WO2005066421A1 - ボーリング孔を利用した原位置での地盤の液状化および動的特性試験方法および試験装置 - Google Patents
ボーリング孔を利用した原位置での地盤の液状化および動的特性試験方法および試験装置 Download PDFInfo
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- WO2005066421A1 WO2005066421A1 PCT/JP2004/005970 JP2004005970W WO2005066421A1 WO 2005066421 A1 WO2005066421 A1 WO 2005066421A1 JP 2004005970 W JP2004005970 W JP 2004005970W WO 2005066421 A1 WO2005066421 A1 WO 2005066421A1
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- load
- pressure
- dynamic
- cell
- liquefaction
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/32—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N13/00—Investigating surface or boundary effects, e.g. wetting power; Investigating diffusion effects; Analysing materials by determining surface, boundary, or diffusion effects
- G01N2013/006—Dissolution of tablets or the like
Definitions
- the present invention relates to liquefaction and dynamic characteristics of a ground using a boring hole for detecting in-situ characteristics of the ground when dynamic cyclic loads such as seismic loads, traffic loads, and mechanical loads are applied. (Strength, deformation characteristics)
- the present invention relates to a test method and a test apparatus.
- Conventional liquefaction determination methods include, for example, a method for determining the characteristic tendency of the entire ground (see Patent Document 1) and a method for detecting liquefaction when an earthquake occurs (see Patent Document 2). However, none of them directly tested the dynamic characteristics of the soil layer itself in the ground.
- Patent Document 1 Japanese Patent Application Laid-Open No. 7-3760
- Patent Document 2 JP-A-7-109725
- the present invention has been made in view of the importance of directly knowing the dynamic deformation characteristics of a ground against a dynamic cyclic load.
- the in-situ ground liquefaction and dynamic property test method using a boring hole is directed to a method for testing a hole wall of a boring hole provided in the ground for a soil layer to be tested. It is characterized by measuring the displacement of the hole wall by applying a dynamic repetitive load and obtaining the dynamic characteristics of the ground. In particular, you can learn about liquefaction of the ground.
- dynamic repetitive load means the meaning of including the entire load that fluctuates periodically, and includes a fluctuating load (vibration) having a relatively high frequency and a slowly fluctuating load that can be operated manually.
- the dynamic characteristic is the relationship between the load and displacement when a dynamic cyclic load is applied.
- the deformation characteristic is determined from the relationship between the magnitude of the dynamic cyclic load, the number of repetitions, and the displacement.
- the intermediate soil layer subjected to the dynamic repetition test is a part that is at least damaged, and if a static compressive load is applied to this part and the static strength is measured, the extent of the damage is determined. You can know the degree.
- vibration or dynamic repetitive loads are alternately applied to one area of the borehole wall, and the dynamic characteristics of the ground can be known from the relationship between the magnitude of the repetitive load, the vibration or the number of repetitions, and the displacement. .
- the dynamic cyclic load consists of a compressive load applied in the direction perpendicular to the hole axis, a torsional shear load applied in the rotation direction around the hole axis, and a shear load applied in the direction parallel to the hole axis.
- the in-situ liquefaction and dynamic characteristic test apparatus of the ground using the boring hole according to the present invention is a device that is inserted into a boring hole provided in the ground and presses the hole wall by the pressure of a pressure medium.
- Cell pressure adjusting means capable of periodically changing the pressure of the pressure medium in the measuring cell, and displacement detecting means for detecting displacement of the hole wall.
- the measuring cell has a plurality of pressurizing sections for pressing the hole wall along the hole axis direction of the boring hole, and the pressure adjusting means dynamically and repeatedly applies pressure to the plurality of pressurizing sections.
- the measuring cell is divided into a plurality of chambers to constitute a pressurizing section, and the pressure adjusting stage applies a dynamic repetitive pressure to the pressure medium in the plurality of chambers alternately.
- the pressure adjusting means applies a dynamic and repetitive pressure alternately to the upper and lower chambers across the intermediate chamber, and removes a constant static pressure that does not fluctuate to the intermediate chamber.
- a measurement cell inserted into a borehole is divided into a plurality of cell sections provided with pressurized chambers independent of each other.
- Pressurization A configuration in which the liquid pressure of the liquid filled in the chamber is controlled and a load is independently applied to the corresponding soil layer, and the cell unit includes an intermediate cell unit for applying a static load, and an intermediate cell unit for the intermediate cell unit.
- An upper guard cell portion and a lower guard cell portion for applying a static load to the soil layer are provided above the upper dynamic cell portion and below the lower dynamic cell portion.
- the measurement cell is characterized by including pore water pressure detecting means for detecting pore water pressure of the soil layer corresponding to the intermediate cell portion.
- the pore water pressure detecting means is characterized in that a rubber-like membrane member constituting the surface of the intermediate cell section is provided with a pressure introducing section.
- a measuring cell inserted into a boring hole is divided into a plurality of cell sections each having a pressure chamber independent of each other.
- each cell section are independently and interchangeably connected to each other.
- Each cell unit includes a cell body and a cylindrical rubber-like membrane member attached to the outer periphery of the cell body, and a pressurizing liquid filled between the cell body and the rubber-like membrane member. It is preferable that a chamber is formed.
- the means for pressurizing the liquid pressure in the pressurizing chamber includes a cylinder for pressurizing the liquid and a stroke detecting means for detecting a stroke of the cylinder rod, and a hole in the soil layer loaded with a load from the cylinder stroke. It is configured to measure the displacement of the wall.
- test can be performed in a shorter time than the conventional sample test, which is economical.
- a compressive load applied in the direction perpendicular to the hole axis a torsional shear load applied in the rotation direction around the hole axis, and a shear load applied in the direction parallel to the hole axis.
- One of the two loads, or a combined load of at least two types of loads is tested for dynamic cyclic loads that are realistic, such as compressive or shear loads while twisting. Testing can be performed.
- the upper guard cell section and the lower guard cell section are provided above the upper dynamic cell section and below the lower dynamic cell section.
- the relationship between the displacement and the pressure when a dynamic cyclic load is applied to the upper and lower adjacent layers adjacent to the upper and lower The characteristics of the ground can be analyzed by comparing with the layer.
- the upper guard cell and the lower guard cell prevent the soil layer from collapsing, and the upper and lower layers are dynamically repeated.
- the load can act stably.
- the dynamic load loaded in the upper dynamic cell section and the lower dynamic cell section is provided.
- the pore water pressure of the intermediate soil layer can be directly detected.
- the cell parts constituting the measuring cell are connected so as to be exchangeable independently of each other, so that maintenance work such as replacement of parts can be performed for each cell part. It can be carried out.
- the cell portion includes a cell main body and a cylindrical rubber-like membrane member attached to the outer periphery of the cell main body, and pressurization in which a liquid is filled between the cell main body and the rubber-like membrane member.
- the replacement work of the rubber-like membrane member becomes extremely easy.
