CN108426789A - Shearing test system and its test method in the hole of deep layer original position - Google Patents
Shearing test system and its test method in the hole of deep layer original position Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 121
- 238000010008 shearing Methods 0.000 title claims abstract description 62
- 238000010998 test method Methods 0.000 title description 6
- 239000000523 sample Substances 0.000 claims abstract description 81
- 238000005553 drilling Methods 0.000 claims abstract description 70
- 239000002689 soil Substances 0.000 claims abstract description 51
- 238000000034 method Methods 0.000 claims abstract description 21
- 238000002474 experimental method Methods 0.000 claims abstract description 13
- 230000008569 process Effects 0.000 claims abstract description 9
- 238000005070 sampling Methods 0.000 claims abstract description 9
- 238000005520 cutting process Methods 0.000 claims description 29
- 230000005520 electrodynamics Effects 0.000 claims description 20
- 238000011065 in-situ storage Methods 0.000 claims description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 241001449342 Chlorocrambe hastata Species 0.000 claims description 14
- 239000011148 porous material Substances 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 238000007596 consolidation process Methods 0.000 claims description 5
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- 238000009533 lab test Methods 0.000 description 3
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- 238000004458 analytical method Methods 0.000 description 1
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- 230000015572 biosynthetic process Effects 0.000 description 1
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- 238000004140 cleaning Methods 0.000 description 1
- 238000012669 compression test Methods 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
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- 230000000694 effects Effects 0.000 description 1
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- 230000001050 lubricating effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000005527 soil sampling Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
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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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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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
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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Abstract
The invention discloses shearing test systems in a kind of hole of deep layer original position, stratum is crept into including drilling machine, divergent-convergent type casing core bit, casing, slush pump, drilling tool fishing device, shear Probe, pull rod, normal stress load measuring equipment, shear stress load measuring equipment, amesdial and data acquisition recorder, drilling machine drive sleeve；It positions end pipe and drives divergent-convergent type casing core bit drill sampling；Drilling tool fishing device is used for divergent-convergent type casing core bit lift-off casing；Pull rod send shear Probe to predetermined experiment depth；Normal stress loads measuring equipment and applies specified normal stress to shear Probe；Shear stress load measuring equipment is for promoting shear Probe；Amesdial measures the shear deformation of the shear Probe shearing test soil body；The shear-deformable and shearing force changed over time in data acquisition recorder record shear Probe lifting process.The system structure is simple, easy to operate, can significantly improve the quality and efficiency of shearing test in the hole of deep layer original position.
Description
Technical field
The invention belongs to rock-soil engineering in-situ testing fields, more particularly to shearing test system in a kind of hole of deep layer original position
And its test method.
Background technology
Cohesive strength and internal friction angle are the important Shear Strength Index of the soil body, are soil pressure, bearing capacity of foundation, analysis
Embankment, side slope, foundation pit, Tunnel Stability and the important parameter for carrying out its support structure design.Cohesive strength and internal friction angle are current
The main method for carrying out laboratory test using probing soil sampling is measured, and the Experimental Method in Laboratory of use has direct shear test
And triaxial compression test.Laboratory test assay method is big to soil disturbance, unloading and laboratory test of the soil sample Jing Guo stress release
Reload, soil classifiction index and live field shear test intensity index certainly exist difference, test result discreteness compared with
Greatly；And Experimental Method in Laboratory is because being difficult to obtain sandy soil undisturbed, therefore can not measure sandy soil shear strength parameter.
Another method is in-situ test soil body shear strength parameter.This method mainly has live direct shear test
And vane shear test.Live direct shear test need in examination hole, test pits, carried out in exploratory trench or big diameter borehole, advantage is
Small to the disturbance of soil sample, test result is accurate and reliable, the disadvantage is that the test to deep soil is more difficult, and needs to expend a large amount of
Human and material resources.The advantages of vane shear test is that equipment is simple and convenient to operate, the disadvantage is that being only applicable to measure internal friction angle
The undrained shear strength of substantially equal to zero saturation cohesive soil, is not suitable for the larger cohesive soil of hardness.
