPPVwithout×100%where PPVwith is the PPV of the borehole with the device; PPVwithout is the PPV of the borehole without the device; ηppv shows the blasting vibration amplitude reduction after adopting the bench blasting with shock-reflection device.Table 3
Summary of PPV and vibration reduction factor.
Locationof detector Top ignition (cm/s) Bottom ignition (cm/s) B (Without) A (With) η p p v D (Without) C (With) η p p v 1# (1.0m) 32.50 18.37 43.5% 33.35 14.51 56.5%  2# (1.5m) 34.40 19.21 44.2% 21.47 11.09 48.3%  3# (2.0m) 27.55 19.33 29.8% 14.07 7.92 43.7%Figure 11
Blast-induced vertical velocity-time histories recorded by TC-4850.
(a)
1# vibration sensor (b)
2# vibration sensor (c)
3# vibration sensor (d)
The wave of second delay in (c)From Table3, it can be seen that the PPV vertically induced by borehole with the shock-reflection device is much smaller than that without the device, with vibration reduction factor varying from 29.8% to 56.5%, which indicates the obvious vibration reduction effect of the device. At the same time, when the ignition point is located at the bottom of the hole, the vibration reduction rate will be greater, and the effect of the shock-reflection device will be more significant. Compared with the operating conditions of the same charge structure type, the position of ignition point has a significant impact on PPV. The PPV induced by top ignition borehole is much larger than the bottom ignition borehole. Based on the above results, using the shock-reflection device and putting the detonator at the borehole bottom can effectively control blasting vibration inside the dam foundation rock mass.


## 4. Numerical Simulation of a Single Vertical Borehole

The field experiment verifies the effect of BSR on controlling the vibration velocity inside the dam foundation, while more vibration characteristics inside the dam foundation can be obtained by numerical simulation.


### 4.1. Numerical Model and Material Parameters

In order to verify the vibration reduction effect of BSR, the ANSYA/LS-DYNA software was employed to build up the finite model, as shown in Figure12. The borehole is 100 mm in diameter and 6 m in depth including 1.5m for stemming. The diameter of emulsion explosive cartridges is 32 mm, and the spherical block, made of high sonic impedance concrete, is 86 mm in diameter. It should be pointed out that this numerical model presents the blasting condition in semi-infinite rock mass, and, because of its symmetry, a quarter model is established using the symmetric boundary. Therefore, X = 0 and Y=0 plane are set to the symmetrical plan. X = 4.5 m; Y=4.5 m; and Z=14 m plane are set to the no reflection boundary to prevent the effects of reflected waves at edge of the region. According to the field experiment results, the ignition point is located at the bottom of the hole, 15 cm above the charge structure bottom.Figure 12
Numerical simulation model.
(a)
Whole model (b)
Mesh of the spherical block (c)
Charge structureAs the blasting induced damage around the borehole will affect the characteristics of blasting vibration, in order to obtain a more ideal vibration waveform, the tensile-compress damage model, established by Hu[14], is adopted in this calculation, and the rock damage area calculated by this model is in good agreement with the field experiments. The damage characteristics of high sonic impedance concrete resemble rock material, so the tensile-compress damage model is also used to calculate its damage characteristics. The material mechanics parameters of rock and concrete are shown in Table 4. Related parameter definitions can be found in [14].Table 4
Material mechanics parameters of rock and concrete in damage model.
Material Density(kg/m3) Elasticitymodulus (GPa) Poisson’sratio Dynamic tensilestrength (MPa) Fracture toughnessKIC   (MN×m-3/2) Damage constantλ   (Kg/J) Material constantβ Rock 2700 15.0 0.23 3.0 0.92 0.0001 0.5  Concrete 4107 54.3 0.18 12.8 0.9 0.0001 0.5The widely used Jones–Wilkens–Lee (JWL) equation of state (EOS) is adopted to describe the relationship between volume, energy, and pressure of detonation products, as expressed in(4)P=A1-ωR1Ve-R1V+B1-ωR2Ve-R2V+ωEVwhere P is the detonation pressure; V is the relative volume of detonation products; E is the internal energy with an initial value of E0; A, B, R1, R2, and ω are parameters related to explosive types. The 2# rock emulsion explosive was adopted in the simulation, and related parameters refer to the work of Sanchidrian et al. [15], as listed in Table 5, whereD is the explosive velocity of detonation (VOD) and PCJ is the Chapman-Jouguet pressure.Table 5
JWL equation of state parameters of the explosive used.
Density(kg/m3) VOD(m/s) P CJ  (GPa) A(GPa) B  (GPa) R 1 R 2 ω E 0  (GPa) 1050 4200 4.63 209.69 3.51 5.76 1.29 0.39 2.39Coarse sand cushion material adopts MAT_SOIL_AND_FOAM. This model can effectively simulate the liquefaction of sand under dynamic stress conditions. If the thermal effect is not taken into account in pressure versus volume strain behavior, the values of the parameters are shown in Table6 [16].Table 6
Parameters values of the MAT_SOIL_AND _FOAM model.
Material parameter Pressure-volume strain curve volume strain Pressure (MPa) Density(Kg/m3) 1800 0.000 0.0 0.104 0.2  Shear modulus(MPa) 0.639 0.161 0.4 0.192 0.6  Bulk modulus(MPa) 0.3 0.224 1.2 0.246 2.0  Tensile cutoff(MPa) 0 0.271 4.0 0.283 6.0  Volumetric crushing option 0 0.290 8.0 0.400 41