- the means for pressurizing the liquid pressure in the pressurizing chamber includes a cylinder for pressurizing the liquid, and a stroke detecting means for detecting a stroke of the cylinder rod.
- the displacement of the hole wall of the soil layer loaded with the load from the cylinder stroke is provided. Is measured. It is also possible to use a water gauge for displacement detection.
- FIG. 1 (A) is a schematic view of an apparatus for testing the liquefaction and dynamic characteristics of ground according to Embodiment 1 of the present invention.
- This soil liquefaction and dynamic characteristics test device includes a rubber sonde 201 as a measurement cell which is inserted into a boring hole 100 provided in the ground and is filled with a liquid such as water 203 as a pressure medium, and a rubber sonde 201.
- a pressure control valve 205 as a pressure adjusting means for periodically changing the pressure of water 203 in 201 and a displacement sensor 208 as a displacement detecting means for detecting displacement of the hole wall due to the pressure from the rubber sonde 201.
- the water 203 is stored in the water tank 2 on the ground, and a high pressure gas is supplied from the pressure supply unit 204 to the head space in the water tank 202 to add the water 203 in the water tank 202.
- the pressure control valve 205 controls the pressure of the high-pressure gas. In some cases, a configuration may be adopted in which the water pressure is controlled directly instead of controlling the high-pressure gas.
- the water tank 202 and the rubber sonde 201 are connected by a connecting pipe 206, and the displacement sensor 208 detects the liquid level of the water tank 202, and the displacement of the hole wall is obtained from the liquid level.
- the change in displacement is not limited to the detection by the displacement sensor 208, and may be measured visually by a scale (not shown) provided in the water tank 202 or by a pressure sensor 265 arranged at the bottom of the water tank 202. .
- the rubber sonde 201 is fixed in the vertical direction and expands and contracts only in the horizontal direction, and includes a hollow flexible member such as a rubber tube that is in close contact with the hole wall of the boring hole 100.
- the pressure supply unit 204 includes, for example, a pressure source such as a high-pressure nitrogen gas, and a regulator valve that keeps the gas pressure supplied from the pressure source constant.
- a pressure source such as a high-pressure nitrogen gas
- a regulator valve that keeps the gas pressure supplied from the pressure source constant.
- a pressure source a compressor or the like can be used instead of a high-pressure gas.
- a servo valve is used as the pressure control valve 205, and the pressure can be controlled according to a command signal as shown in FIG. 1 (B).
- the valve drive unit 51 of the pressure control valve 205 is controlled based on a control signal from a computer 207 programmed so that the pressure fluctuates according to the cycle of the output pressure. Change.
- the output pressure is detected by the pressure sensor 252, fed back to the servo amplifier 253, and controlled to accurately follow the command signal.
- the expected yield load or non-liquefaction limit load (P1) is divided into several stages. And repeatedly apply a dynamic repetitive load of plus Ct for each load to measure the amount of ground displacement. The test is continued until the ground is destroyed by increasing the applied load, and the dynamic characteristics are determined from the relationship between the magnitude of the dynamic cyclic load and the displacement.
- the dynamic repetitive load is not limited to a force waveform that is a sine wave, and an impact load may be reduced.
- the vibration or the number of repetitions of the dynamic repetitive load is set in consideration of the vibration of the earthquake or the number of repetitions, but is preferably set to about 0.1 to 1 [Hz].
- the yield load Py, the breaking load P1, and the deformation coefficient are obtained as indices of the dynamic characteristics.
- the expected breaking load or non-liquefaction limit load may be set higher or lower depending on the purpose of the test, and may be set arbitrarily as needed. For example, in the case of important ground tests, underestimate the test.
- the non-liquefaction limit load is a load that is expected not to be liquefied even if the load is further applied, and is determined according to the ground.
- the number of times and the time for applying the dynamic repetitive load can be variously set, and can be determined in consideration of, for example, the time of shaking during an earthquake.
- the load stage was set to 10 stages, and the dynamic repetitive load was tested up to 20 times or 120 seconds.
- the shake during an earthquake is at most about 120 seconds at the longest, and if this is the case, the characteristics of the ground during the earthquake can be grasped, and if it is longer, the test time becomes too long.
- FIG. 2 (B) The data measured in this way is graphed as shown in FIG. 2 (B) as a model.
- the final displacement rl, r2, ⁇ 3 ⁇ ⁇ ⁇ ⁇ at each load stage is entered.
- the data read by the pressure sensor is read into a computer, and the data is automatically processed to determine the yield load Py, the breaking load P1, and the deformation coefficient.
- the deformation coefficient is the slope of the straight line up to the yield load Py, as seen in the graph.
- the displacement r increases as the number of repetitions n increases, and the strength and dynamic deformation characteristics of the ground can be known by systematically analyzing these results.
- the relationship between the load and the displacement is graphed, but as shown in FIGS. 3A to 3D, the relationship between the number of repetitions n of each load stage and the displacement r is graphed. Or it is also possible to evaluate the characteristics for the number of repetitions.
- This graph plots the peak values of the displacement (corresponding to each peak value of the dynamic cyclic load) with respect to the dynamic cyclic load at each load stage.
- strain is gradually accumulated in the soil layer and the displacement increases.
- the degree of increase in the displacement of the first, second, and third stages in Figs. 3 (A) to 3 (C) (gradient of the graph) is such that the gradient of the displacement increases at the equal yield stage (Fig. D)), when the soil layer is destroyed, the displacement changes rapidly as shown in Fig. 3 (E).
- the dynamic repetitive load was a compressive load applied to the hole wall in a direction perpendicular to the hole axis (horizontal direction).
- the load may be a torsional shear load applied in the rotation direction about the hole axis, or a shear load applied to the hole wall in a direction parallel to the hole axis.
- the measurement cell 201 of the above embodiment is placed around the hole axis in a state in which the measurement cell 201 is in close contact with the hole wall.
- a tonnole generator 209 for applying a dynamic repetitive load and a displacement detecting unit 210 as a displacement detecting means for detecting the rotational displacement of the hole wall due to the dynamic repetitive load applied by the tonnole generator 209. .
- a shear load that can be applied to the measurement cell 201 in a direction parallel to the hole axis is applied to the measurement cell 201 in a state where the measurement cell 201 is in close contact with the hole wall.
- Shear load generator 211 and a sensor to detect axial displacement of the hole wall due to shear load are just to make it the structure provided with the displacement detection part 212 as a position detection means.
- a device using fluid pressure such as hydraulic pressure or air pressure is preferable, and an actuator using hydraulic pressure or air pressure and a servo It can be configured by a hydraulic or pneumatic control valve such as a valve.
- FIG. 7 shows a schematic configuration of a test apparatus to which the method for testing the liquefaction and dynamic characteristics of the ground at the original position using the borehole according to the present invention is applied.
- Example 1 the dynamic repetition test was performed on one soil layer using a rubber sonde.