In addition, some geotechnical engineers propose that shearing test in in-situ soil body opening, main test equipment are as follows：1. the U.S.
Shear tester in the BST type in-situ soil body openings of HANDY companies production；2. the PHICOMETRE types of APAGEO companies of France production
Drilling shearing test system in situ；3. being cut in a kind of in-situ soil body opening disclosed in Chinese invention patent publication number CN104458445A
Cut experimental rig and test method；4. soil in-situ shearing and static load disclosed in Chinese invention patent publication number CN103728188A
Lotus tester.Wherein, shear tester does not have normal direction and shearing to become in the BST type in-situ soil body openings of U.S. HANDY companies production
Shape tests system, can not obtain the stress-strain curve under normal stresses at different levels, therefore can only obtain normal direction at different levels and answer
Peak shear strength and corresponding cohesive strength under power and internal friction angle, and equipment is driven and is manually read using hand-operated gear mode
Number, shear rate and reading are affected by human factors greatly, time-consuming and laborious.The PHICOMETRE types of French APAGEO companies production are former
Shearing test device in in-situ soil body opening disclosed in position drilling shearing test system and invention patent publication number CN104458445A
In, cutting head is cylinder, and cutting head length is not suitable for the relatively thin formation testing that thickness is less than 30cm up to more than 20 centimeters, and
All use Manual hydraulic jack, it is difficult to control constant shear rate, influence the accuracy of test result；Chinese invention patent
The circle that soil in-situ shearing and static load test apparatus are formed using the centering block of pressure pin support disclosed in publication number CN103728188A
Disk shears the soil body, and this mechanical control can not ensure that centering block uniformly opens, and then may have part to surrounding soil
Shearing, can not obtain reliable test data, and in encountering, when severely-weathered residual soil, broken sillar is likely to block pressure pin,
Lead to test failure.
In addition, shearing equipment is both needed to drilling machine with running jointly when layer deeper carries out in-situ test in above-mentioned all kinds of holes in situ
Hole needs frequently plus unloads feeler lever, carries brill, greatly affected borehole wall integrity and stability, and then influence in subsequent openings
Shearing test result accuracy, and easily cause borehole wall and cave in, it will can not take out, give in shear Probe embedment hole in hole in situ
Shearing test brings great risk and security risk in the hole of deep layer original position.
Invention content
In view of the above shortcomings of the prior art, it is an object of the present invention to provide one kind being suitable for various landform and soil
Matter can significantly improve shearing test quality and efficiency in the hole of deep layer original position, measure multiple soil shear strength parameters and safety
Shearing test system in the hole of higher deep layer original position.
It is a further object of the present invention to provide a kind of methods tested using above-mentioned test system.
For this purpose, the technical solution adopted by the present invention is as follows：
Shearing test system in a kind of hole of deep layer original position, including drilling machine, divergent-convergent type casing core bit, casing, slush pump,
Drilling tool fishing device, shear Probe, pull rod, normal stress load measuring equipment, shear stress load measuring equipment, amesdial sum number
According to acquisition and recording instrument, the drilling machine is used to drive described sleeve pipe and is connected to the positioning end pipe drilling stratum of sleeve bottom；It is described
Positioning end pipe is for driving the divergent-convergent type casing core bit to carry out drill sampling；The slush pump is used in drilling process
Power is provided for the flowing of mud reciprocation cycle, and operating pressure is provided for the divergent-convergent type casing core bit；The drilling tool is beaten
Device is dragged for be used for its lift-off described sleeve pipe after the divergent-convergent type casing core bit drill sampling；The pull rod is used for institute
Shear Probe is stated to send to predetermined experiment depth；Normal stress load measuring equipment is used for being sent to predetermined experiment depth
Shear Probe, which applies, specifies normal stress；The shear stress load measuring equipment is used to promote the shearing with constant rate of speed and visit
Head, until failure by shear；The amesdial measures the shear-deformable of the shear Probe shearing test soil body by the pull rod
Amount；The shear Probe, normal stress load measuring equipment, shear stress load measuring equipment, amesdial pass through data electricity respectively
Cable is connected with the data acquisition recorder；The data acquisition recorder is for recording the shear Probe at the uniform velocity lifting process
In the shear-deformable and shearing force that changes over time.