### 4.2. Numerical Results

In order to justify the reliability of the numerical model, velocity-time waveforms and amplitude spectrum curves simulated in vertical borehole without the shock-reflection device are compared with field monitoring data at measurement point 2#, as shown in Figure13. It can be seen that the variation of simulated particle velocities is generally consistent with the monitoring data. The peak vibration value obtained by numerical simulation is 19.76 cm/s, which is very close to the measured peak vibration value of 21.47 cm/s. The trend of the whole waveform is also very close to that of the actual measured waveform. The main frequency of the calculated waveform is 205.4 Hz, which is similar to the main frequency of the measured waveform of 189.8 Hz, and the trend of the amplitude spectrum curve is also consistent. So, these all indicate that the simulation method, material models, and the material parameters used in this study are applicable to predict the vibration inside bench floor rock mass during blasting excavation.Figure 13
Comparison of the waveforms and amplitude spectrum curves.
(a)
Waveform (b)
Amplitude spectrum curveFigure14 shows the comparison of the PPV-distance curves of the blasting borehole with and without the shock-reflection device calculated by the tensile-compressive damage model, and all the gauge points are located on the extension of the borehole axis. It shows that, under the given parameters described in Section 4.1, the vibration induced by the borehole with the shock-reflection is smaller than that without it. The vibration reduction factor is from 29.8% to 50.5%, and the average vibration reduction factor is 41.1%. It indicates that the shock-reflection device arranged at the bottom of bench blasting borehole has a significant effect on reducing the blasting induced vibration in the bench floor rock mass.Figure 14
Comparison of the PPV-distance curves of the blasting borehole between with and without the device.


## 4.1. Numerical Model and Material Parameters

In order to verify the vibration reduction effect of BSR, the ANSYA/LS-DYNA software was employed to build up the finite model, as shown in Figure12. The borehole is 100 mm in diameter and 6 m in depth including 1.5m for stemming. The diameter of emulsion explosive cartridges is 32 mm, and the spherical block, made of high sonic impedance concrete, is 86 mm in diameter. It should be pointed out that this numerical model presents the blasting condition in semi-infinite rock mass, and, because of its symmetry, a quarter model is established using the symmetric boundary. Therefore, X = 0 and Y=0 plane are set to the symmetrical plan. X = 4.5 m; Y=4.5 m; and Z=14 m plane are set to the no reflection boundary to prevent the effects of reflected waves at edge of the region. According to the field experiment results, the ignition point is located at the bottom of the hole, 15 cm above the charge structure bottom.Figure 12
Numerical simulation model.
(a)
Whole model (b)
Mesh of the spherical block (c)
Charge structureAs the blasting induced damage around the borehole will affect the characteristics of blasting vibration, in order to obtain a more ideal vibration waveform, the tensile-compress damage model, established by Hu[14], is adopted in this calculation, and the rock damage area calculated by this model is in good agreement with the field experiments. The damage characteristics of high sonic impedance concrete resemble rock material, so the tensile-compress damage model is also used to calculate its damage characteristics. The material mechanics parameters of rock and concrete are shown in Table 4. Related parameter definitions can be found in [14].Table 4
Material mechanics parameters of rock and concrete in damage model.
Material Density(kg/m3) Elasticitymodulus (GPa) Poisson’sratio Dynamic tensilestrength (MPa) Fracture toughnessKIC   (MN×m-3/2) Damage constantλ   (Kg/J) Material constantβ Rock 2700 15.0 0.23 3.0 0.92 0.0001 0.5  Concrete 4107 54.3 0.18 12.8 0.9 0.0001 0.5The widely used Jones–Wilkens–Lee (JWL) equation of state (EOS) is adopted to describe the relationship between volume, energy, and pressure of detonation products, as expressed in(4)P=A1-ωR1Ve-R1V+B1-ωR2Ve-R2V+ωEVwhere P is the detonation pressure; V is the relative volume of detonation products; E is the internal energy with an initial value of E0; A, B, R1, R2, and ω are parameters related to explosive types. The 2# rock emulsion explosive was adopted in the simulation, and related parameters refer to the work of Sanchidrian et al. [15], as listed in Table 5, whereD is the explosive velocity of detonation (VOD) and PCJ is the Chapman-Jouguet pressure.Table 5
JWL equation of state parameters of the explosive used.
Density(kg/m3) VOD(m/s) P CJ  (GPa) A(GPa) B  (GPa) R 1 R 2 ω E 0  (GPa) 1050 4200 4.63 209.69 3.51 5.76 1.29 0.39 2.39Coarse sand cushion material adopts MAT_SOIL_AND_FOAM. This model can effectively simulate the liquefaction of sand under dynamic stress conditions. If the thermal effect is not taken into account in pressure versus volume strain behavior, the values of the parameters are shown in Table6 [16].Table 6
Parameters values of the MAT_SOIL_AND _FOAM model.
Material parameter Pressure-volume strain curve volume strain Pressure (MPa) Density(Kg/m3) 1800 0.000 0.0 0.104 0.2  Shear modulus(MPa) 0.639 0.161 0.4 0.192 0.6  Bulk modulus(MPa) 0.3 0.224 1.2 0.246 2.0  Tensile cutoff(MPa) 0 0.271 4.0 0.283 6.0  Volumetric crushing option 0 0.290 8.0 0.400 41