- Example 2 the dynamic repetition load was alternately applied to the upper and lower soil layers Jl and J3, and the immovable test was performed. A shear force is applied above and below the intermediate soil layer J2.
- a plurality of pressurizing sections which are inserted into the boring hole 100 and are divided into three chambers of first, second and third chambers 111, 112 and 113 in the hole axis direction and filled with a liquid such as water as a pressure medium.
- a rubber sonde 110 serving as a measurement cell having a pressure sensor, and first and second water cells in a first chamber 111 and a third chamber 113 constituting a pressurizing portion of the rubber sonde 110 are alternately expanded and contracted by alternately applying pressure.
- Third pressure adjusting sections 121 and 123 and a pressure adjusting section 122 for adjusting the water pressure in the second chamber 112 are provided.
- the rubber sonde 110 has a cylindrical main body 114, a cylindrical rubber member 115 which is a flexible member attached to the outer periphery of the main body 114, and a force. It is configured.
- the rubber member 115 covers the entire length of the first, second, and third chambers 111, 112, and 113, and forms a boundary between the first and second chambers 111 and 112 and a boundary between the second and third chambers 112 and 113. It may be divided into three chambers by tightening with the tightening member 116, may be installed in each of the first, second, and third chambers 111, 112, and 113, or various structures may be selected. be able to.
- the rubber member corresponding to the first chamber 111 is denoted by 115A
- the rubber member corresponding to the second chamber 112 is denoted by 115B
- the rubber member corresponding to the third chamber 113 is denoted by 115C.
- the rubber members 115A, 115B, 115C, the first chamber, the second chamber 112, and the third chambers 111, 113 constitute a pressurizing section.
- the length L2 of the intermediate second chamber 112 is approximately equal to the diameter D of the rubber sonde 110. It is preferable to set each time. This is because if the length L2 of the second chamber 112 (rubber member 115B) is too small, early-stage force destruction starts, and if the length L2 is too large, the effect is less likely to occur.
- the lengths LI and L3 of the first and third chambers 111 and 113 are optimally about 1.5 to 2.5 times D and about 2 times. It is preferable that D is set to about 5 cm to 20 cm. Of course, the dimensions are not limited to these dimensions. With this size, the rubber members 115A and 115C corresponding to the first and third chambers 111 and 113 of the rubber member 115 expand spherically, and the force in the direction of compressing the intermediate soil layer J2 from above and below. Works.
- the first and third pressure adjusting sections 121 and 123 store a fixed amount of a high-pressure gas cylinder 120A as a pressure source and a constant pressure of the gas supplied from the gas cylinder 120A. It has a gas tank 120B and hydraulic cylinders 121C and 123C that operate with pressure from the gas tank 120B. Between the gas tank 120B and the hydraulic cylinders 121C and 123C, valves 121E and 123E for releasing pressure and valves 121D and 123D for supplying pressure are provided, and these valves 121D, 121E; 123D and 123E are adjusted. As a result, the pressure can be dynamically and repeatedly applied to the first and third chambers 111 and 113 of the rubber sonde 110.
- the gas pressure supplied to the hydraulic cylinders 121C, 123C is controlled by the valves 121D, 123D with the pressure valves 121D, 123D closed and the pressure valves 121D, 123E closed, so that the hydraulic cylinders 121C, 123C are controlled.
- the load can be applied alternately to the first and third chambers 111 and 113 via 123C.
- the valves 121D and 123D are indicated by symbols of manual valves, but various valves such as electrically controlled pressure control valves can be applied.
- open valves 121E and 123E to release gas pressure from hydraulic cylinders 121C and 123C.
- the pressure medium is water
- the rubber members 115A and 115C expand and contract due to water pressure.
- the second pressure adjusting unit 122 does not include a hydraulic cylinder, stores the water 3 in a water tank 122C above the ground, supplies high-pressure gas from a gas cylinder 122A to a head space in the water tank 122C, and supplies a water tank 122C.
- the water inside is pressurized, and the pressure of this high-pressure gas is controlled by a pressure control valve 122D.
- a hydraulic cylinder may be used similarly to the first and third pressure adjusting units 121 and 123.
- the hydraulic cylinder 121C and the first chamber 111 of the rubber sonde 110 are in the first passage 131, the water tank 120C and the second chamber 112 are in the second passage 132, and the hydraulic cylinder 123C and the third chamber 113 are in the third passage 133. Communication.
- the first, second, and third passages 131, 132, and 133 are provided on a boring rod 140 to which the rubber sonde 110 is attached.
- the pistons are provided to the hydraulic cylinders 121C and 123D.
- Displacement sensors 151 and 152 are provided to detect the displacement of the motor. The displacement force of the piston, the displacement amount of the rubber members 115A and 115C of the rubber sonde 110, that is, the displacement of the hole wall are measured.
- a displacement sensor 153 for detecting a change in the water level in the water tank 122C is provided as a displacement detecting means for detecting the displacement of the intermediate soil layer J2 compressed by the second chamber 112 of the rubber sonde 110. From the displacement of the water level, the displacement of the rubber member 115B of the second chamber 112, that is, the displacement of the hole wall is measured. This change in the displacement of the hole wall is not limited to detection by the displacement sensor 153, and may be measured visually by a scale (not shown) provided in the water tank 122C or by a pressure sensor 165 disposed at the bottom of the water tank 122C. Good.
- a pore water pressure gauge 150 for verifying the occurrence of liquefaction is provided.
- the pore water pressure gauge 150 may be provided on a side surface of the cell, for example, on the center or the lower end side surface of the rubber member 115B of the second chamber 112.
- the water pressure since there is a possibility that the water pressure cannot be measured due to the presence of the clay film on the hole wall, it may be provided on the lower end surface 110C as shown in FIG. 6 (B).
- On the lower end surface 110C there is a case where the rubber sonde 110 is cut down by the sonde 110 while the rubber sonde 110 is being lowered into the boring hole 100 and soil adheres. .
- the loading test itself of the dynamic cyclic load on the upper and lower soil layers Jl and J3 was completely the same as in Example 1, and the expected yield load or non-liquefaction limit load (P1) was divided into N stages. hand After applying the load, apply a dynamic repetitive load of plus ⁇ for n times or for a predetermined time Tn, measure the amount of displacement r of the ground, and determine the static Measure the strength.
- the borehole 100 is excavated to the depth of the formation to be inspected, the rubber sonde 110 is inserted to a predetermined depth position in the borehole 100 by the boring rod 140, and the test is performed in the following procedure.
- a pressure is supplied to the second chamber 112 of the rubber sonde 110, a static compressive load is applied to the intermediate soil layer J2, and the initial strength of the intermediate soil layer J2 is measured. Specifically, the “load P—displacement r curve” in a static state is obtained.
- an initial pressure P0 at which the rubber sonde 1 comes into close contact with the hole wall to stabilize the displacement is obtained.