Wherein, the shear Probe includes a pair of of shear plate, pore water pressure test probe, normal deformation test sensing
Device, double acting pressurised cylinder and inverted U hoisting frame, the double acting pressurised cylinder are horizontally disposed；The pair of shear plate difference
It is packed in the cylinder base of double acting pressurised cylinder and the output end of piston rod, every piece of shear plate is outer side band zigzag translot
Steel plate；Two lower ends of the inverted U hoisting frame are separately fixed at the upper end of the shear plate of respective side；Each shear plate
Center respectively dress there are one the pore water pressure test probe；The normal deformation test sensor levels are cut mounted on two pieces
Between cutting plate, both ends are connect with the shear plate of corresponding side respectively.
The divergent-convergent type casing core bit includes spear-head, housing, spline tooth, cutting plate, opens and hold back axis and two-tube brill
Tool, holds back axis for described and is located in the housing, and can be moved up and down in housing；Spear-head 2-1 setting is holding back axis
The top of 2-6 forms water passage opening the internal openings for holding back axis；It is formed with spline tooth on the outside of the middle part of the housing, is used for
It is meshed with the spline housing of the positioning end pipe；Being equipped in the housing of the spline tooth lower part can rely on described to hold back moving down for axis
Or it moves up and is pushed outwardly or the cutting plate of toe-in；The housing lower thread connects the two-tube drilling tool.
The slush pump is connected by sebific duct respectively with mud pit and the drilling machine.
The drilling tool fishing device includes fisher, upending frame, winch and steel wire rope, and the fisher passes through on winch
Rope traction is suspended on the upending frame；When work, the fisher and the fishing spear on divergent-convergent type casing core bit
Head engages.
The normal stress load measuring equipment includes normal stress control unit, gas cylinder, pressure regulator valve and high pressure gas
The threaded one end of pipe, the gas cylinder and pressure regulator valve connects, and the other end and the normal stress control unit of pressure regulator valve pass through height
Air pipe is connected, and normal stress control unit passes through another high-pressure air pipe phase with the double acting pressurised cylinder in shear Probe simultaneously
Even.
The shear stress load measuring equipment includes jack, electrodynamic pump, shear stress test cell, clamp and high pressure oil
Pipe, the jack are connected with the electrodynamic pump by high-pressure oil pipe；The electrodynamic pump provides perseverance for driving the jack
Surely rate is promoted.
The dial holder is located on clamp, and is fixed by magnet stand.
When being tested, shear Probe upper end is connect with pull rod lower thread, and shear Probe is sent by pull rod to predetermined examination
Test depth, pull rod upper end sequentially passes through very heavy in the counter-force bottom plate being laid at drilling orifice and shear stress load measuring equipment
It is fixed by clamp after top and shear stress test cell, shear Probe, pull rod, the center of jack and shear stress test cell are total
Line.