## 4.2. Numerical Results

In order to justify the reliability of the numerical model, velocity-time waveforms and amplitude spectrum curves simulated in vertical borehole without the shock-reflection device are compared with field monitoring data at measurement point 2#, as shown in Figure13. It can be seen that the variation of simulated particle velocities is generally consistent with the monitoring data. The peak vibration value obtained by numerical simulation is 19.76 cm/s, which is very close to the measured peak vibration value of 21.47 cm/s. The trend of the whole waveform is also very close to that of the actual measured waveform. The main frequency of the calculated waveform is 205.4 Hz, which is similar to the main frequency of the measured waveform of 189.8 Hz, and the trend of the amplitude spectrum curve is also consistent. So, these all indicate that the simulation method, material models, and the material parameters used in this study are applicable to predict the vibration inside bench floor rock mass during blasting excavation.Figure 13
Comparison of the waveforms and amplitude spectrum curves.
(a)
Waveform (b)
Amplitude spectrum curveFigure14 shows the comparison of the PPV-distance curves of the blasting borehole with and without the shock-reflection device calculated by the tensile-compressive damage model, and all the gauge points are located on the extension of the borehole axis. It shows that, under the given parameters described in Section 4.1, the vibration induced by the borehole with the shock-reflection is smaller than that without it. The vibration reduction factor is from 29.8% to 50.5%, and the average vibration reduction factor is 41.1%. It indicates that the shock-reflection device arranged at the bottom of bench blasting borehole has a significant effect on reducing the blasting induced vibration in the bench floor rock mass.Figure 14
Comparison of the PPV-distance curves of the blasting borehole between with and without the device.