- the expected breaking load or non-liquefaction limit load is P1
- the test is carried out by applying dynamic repetitive loads n times or alternately for a certain period of time Tn to chamber 111 and third chamber 113 at each load stage. Before the dynamic repetition test, an initial pressure of 0 is applied to the first chamber 111 and the third chamber 113 of the rubber sonde 110.
- a dynamic cyclic load having a magnitude of P0—PO + ⁇ is alternately loaded ⁇ times in the first chamber 111 and the third chamber 113, and the first chamber 111 and the third chamber 113 are loaded.
- the displacement of the corresponding upper soil layer J1 and lower soil layer J3 is measured, and the relationship between the load and the displacement is monitored in real time as in the first embodiment, and the data is stored in a computer and graphed.
- the load stage is about 10 stages, and the dynamic repetitive load is limited to 20 times or 120 seconds.
- the applied load is an impact load with a sharp rise as shown in Fig. 4 (E).
- the tO load is maintained for a certain period of time to compress the soil layer surely, and then the load decreases.
- a load is applied to one of the first chamber 111 and the third chamber 113, a load is applied alternately so that no load is applied to the other.
- the point in time when the load starts to decrease is before the load on the other room rises, but as shown by the dotted line, the load on the other room starts. It may be at the same time as the rising point.
- the upper and lower ends of the upper soil layer J1 and the upper and lower ends of the lower soil layer J3 are subjected to compression and shearing force.
- the upper and lower soil layers Jl and J3 are alternately compressed for the intermediate soil layer J2.
- the force A shear force acts while shaking (X in Fig. 4 (A)-(C)), and the same damage is applied to the soil layer as during the earthquake.
- Shape force of the rubber sonde 110 Since the length L2 of the second chamber 112 is about the diameter D of the rubber sonde 110, the phenomenon leading to destruction can be properly captured, and the length of the first and third chambers 111 and 113 Since Ll and L3 are about twice as large as D, the rubber members 115A and 115C expand spherically, increasing the displacement. The force component of the compressive force acts directly on the intermediate soil layer J2. The effect of the load on the soil layer can be increased.
- This cycle is defined as one cycle, and the load is sequentially increased every ⁇ , and the dynamic repetition test is performed. Basically, the test is performed until the soil layer is broken.
- FIG. 8 shows a test result model of the static strength test of the intermediate soil layer J2.
- Figure 8 (A) is a graph with the vertical axis representing the static load P applied to the intermediate soil layer J2 and the horizontal axis representing time.
- Figure 8 (B) is the displacement of the intermediate soil layer J2 with the vertical axis being loaded.
- r is a graph with time on the horizontal axis.
- 8 (C) to 8 (F) are graphs showing the relationship between the load and displacement of the intermediate soil layer J2 at each stage shown in FIGS. 8 (A) and 8 (B).
- the load PO does not increase until the rubber member 115B of the rubber sonde expands by the amount of the permanent distortion at the time of the initial pressure measurement, and only the displacement increases. Conversely, the change in displacement decreases and reaches the test starting load PO (1) .In this stable region, the load is increased to P0 (1) + ⁇ to detect the displacement, and the first dynamic repetition test is performed. A load-displacement curve for the later intermediate soil layer is created (see Fig. 8 (D)), and the gradient of the duff is used as the deformation coefficient. After the measurement, return the load to the test start load ⁇ 0 (1). Even if the load is returned to P0 (1), the displacement does not return to the displacement at the start of the test because permanent strain remains in the intermediate soil layer J2.
- the load decreases with the peak of the breaking load P1, and drops to a certain pressure such as groundwater pressure. It becomes constant at the time when it is done.
- the displacement increases sharply near the breaking load (Fig. 8 (B)), and the load-displacement curve shows a duraphic shape where the displacement increases even if the pressure decreases, as shown in Fig. 8 (F). Become.
- the liquefaction of the soil layer occurs in the intermediate soil layer J2 in which the shear force acts from above and below.
- the displacement of the measurement data shown in Fig. 8 increases rapidly, It can be seen that the conversion has occurred.
- the liquefaction can be verified by making the pore water pressure constant by the pore water pressure gauge 150, and it can be verified twice whether or not liquefaction has occurred.
- the shear force is not changed by the simple alternate load of the compressive load on the upper and lower soil layers without performing the torsional shear test and the axial shear test as in the first embodiment. It can be added to the soil layer, and it is possible to perform a highly accurate dynamic property test of the soil layer with a simple configuration, reliably, in a short time and at low cost.
- the rubber sonde is provided with an immovable portion for applying a static load.
- the rubber sonde is provided only with the upper and lower dynamic repetitive load loading portions without providing the immovable portion, and the upper and lower soil layers are deformed. Only attention may be paid. This is because the shearing force acts on the boundary between the upper and lower soil layers, and when liquefaction occurs, it spreads to the upper and lower soil layers.
- the dynamic repetitive load is set to two steps in the upper and lower directions, it is also possible to use three or more steps in the upper and lower parts. In this case, an immovable part should be provided in the middle of each dynamic repetitive load loading part.
- the dynamic repetitive load includes a compressive load applied in a direction perpendicular to the hole axis, a torsional shear load applied in a rotational direction about the hole axis, and a load parallel to the hole axis.
- a compressive load applied in a direction perpendicular to the hole axis
- a torsional shear load applied in a rotational direction about the hole axis
- a load parallel to the hole axis a load parallel to the hole axis.
- each shear loads can be loaded independently, or a combination of at least two types of loads can be loaded.
- the present invention is also applicable to the case where the boring hole 100 is dug horizontally or diagonally.
- a suitable measuring cell is selected according to the soil layer to be used, such as a piston jack that pressurizes a metal loading plate with hydraulic pressure or the like. You.
- the test apparatus of Example 2 described above is divided into a plurality of cell sections each having a pressurizing chamber independent of the measuring cell force inserted into the boring hole, and the liquid filled in the pressurizing chamber of each cell section.
- the hydraulic pressure is controlled to independently apply a load to the corresponding soil layer, and the applied load and It is configured to measure the displacement of the hole wall.
- the cell section has a three-chamber structure consisting of an intermediate cell section for loading a static load, an upper dynamic cell section and a lower dynamic cell section located above and below the intermediate cell section.
- a dynamic repetitive load is applied alternately to analyze the effect on the intermediate soil layer from the relationship between pressure and displacement.
- the effect of the application of the dynamic cyclic load also affects the soil layers above and below the upper dynamic cell portion and the lower dynamic cell portion that are not limited to the intermediate soil layer alone.
- the area adjacent to the upper and lower dynamic cell sections may collapse and accurate data may not be collected.
- the rubber-like elastic film that constitutes each cell part is a consumable item that needs to be replaced, and maintenance at the site is also an important theme.
- An object of the third embodiment is to provide a test device having a structure capable of measuring the effect of a dynamic cyclic load on the upper and lower adjacent portions of the upper and lower dynamic cell portions and preventing the soil layer from collapsing. It is in.