A method of it is tested, is included the following steps using shearing test system in the hole of above-mentioned deep layer original position：
S1:The divergent-convergent type casing core bit is crept by 1.5 meters of underground by the drilling machine according to conventional drilling method
After stop；
S2：The positioning end pipe screw thread is connected to the first section casing shoe of described sleeve pipe, and described sleeve pipe is installed on
The output sebific duct of drilling machine, the slush pump is connected to the mud valve of drilling machine, and makes the spline of the positioning end pipe of described sleeve pipe bottom end
Set is meshed with the spline tooth of the divergent-convergent type casing core bit；
S3：The slush pump is opened, makes the cutting plate of the divergent-convergent type casing core bit be open configuration by hydraulic pressure,
Drilling machine drive sleeve and positioned at sleeve bottom positioning end pipe creep into stratum, positioning end pipe drive divergent-convergent type casing core bit into
Row drill sampling；
S4：Cohesive soil stratum, which is often crept into 2m, silt and sandy soil stratum and often crept into 1m or drilling to predetermined hole in situ, shears
After testing depth, closes slush pump and be suspended on by the rope traction on the winch using the drilling tool fishing device
Fisher on hanger salvages divergent-convergent type casing core bit, so that fisher is engaged with spear-head, is beaten by lifting of winch
It drags for device and the cutting plate of divergent-convergent type casing core bit is made to become convergence state, by divergent-convergent type casing core bit lift-off casing；
S5：After sample in the core barrel of divergent-convergent type casing core bit is taken out, S3, S4 are repeated until creeping into predetermined
Shearing test depth in hole in situ；
S6：Shear Probe and pull rod are connected, and the double acting pressurised cylinder of shear Probe and normal stress are loaded
Normal stress control unit in measuring equipment is connected by high-pressure air pipe, normal deformation tests sensor and data acquiring and recording
Instrument is connected by data cable, and high-pressure air pipe and data cable are smoothed out with the fingers along binding on pull rod；
Shear Probe is slowly broadcasted to experiment depth；Pull rod upper end is set to sequentially pass through the counter-force being laid at drilling orifice
After bottom plate and shear stress load jack and shear stress test cell in measuring equipment, fixed by clamp, shear Probe, drawing
It the center of bar, jack and shear stress test cell should be conllinear；
S7：The threaded one end that normal stress is loaded to gas cylinder and pressure regulator valve in measuring equipment connects, pressure regulator valve
The other end is connected with normal stress control unit by high-pressure air pipe；
Shear stress is loaded the jack in measuring equipment with electrodynamic pump to be connected by high-pressure oil pipe；
Dial holder is located on clamp, is fixed by magnet stand；
Normal stress loads the normal stress control unit in measuring equipment, the shear stress in shear stress load measuring equipment
Test cell and electrodynamic pump, amesdial 11 are connected by data cable with data acquisition recorder；
S8：The normal stress for applying an initial very little by normal stress control unit described in method, makes cutting for shear Probe
Cutting plate is contacted with borehole wall, later lays down this normal stress, and by the initial normal stress of data acquisition recorder, shearing
Power, normal deformation, shear-deformable, pore water pressure and time read are initialized as 0；
S9：The normal stress control unit in measuring equipment is loaded by normal stress and applies first order normal stress, is made
Soil consolidation observes soil solidifying situation after a certain period of time, by pore water pressure curve, and 5 need to be usually consolidated for non-cohesive soil
Minute, cohesive soil consolidate 10~20 minutes；
S10：The electrodynamic pump in shear stress load measuring equipment is opened, driving jack is with the constant promotion of 0.8mm/min
Rate promotes shear Probe, until failure by shear；
S11：The electrodynamic pump in shear stress load measuring equipment is closed, and the method in measuring equipment is loaded by normal stress
To Stress Control unit by the normal stress removal in the double acting pressurised cylinder of shear Probe, shear Probe is set to be closed, and make
Jack resets, and repetition S9~S10 carries out the test of next stage normal stress, and each different normal direction of 4~5 grades of point development of testing are answered
Shearing test in the hole of power original position；
S12：Shear Probe is removed and is drilled, S3~S11 is repeated, carries out shearing test in the hole in situ of next point.
The invention has the advantages that：
1, the system structure is simple, easy to operate, is remarkably improved the quality and efficiency of shearing test in the hole of deep layer original position；
2, instrument connection wall integrity and stabilizing effect are good, and test data is accurate and reliable；
3, shearing test burying risk in the hole of deep layer original position is avoided, shearing test in the hole of deep layer original position is especially suitable for；
4, the relation curve of the shear stress and shear displacemant under the conditions of normal stresses at different levels can be quickly measured, and then is obtained
Corresponding to the soil shear strength parameter of proportional strength, yield strength, peak strength and residual strength, test result is enriched,
Convenient for selecting corresponding shear strength parameter according to different operating modes during engineer application；
5, applied widely, it is suitable for various landform and soil property.