## 5. Discussion

Through the previous field experiment and numerical simulation results, it is shown that BSR makes an obvious contribution to reducing the blasting vibration velocity inside dam foundation rock mass. However, in hydropower projects presplitting blasting and smooth blasting are still common excavation methods for dam foundation excavation. Therefore, it still needs large-scale production experiment to verify whether the BSR can be applied to the dam foundation excavation under complicated geological conditions of Baihetan Hydropower Station. The aim of dam foundation excavation is to create a contour following a predetermined form, thus the underbreak and overbreak of the excavation surface should meet the design requirements, with blast-induced damage strictly controlled [17, 18]. Therefore, three experiment areas, BSR, presplitting, and smooth blasting, were designed in the production experiment. The overbeak, underbreak, blast-induced damage, and the vibration in the dam foundation rock mass were measured in each experiment area. The production experiments were implemented in the horizontal dam foundation excavation of Baihetan Hydropower Station. Rock masses here are typical columnar jointed basalts.When the blasting is completed and the dam foundation surface is cleaned, to obtain the underbreak and overbreak values, four measurement control lines are arranged in each experiment zone. Measurement points are set every other 20 cm along these control lines. The underbreak and overbreak values can be obtained by measuring the elevations of the point.In construction site of rock blasting and foundation excavation, sonic wave tests before and after rock blasting have been conducted in each test area. According to the construction technical code for excavating engineering of hydraulic structures, when the P wave transmission speed of the surface rock is decreased over 10% compared with the undisturbed rock mass, the rock is considered to be damaged. And the larger the ratio is, the greater the rock damage extent is. Therefore, four sonic monitoring holes are arranged in the middle of each experiment area, using the test method proposed by Lu et al. [19], and the depth of blast damage in each experiment area can be obtained.The blasting vibration of the remaining rock mass under the foundation surface was monitored to evaluate the disturbance caused by different blasting techniques. Three vibration sensors at different distance below the foundation surface (1.0m below, 1.5m below, and 2.0m below) were embedded in the monitoring hole by cement paste as described in Section3.When the blasting is completed, the basic situation of dam foundation surface is shown in Figure15. In the experiment site of BSR, spherical block made of high sonic impedance concrete was found after blasting, as shown in Figure 16. As can be seen from the photos, the spherical block was only slightly damaged.Figure 15
Basic situation of dam foundation surface after blasting.
(a)
BSR (b)
Presplitting blasting (c)
Smooth blastingFigure 16
Spherical block after blasting.Comparison between different dam foundation excavation methods is shown in Tables7 and 8. Table 7 shows that the overbreak and underbreak values of the three blasting techniques have little difference. The blast damage of presplitting blasting is more serious than that of BSR, and the damage depth of smooth blasting is the smallest. It can be seen from Table 8 that the PPV caused by presplitting blasting is the largest among the three techniques. The blasting vibration of BSR and smooth blasting are roughly at the equal level within 1.5m. The contact surface between the BSR borehole and the dam foundation is only the borehole bottom, which is equivalent to the point load source, while those of the presplitting blasting and smooth blasting are the contacts of the contour blasting borehole wall with the dam foundation rock mass, which is equivalent to the area load source. Therefore, the decay rate induced by BSR is faster, which is very beneficial for reducing the vibration in dam foundation under complicated geological conditions.Table 7
Comparison between different dam foundation protective layer excavation methods.
Excavation method Overbreak/cm Underbreak/cm BDZ depth/m Excavation speed Maximum Average Maximum Average Smooth blasting 41.6 7.3 -5.8 -2.9 0.68~0.71 Slow Presplitting blasting 16.4 16.4 -24.4 -18.1 0.82~0.86 Moderate BSR 25.7 5.4 -13.3 -5.6 0.74~0.79 FastTable 8
PPV of different blasting techniques (unit: cm/s).
Vibration sensor BSR Presplitting blasting Smooth blasting Left Right Left Right 1.0m below 11.2 20.0 35.1 15.3 11.3 1.5m below 9.5 25.6 20.5 10.7 7.9 2.0m below 3.1 24.1 16.1 11.7 7.6It should be pointed out that, by using the BSRC, the vertical borehole can be fast drilled by the drilling machine, which is beneficial to save the drilling time. However, the horizontal borehole should be arranged in the smooth blasting and presplitting blasting construction, and the drilling process is complicated, which will seriously affect the construction speed of the blasting work. Under the premise of similar scale of the three experiment areas, the excavation work in the BSR experiment area takes about 8 hours, in the presplitting blasting experiment area 12 hours, and in the smooth blasting experiment area 16 hours. Due to the large scale of dam foundation excavation at Baihetan Hydropower Station, the adoption of BSR will greatly increase the excavation progress and reduce the possibility of further relaxation of columnar jointed basalts over time.Therefore, from the perspectives of both reducing the vibration and increasing construction efficiency, the BSR is suitable for Baihetan complicated geological dam foundation excavation. The excavation area of right bank dam foundation has reached 8,000 square meters and that of left bank 13,000 square meters, and the dam foundation excavation task was completed 20 days earlier than expected.


## 6. Conclusions

The bench blasting with cushion at borehole bottom has been improved: a special shock-reflection device is installed at the vertical borehole bottom to control blasting vibration. Through theoretical analysis and blasting vibration numerical simulation based on ANSYS/LS-DYNA, combined with field experiments, the following results are achieved:( 1 ) The shock-reflection device is a combination of spherical block made up of high sonic impedance concrete or cast iron and flexible cushion made up of coarse sand. The spherical block reflects the shock wave and the flexible cushion can provide buffering effect, both of which can noticeably achieve vibration reducing effect in the foundation rock mass.( 2 ) The vibration numerical simulation shows that the vibration induced by the borehole with the device is between 29.8% and 50.5%, smaller than the borehole without the structure, which is consistent with the results of field experiment, from 29.8% to 56.5%.( 3 ) It is proven through production experiments that, within the depth of 1.5m, the vibration of dam foundation rock mass using BSR is less than the presplitting blasting and near smooth blasting. Also it can acquire a faster vibration decay rate, which is beneficial for reducing the vibration among dam foundations under complicated geological conditions.



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*Source: 8029513-2018-06-27.xml*