- Another object of the present invention is to provide a test apparatus with good maintainability.
- FIG. 9 is a schematic diagram of an apparatus for testing soil liquefaction and dynamic characteristics using a boring hole according to Embodiment 3 of the present invention.
- the measuring cell 1 inserted into the borehole 100 is an intermediate cell part 11 on which a static load is loaded, and a dynamic repetitive load is loaded on the soil layer located above and below the intermediate cell part 11.
- An upper dynamic cell section 12 and a lower dynamic cell section 13 are provided above the upper dynamic cell section 12 and below the lower dynamic cell section 13, an upper guard cell section 14 and a lower guard cell section 15 for applying a static load to the soil layer to suppress the collapse of the soil layer are provided.
- Each of the above-mentioned senor sections 11, 12, 13, 14, and 15 have independent caro-pressure chambers 11a, 12a, 13a, 14a, and 15a, and caro-pressure chambers 1 1a, 12a, and 13a , 14a, and 15a are controlled by controlling the water pressure, and the load is independently applied to the corresponding soil layers J1, J2, J3, J4, and J5, and the applied load and the displacement of the hole wall are measured.
- each of the cell portions 11, 12, 13, 14, and 15 has basically the same structure except for the length, and has a cylindrical cell body 31 and A cylindrical rubber-like membrane member 32 attached to the outer periphery of the cell body 31 is provided, and a liquid is filled between the cell body 31 and the rubber-like membrane member 32.
- the pressure chambers 11a, 12a, 13a, 14a, 15a to be filled are formed.
- the rubber-like membrane member 32 has a cylindrical shape, and is provided with annular inward projections 32a at both upper and lower ends which engage with end faces of the cell body.
- each cell section is about 90 cm
- the intermediate cell section 11 the upper and lower guard cell sections 15 are about 10 cm each
- the upper and lower dynamic cell sections 14 and 15 are about 30 cm each.
- the middle cell part 11 and the upper and lower dynamic cell parts 12 and 13 are each equally about 15 cm in size
- the upper and lower guard cell parts 14 and 15 are about 22.5 cm in size, respectively.
- Optimal dimensions are selected according to the load, soil quality, etc., which can be divided by ratio.
- the cell units 11, 12, 13, 14, and 15 are connected independently and interchangeably.
- a through hole 31a is provided at the center of the cell main body 31, a mandrel 16 is passed through the through hole 31a in a skewered manner, and an upper end abuts against a stopper 17 provided on the mandrel 16 from below.
- the lower end is fastened and fixed by a nut 18.
- the upper end of the mandrel 16 has a joint 16a for fixing to a boring rod.
- a thin-walled fixing ring 33 is interposed between adjacent cell bodies 31, 31, and as shown in FIG. 10 (C), an inwardly projecting portion located at the end of the rubber-like membrane member 32.
- 32a is axially fastened and fixed between the seal plate 33 and the end face of the cell body 31.
- the seal plate 33 has a disk shape, and has a through hole 33a formed at the center thereof, through which the mandrel 16 passes.
- an engagement projection 32 b which engages with an annular groove 31 b provided on the end face of the cell body 31 and a seal plate 33 are provided.
- An engagement groove 32c is provided to engage with the formed annular projection 33c.
- the upper guard cell portion 14 is in contact with the stopper portion 16a via the upper fixing plate 34, and the lower guard cell portion 15 is engaged with the nut 17 via the lower fixing plate 35.
- the fixing plates 34 and 35 are also provided with annular grooves that engage with the engaging projections 32c provided on the inward projections 32a of the rubber-like film member 32.
- the cell body 31 has a caropressure chamber of each of the senor sections 11, 12, 13, 13, 14 and 15 inside.
- the B fixing plate 34 is provided with five pressure detectors 41, 42, 43, 44, 45, five water passages lib, 12b, 13b, 14b, 15b and ports S, and a force S.
- FIG. 10 (A) shows the cross section of the section including the water passage and pressure introduction path corresponding to each senor section.
- the cross section of each cell section is different.
- a pipe for connecting to the pump unit is connected to each port, and an electric wire for transmitting an electric signal is connected to each of the pressure detectors 41, 42, 43, 44, and 45. It is preferable that the pressure detectors 41, 42, 43, 44, and 45 are collectively formed as one unit component.
- the water passage and the pressure introduction passage to the lower cell section are configured to pass through the cell body of the upper cell section, and the cell body 32 of the uppermost upper guard cell section 14 has five water passages l ib, 12b, 13b, 14b, 15b and five pressure introduction passages 41a, 42a, 43a, 44a, 45a are provided.
- the water passages and pressure introduction passages are sequentially reduced in the lower cell part by one.
- the cell body 32 of the lowermost lower guard cell section 15 is provided with one water passage 15b and one pressure introduction passage 45a.
- the water passages 13b and 13b of the upper cell body 32 and the lower cell body 32 A pressure introduction path (not shown) is connected via a connection port 33d provided in the seal plate 33.
- the gap between the seal plate 33 and the upper and lower cell main bodies 32, 32 is sealed by a sealing member 33e such as an o-ring arranged so as to surround the upper and lower openings of the connection port 33d.
- a positioning pin 33f is protruded from an end face of one cell body 32, and a pin into which a positioning pin 33f is inserted is provided on an end face of the other cell body 32.
- a hole 33g is provided.
- a pore water pressure detector 20 for detecting the pore water pressure of the corresponding soil layer can be provided.
- the pore water pressure detector 20 is provided on the upper fixed plate 34, and the pressure-introduction port 21 is provided in the rubber-like membrane member 31 constituting the surface of the intermediate cell portion 11, and the pressure introduction port 21 and the pore water pressure detector 20 are provided. They are connected by a pressure introduction channel 22.
- a porous stone or the like is attached to the pressure inlet 21 to prevent foreign matter from entering.
- the pressure detector 41 Together with 45, it can be made into one unit part.
- the structure of the pore water pressure detector 20 may be such that the pressure receiving part itself of the detector is arranged in the intermediate cell part 11 so that an electric wire passes through the measuring cell, or a radio system may be used as necessary. Various configurations can be employed.
- FIG. 12 shows an example of a control configuration for controlling the measurement cell 1.
- Control box 58 water tank 59 corresponding to each pump unit 51, 52, 53, 54, 55, and dedicated software that is electrically connected to control box 58 to process and display measurement data Computer equipped with a computer.
- Each of the pump units 51, 52, 53, 54, 55 is mounted on a respective frame, and is used by being stacked vertically in five stages. One water tank may be used.
- FIG. 13 illustrates a configuration example of the pump unit.
- Each pump unit 51, 52, 53, 5 is a configuration example of the pump unit.
- the pump unit 51 is connected to the cylinder rod 73 of the pair of the first cylinder 71 and the second cylinder 72 by a force S, and is opposed to the cylinder rod 73 of each of the cylinders 71, 72.