Description of the drawings
Fig. 1 is status diagram when carrying out divergent-convergent type casing coring drilling operation using the test system of the present invention；
Fig. 2 is status diagram when carrying out shearing test in the hole of deep layer original position using the test system of the present invention；
Fig. 3 is the structural schematic diagram of shear Probe in this system；
Fig. 4 is the cross-sectional view of divergent-convergent type reaming bit in this system；
In figure：
1, drilling machine 1-1, boring tower 1-2, power head
2, divergent-convergent type casing core bit 2-1, spear-head 2-2, water passage
2-3, housing 2-4, spline tooth 2-5, cutting plate
2-6, it opens and holds back axis 2-7, two-tube drilling tool 3, casing
3-1, positioning end pipe 4, slush pump 4-1, mud pit
4-2, sebific duct 5, drilling tool fishing device 5-1, fisher
5-2, upending frame 5-3, winch 5-4, steel wire rope
6, shear Probe 6-1, shear plate 6-2, pore water pressure test probe
6-3, normal deformation test sensor 6-4, double acting pressurised cylinder 6-5, hoisting frame
7, pull rod 8, counter-force bottom plate 9, normal stress load measuring equipment
9-1, normal stress control unit 9-2, gas cylinder 9-3, pressure regulator valve
9-4, high-pressure air pipe 10, shear stress load measuring equipment 10-1, jack
10-2, electrodynamic pump 10-3, shear stress test cell 10-4, clamp
10-5, high-pressure oil pipe 11, amesdial 12, magnet stand
13, data acquisition recorder 14, data cable
Specific implementation mode
Shearing test system in the deep layer original position hole of the present invention and its test method are carried out specifically below in conjunction with the accompanying drawings
It is bright.
As depicted in figs. 1 and 2, shearing test system includes in deep layer original position hole of the invention：Drilling machine 1, divergent-convergent type casing
Core bit, casing 3, slush pump 4, drilling tool fishing device 5, shear Probe 6, pull rod 7, counter-force bottom plate 8, normal stress loading capacity
Survey device 9, shear stress load measuring equipment 10, amesdial 11, magnet stand 12, data acquisition recorder 13 and data cable
14。
Drilling machine 1 includes boring tower 1-1 and power head 1-2, is used for drive sleeve 3 and the positioning end pipe 3-1 positioned at 3 bottom of casing
Creep into stratum.Positioning end pipe 3-1 is used to that divergent-convergent type casing core bit 2 to be driven to carry out drill sampling, creeps into predetermined stratum,
Close slush pump；By drilling tool fishing device 5 by 2 lift-off casing 3 of divergent-convergent type casing core bit.It again will by the pull rod 7
Shear Probe 6 is sent to predetermined experiment depth, and load measuring equipment by normal stress applies specified normal stress to shear Probe,
It stands and measuring equipment is loaded with constant rate of speed promotion shear Probe by shear stress after a certain period of time, utilize data acquisition recorder
The shear-deformable and shearing force changed over time in record shear Probe at the uniform velocity lifting process.
Specifically, Chinese invention patent application publication No. CN103603625A may be used in divergent-convergent type casing core bit
Disclosed in casing core bit, divergent-convergent type casing core bit 2 shown in Fig. 4 can also be used.