- Water is stored in the cylinder chamber on the side, and the water chambers are 71a and 72a.
- the water chamber 71a of the first cylinder 71 is connected to the corresponding water passage of the measuring cell through the first water passage 81, and the first water passage 81 is provided with a first on-off valve 91 for opening and closing the water passage.
- the water chamber 71a is also connected to a water tank 59 via a second water passage 82 branched from the first water passage 81, and the second water passage 82 is provided with a second on-off valve 92 for opening and closing the water passage.
- the water chamber 72a of the other second cylinder 72 is connected to the corresponding water passage of the measuring cell 1 through the third water passage 83, and the third water passage 83 has a third on-off valve 93 for opening and closing the water passage. It is provided.
- the water chamber 72a is connected to a water tank 59 through a fourth water passage 84 branched from the third water passage 83, and the fourth water passage 84 is provided with a fourth on-off valve 94 for opening and closing the water passage.
- the first water channel 81 and the third water channel 83 merge at the downstream side of the first on-off valve 91 and the third on-off valve 93, respectively, and are connected to the measuring cell 1 side through the first to third merging water channels 85.
- the second waterway 82 and the fourth waterway 84 join at the downstream side of the second on-off valve 92 and the fourth on-off valve 94, and are connected to the water tank 59 through the second_fourth merging waterway 86.
- the first opening / closing valve 91 and the third opening / closing valve 93 are driven by the air pressure supplied from the pneumatic source 60, and the driving air pressure is, as shown in FIG. It is opened and closed by a valve 96.
- the second on-off valve 92 and the fourth on-off valve 94 are also driven by air pressure, and are opened and closed by a second valve control solenoid valve 97 as shown in FIG. 13 (C).
- the cylinder chambers on the rod side of the first cylinder 71 and the second cylinder 72 are air chambers 71b and 72b.
- the cylinder chamber solenoid valve 74 and the first ventilation path are provided in the air chambers 71b and 72b. Air pressure is selectively introduced through the second ventilation path 77.
- the cylinder drive solenoid valve is a 5-port, 3-position control valve that has three control positions: a first cylinder pressurizing position, a neutral position, and a second cylinder calo-pressure position.
- the first cylinder pressurizing position is introduced into the air chamber 71b of the first cylinder 71 and exhausts the air in the air chamber 72b of the second cylinder 72.
- the second cylinder pressurizing position introduces air pressure into the air chamber 72b of the second cylinder and exhausts the air in the air chamber 71b of the first cylinder 71.
- the cylinder driving solenoid valve 74 is switched to the first cylinder pressurizing position, the first valve control solenoid valve 96 is turned on, and the second valve controlling solenoid valve 96 is turned on.
- the valve control solenoid valve 96 is turned off, the first on-off valve 91 and the fourth on-off valve 94 are opened, and the second on-off valve 92 and the third on-off valve 93 are closed.
- Air pressure is supplied from an air pressure source such as a compressor to the air chamber 71b of the first cylinder 71 through the first ventilation path 76, and the water chamber 71a of the first cylinder 771 is compressed.
- the water in the water chamber 71a of the first cylinder 71 is pressurized in the measuring cell 1 through the first water passage 81 and the first, third and third merging water passages 85. It flows into the chamber and pressurizes the pressurizing chamber. At this time, since the volume of the water chamber 72a of the other second cylinder 72 is expanded, water is sucked from the water tank 59 and flows into the second to fourth merging water passages 86 and 84 from the water tank 59.
- the valve control solenoid valve 96 is turned off, the second vanolev control solenoid valve 96 is turned on, the first on-off valve 91 and the fourth on-off valve 94 are closed, and the second on-off valve 92 and the third on-off valve 93 are opened.
- Air pressure is supplied from an air pressure source 60 such as a compressor to the air chamber 72b of the second cylinder 72 through the second ventilation path 77, and the water chamber 72a of the second cylinder 72 is compressed.
- the water in the water chamber 72a of the second cylinder 72 flows through the third channel 83 and the first, third and third merging channels 85 to the pressurizing chamber of the measuring cell 1. And pressurizes the pressurizing chamber. At this time, since the volume of the water chamber 71a of the other first cylinder 71 is expanded, the water is sucked from the water tank 59 through the second-fourth merging water channel 86 and the second water channel 82 to flow.
- the cylinder driving solenoid valve 74 When reducing the pressure in the pressurized chamber of the measuring cell 1, the cylinder driving solenoid valve 74 is switched to supply air pressure to the air chamber of the second cylinder 72. Then, the cylinder rod 73 moves to the right side in the figure, the water in the pressurized chamber of the measuring cell 1 is sucked and returned to the water chamber of the first cylinder 71, and the water in the water chamber of the second cylinder 72 is stored in the tank 59. Is returned to.
- the cylinder drive solenoid valve 74 When depressurizing the pressurizing chamber of the measurement cell 1, the cylinder drive solenoid valve 74 is switched to the second cylinder pressurization position, the first valve control solenoid valve 96 is turned on, and the second vanolev control solenoid valve is turned on. The valve 96 is turned off, the first on-off valve 91 and the fourth on-off valve 94 are opened, and the second on-off valve 92 and the third on-off valve 93 are closed. Air pressure is supplied from the air pressure source 60 such as a compressor to the air chamber 72b of the second cylinder 72 through the second ventilation path 77, and the water chamber 72a of the second cylinder 72 is compressed. Since the second and third on-off valves 92 and 93 are closed, the water in the water chamber 72a of the second cylinder 72 is returned to the water tank 59 through the fourth water passage 84 and the second and fourth merging water passages 86.
- the air pressure source 60 such as a compressor
- the cylinder drive solenoid valve 74 is switched to the first cylinder pressurized position, the first valve control solenoid valve 96 is turned off, the second vanolev control solenoid valve 96 is turned on, and the first on-off valve 91 and the fourth The on-off valve 94 is closed, and the second on-off valve 92 and the third on-off valve 93 are opened.
- Air pressure is supplied from an air pressure source 60 such as a compressor to the air chamber 71b of the first cylinder 71 through the first air passage 76. As a result, the water chamber 71a of the first cylinder 71 is compressed.
- Each pump unit is provided with a stroke sensor 75 for detecting the stroke of the cylinder rod 73.
- the stroke sensor 75 causes the stroke of the cylinder rod 73 to flow out to the pressurizing chamber of the measuring cell 1.
- the amount of incoming water is calculated.
- the stroke amount of the first and second cylinders 71 and 72 is added, and at the time of depressurization, the stroke amount of the first and second cylinders 71 and 72 is subtracted, and the change in the amount of water flowing into and out of the measurement cell is calculated.
- the displacement of the hole wall is calculated from the change in water volume.
- the control of pressurization and decompression by the pump unit is performed by setting the target pressure fluctuation curve in chronological order and feeding back the detection data from the pressure detector so that the target pressure is obtained every predetermined time. Controls the opening and closing timing of valves 74, 96 and 97.
- the pressure is set so that the reference pressure is increased step by step and fluctuates up and down periodically around the reference pressure at each step.
- the waveform may be set to fluctuate sinusoidally, may be set to fluctuate in a rectangular wave shape, or various waveforms may be set as needed.
- the computer feeds back the detection data from the pressure detector, calculates the opening / closing timing of the solenoid valves 74, 96, and 97, and issues an opening / closing command signal. , A pressure reduction operation is performed to control the pressure in accordance with the variation curve.
- control is performed based on a stroke that does not feed back the pressure.
- a throttle valve 62 with a check valve 61 may be arranged in the waterway 85 and the second-fourth merging waterway 86.
- the check valve 61 and the throttle valve 62 are arranged in parallel.
- the check valve 61 disposed in the first to third merging water passages 85 leading to the measurement cell 1 allows the flow in the inflow direction to the measurement cell 1 and the flow in the outflow direction from the measurement cell 1. It is configured to block. Therefore, when flowing out, the throttle valve 62 restricts the flow, and when flowing in, the check valve 61 becomes a bypass passage of the restrictor valve 62 and flows in smoothly.
- the check valve 61 disposed in the second-fourth merging channel 86 leading to the water tank 59 prevents the flow in the direction returning to the water tank 59 and allows the flow in the suction direction. Therefore, when returning to the water tank 59, it is throttled by the throttle valve 62, and when sucking from the water tank 59, the check valve 61 becomes a bypass passage and is smoothly sucked.
- a throttle valve 62 with a check valve 61 is arranged in the first and second ventilation passages 76 and 77 between the cylinder driving solenoid valve 74 and each of the first and second cylinders 71 and 72. I'm sorry.
- the check valve 61 may be arranged so as to allow the flow in the direction of flowing into each of the air chambers 71b and 72b and to block the flow in the direction of flowing out.
- a force that drives and controls the first and second cylinders 71 and 72 so that the pressure changes due to a predetermined dynamic repetitive load as shown in FIG.
- the load cylinder 63 is connected repeatedly to the third junction channel 85, and stopped when the first and second cylinders 71 and 72 are pressurized to a predetermined pressure. By moving, it is also possible to apply a dynamic repetitive load.
- the reciprocating movement of the cylinder 63 may be configured to apply mechanical pressure.
- the boring hole 100 is excavated to the depth of the formation to be inspected, and the measuring cell 1 is inserted by the boring rod 101 to a predetermined depth position in the boring hole 100.
- the rubber-like membrane member 32 is brought into close contact with all of the pressurizing chambers 11a, 12a, 13a, 14a, 15a of the intermediate cell section 11, the upper and lower dynamic cell sections 12, 13 and the upper and lower guard cell sections 14, 15. Press.
- the intermediate cell section 11, the upper guard cell section 14, and the lower guard cell section 15 are pressurized with the same pressure.
- water in the pressurizing chambers 12a and 13a of the upper dynamic pressure cell section 12 and the lower dynamic pressure cell section 13 is alternately and repeatedly pressurized, and each of the pressure detectors 41, 42, 43, 44 and 45 and each pump unit is pressed.
- the detection signal from the flow rate sensor 75 in step 41 is read into the computer 50, and the pressure in the pressurized chamber and the displacement of the hole wall are displayed on the monitor.
- the signal from the pore water pressure detector 20 provided in the intermediate cell section 11 is also read into the computer 50.
- the pressure force S of the tsukuda J wall of the intermediate sensor 11 and P12, , 13> ⁇ 11 is generated.
- the pressure of P12 and P13 increases and the soil layer J1 yields and breaks down, a phenomenon occurs in which the intermediate cell part 11 is pressed.
- the displacement becomes P12, P13, and P11, and the phenomenon that the displacement of the intermediate cell portion 11 expands as shown by the dotted line in the figure occurs. Therefore, by recording and monitoring the change in the negative displacement or the positive displacement of the intermediate cell portion 11, the dynamic strength characteristics or the deformation characteristics of the soil layer J1 on the side wall portion can be obtained.
- FIG. 15 shows actual test results. According to the test results, the negative displacement started to change after 240 seconds, and it is considered that the fracture had started at this point.
- the displacement change is recorded and monitored, and compared with the data in the intermediate cell section 11, the relevance of the measurement results 'backing-up' and the uniformity of the soil can be confirmed. Can be considered and the range of application expanded.
- FIG. 17 shows a modification of the third embodiment of the present invention.
- the water tank 359 is a pipe-shaped tank with a scale, and the change in the amount of water flowing into and out of the pressurizing chamber of the measuring cell 1 can be visually measured in addition to the stroke sensor 75.
- the operator can intuitively grasp the displacement of the soil layer of the hole wall (the displacement of the rubber-like membrane member of the measuring cell 1) by monitoring the movement of the water surface.
- a sensor 365 for monitoring a change in water level, transmitting the water level information to the computer 50, and comparing the information with the flow rate detected by the stroke sensor 75, the reliability of the detection data can be improved.
- the sensor 356 for monitoring the water level is a pressure sensor, which is arranged at the bottom of the water tank 359, and detects a water pressure according to the height of the water surface.
- the position of the water surface may be detected using a float floating on the water surface as long as the water level can be detected, or various other known sensors can be used.
- a pressure gauge 360 that can visually check the pressure value is provided in the supply path that supplies the measurement cell 1 from the pump unit, and if the pressure gauge is placed above the tank 359, the change in the supply pressure and the change in the water level of the water tank 59 can be monitored. It can be checked directly with the naked eye, and it is possible to intuitively grasp the supply pressure and the displacement of the soil layer on the hole wall (the displacement of the rubber-like membrane member of the measuring cell 1).
- the pressure gauge 360 may be an analog type in which the needle moves according to the pressure or a digital type.
- the data of the supply pressure detected by the pressure gauge 360 is transmitted to the computer 50 and compared with the pressure in the pressurization chamber, so that the influence of the pipe leading to the measuring cell 1 can be examined, and the pressure can be detected. Data reliability can also be increased.
- a pressure detection pipe 361 is attached to the measurement cell 1 and pulled out to the ground so that the pressure in each pressurizing chamber of the measurement cell 1 can be directly visually checked.
- a visible pressure gauge 362 may be provided, and the pressure gauge 362 may be arranged above the water tank 359 alongside the pressure gauge 360 for detecting the supply pressure. In this way, it is possible to simultaneously monitor the supply pressure to the measurement cell 1 and the pressure in the pressurized chamber visually with the water level change of the tank 359 at the same time.
- the pressure data in the pressurized chamber detected by the pressure gauge 362 is also transmitted to the computer 50 and compared with the supply pressure, so that the reliability of the detected data can be increased.
- the test apparatus of the third embodiment can perform a normal “horizontal loading test in a hole” by loading a static load by the upper and lower dynamic cell sections 12 and 13. At this time, a static compressive force from the upper and lower dynamic cells 12 and 13 acts on the soil layer around the pore wall of the intermediate cell part 11, and a kind of uniaxial compression test element is also added. It can be considered and can be used universally from static loading tests to dynamic loading tests. Further, in the third embodiment, the dynamic repetitive load may be controlled by using a servo valve that controls the force and pressure, which controls the dynamic repetitive load using the pump unit.
- the test can be performed in situ without taking out an underground sample, it is possible to obtain the strength and deformation characteristics of the soil layer under a dynamic cyclic load in a natural state.
- it is possible to measure even soil layers that cannot be sampled due to the inclusion of very loose sand layers or gravel, large-grain soil layers such as gravel layers, weathered rocks, and soft rocks, thus expanding the range of IJ IJ.
- it is economical because the test can be performed in a shorter time than the conventional sample test.
- FIG. 1 (A) is a view showing a schematic configuration of an in-situ liquefaction and dynamic characteristic test apparatus for soil in-situ using a boring hole according to Embodiment 1 of the present invention
- FIG. 3 is a diagram illustrating a control configuration of a pressure control valve.
- Figure 2 shows an example of output from the pressure control valve in Figure 1
- Figure (B) shows the test results in Figure 1.
- Figure 3 shows another graph of the test result model in Figure 1. It is.
- FIGS. 4 (A) to 4 (E) are explanatory diagrams showing a method for testing liquefaction and dynamic characteristics of ground in situ using a borehole according to Embodiment 2 of the present invention.
- FIG. 5 is an explanatory diagram of functions of the rubber sonde of FIG. 4.
- FIG. 6 is a schematic configuration diagram of the rubber sonde of FIG. 5.
- FIG. 7 is an explanatory view showing a configuration example of an apparatus for testing liquefaction of ground and dynamic characteristics at an in-situ position using a boring hole according to Embodiment 2 of the present invention.
- FIGS. 8 (A) to 8 (F) are graphs showing test result models of a static strength test of an intermediate soil layer.
- FIG. 9 is a diagram for explaining the function of a measurement cell of a soil liquefaction and dynamic characteristic test device at an in-situ position using a boring hole according to Embodiment 3 of the present invention.
- FIG. 10 shows the configuration of the measuring cell in FIG. 9;
- FIG. 10 (A) is a longitudinal sectional view,
- FIG. 10 (B) is a top view, and
- FIG. 10 (C) is an enlarged view of a connection portion. It is sectional drawing.
- FIG. 11 (A) is a front view of the measuring cell of FIG. 10,
- FIG. 11 (B) is a sectional view showing a cross section of a water passage of an upper guard cell portion, and
- FIG. 11 (C) is an upper dynamic pressure.
- FIG. 3D is a cross-sectional view showing the water passage of the cell section in cross section, and
- FIG. 3D is a cross-sectional view showing a configuration example of the pore water pressure detecting device.
- FIG. 12 is a conceptual diagram of the test apparatus of the present invention.
- FIG. 13 is a circuit configuration diagram of a pump unit of the test apparatus of FIG. 12.
- FIG. 14 is a diagram schematically showing a load state loaded on the hole wall during the test.
- FIG. 15 is a graph showing test results.
- FIG. 16 is a diagram showing a modification of the circuit configuration of FIG.
- FIG. 17 is a conceptual diagram of a soil liquefaction and dynamic characteristic test apparatus according to a modification of the third embodiment of the present invention.
- 201 rubber sonde (measurement cell), 202 water tank (liquid tank), 203 water (liquid), 204 pressure supply section, 205 pressure control valve, 206 connecting pipe,
- 11a Caro pressure chamber 11a Caro pressure chamber, 11a Caro pressure chamber 12a Caro pressure chamber, 13a Caro pressure chamber, 14a Caro pressure chamber, 15a Caro pressure Room
Description
Claims
Priority Applications (3)
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EP04731469A EP1707683A1 (en) | 2003-12-26 | 2004-05-06 | Testing method and apparatus ground liquefaction and dynamic characteristics in original position utilizing boring hole |
JP2005516784A JP4558650B2 (ja) | 2003-12-26 | 2004-05-06 | ボーリング孔を利用した原位置での地盤の液状化および動的特性試験方法並びに装置 |
US10/583,900 US7624630B2 (en) | 2003-12-26 | 2004-05-06 | Testing method and apparatus ground liquefaction and dynamic characteristics in original position utilizing boring hole |
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JP2003-435951 | 2003-12-26 | ||
JP2003435951 | 2003-12-26 |
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PCT/JP2004/005970 WO2005066421A1 (ja) | 2003-12-26 | 2004-05-06 | ボーリング孔を利用した原位置での地盤の液状化および動的特性試験方法および試験装置 |
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US (1) | US7624630B2 (ja) |
EP (1) | EP1707683A1 (ja) |
JP (1) | JP4558650B2 (ja) |
CN (1) | CN100529273C (ja) |
WO (1) | WO2005066421A1 (ja) |
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JP2571419B2 (ja) * | 1988-04-21 | 1997-01-16 | 基礎地盤コンサルタンツ株式会社 | 弾性体を利用した孔内載荷試験装置 |
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- 2004-05-06 US US10/583,900 patent/US7624630B2/en not_active Expired - Fee Related
- 2004-05-06 EP EP04731469A patent/EP1707683A1/en not_active Withdrawn
- 2004-05-06 WO PCT/JP2004/005970 patent/WO2005066421A1/ja not_active Application Discontinuation
- 2004-05-06 JP JP2005516784A patent/JP4558650B2/ja not_active Expired - Fee Related
- 2004-05-06 CN CNB200480039090XA patent/CN100529273C/zh not_active Expired - Fee Related
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JP2002188137A (ja) * | 2000-12-22 | 2002-07-05 | Nippon Kaikou Kk | 地盤改良方法及び装置 |
JP2003129458A (ja) * | 2001-07-17 | 2003-05-08 | Masuda Giken:Kk | ボーリング孔を利用した原位置での地盤の液状化および動的特性試験方法および試験装置 |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
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CN102183622A (zh) * | 2011-01-28 | 2011-09-14 | 中国科学院地质与地球物理研究所 | 一种新型非饱和土高压固结试验装置 |
CN102183622B (zh) * | 2011-01-28 | 2013-09-11 | 中国科学院地质与地球物理研究所 | 一种非饱和土高压固结试验装置 |
CN114674591B (zh) * | 2022-02-25 | 2023-03-14 | 成都理工大学 | 原状岩土体取样装置及方法 |
Also Published As
Publication number | Publication date |
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US20070144249A1 (en) | 2007-06-28 |
EP1707683A1 (en) | 2006-10-04 |
CN100529273C (zh) | 2009-08-19 |
US7624630B2 (en) | 2009-12-01 |
JPWO2005066421A1 (ja) | 2007-07-26 |
CN1898444A (zh) | 2007-01-17 |
JP4558650B2 (ja) | 2010-10-06 |
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