Referring to Fig. 4, divergent-convergent type casing core bit 2 includes spear-head 2-1, housing 2-3, spline tooth 2-4, cutting plate 2-
5, it opens and holds back axis 2-6 and two-tube drilling tool 2-7.Holding back axis 2-6 is located in housing 2-3, and can be moved up and down in housing 2-3；It opens and holds back
The top of axis 2-6 is equipped with spear-head 2-1, and internal openings form water passage 2-2；Spline tooth 2- on the outside of the middle part of housing 2-3
4, for being meshed with the spline housing of positioning end pipe 3-1；The housing 2-3 of the lower parts spline tooth 2-4, which is internally provided with, can rely on described
It holds back moving down or moving up for axis 2-6 and is pushed outwardly or the cutting plate 2-5 of toe-in；Housing 2-3 lower threads connect two-tube brill
Has 2-7.
It is upper coarse and lower fine close to the part of the lower ends cutting plate 2-5 to hold back axis 2-6, moving up and down for axis 2-6 is held back by
Control opening and the convergence of cutting plate 2-5.When slush pump is opened, is opened under the action of hydraulic pressure and hold back axis 2-6 downslides, will received originally
The cutting plate 2-5 of contracting state is pushed outwardly, and forms cutting plate open configuration as shown in Figure 4.When being lifted up spear-head,
It opens and holds back axis 2-6 upward slidings, cutting plate 2-5 retracts.
The cutting plate is open configuration when slush pump is opened, and positions the shoulder of the bottom end and cutting plate of end pipe at this time
It is combined；The cutting plate becomes convergence state when slush pump is closed and spear-head is lifted.
It is connected by sebific duct 4-2 between slush pump 4 and mud pit 4-1, passes through sebific duct 4-2 phases between slush pump 4 and drilling machine 1
Even.Slush pump is the power source of required mud reciprocation cycle flowing in drilling process, and mud plays exclusion rock in drilling process
Powder, cooling drill bit, the effect for lubricating drilling tool, while the opening for the cutting plate 2-5 of divergent-convergent type casing core bit 2 provides pressure
Power.
Drilling tool fishing device 5 includes fisher 5-1, upending frame 5-2, winch 5-3 and steel wire rope 5-4.The fisher 5-1
It is suspended on upending frame 5-2 by the steel wire rope 5-4 tractions on winch 5-3；The fisher 5-1 can be with divergent-convergent type casing coring
Spear-head 2-1 on drilling tool 2 is engaged.
As shown in figure 3, the shear Probe 6 includes a pair of of shear plate 6-1, pore water pressure test probe 6-2, normal direction
Deformation test sensor 6-3, double acting pressurised cylinder 6-4 and inverted U hoisting frame 6-5.Wherein, the double acting pressurised cylinder
6-4 is horizontally disposed；A pair of of shear plate 6-1 is packed in the output of the cylinder base and piston rod of double acting pressurised cylinder 6-4 respectively
End, every piece of shear plate 6-1 is the steel plate of outer side band zigzag translot, i.e., is formed with multiple cross from top to bottom on the outside of shear plate
Slot, in the longitudinal profile of shear plate, translot side is zigzag；Distinguish two lower ends of the inverted U hoisting frame 6-5
It is fixed on the upper end of the shear plate 6-1 of respective side；Respectively there are one the pore water pressures for dress at the center of each shear plate 6-1
Test probe 6-2；The normal deformation test sensor 6-3 is horizontally arranged between two pieces of shear plate 6-1, and its both ends is distinguished
It is connect with the shear plate 6-1 of corresponding side.
The normal stress load measuring equipment 9 includes normal stress control unit 9-1, gas cylinder 9-2, pressure regulator valve
9-3 and high-pressure air pipe 9-4.The gas cylinder 9-2 is connect with the threaded one end of pressure regulator valve 9-3, the other end of pressure regulator valve 9-3
Be connected by high-pressure air pipe 9-4 with normal stress control unit 9-1, normal stress control unit 9-1 simultaneously in shear Probe 6
Double acting pressurised cylinder 6-4 by another high-pressure air pipe 9-4 be connected.
The shear stress load measuring equipment 10 includes jack 10-1, electrodynamic pump 10-2, shear stress test cell 10-
3, clamp 10-4 and high-pressure oil pipe 10-5.Jack 10-1 is connected with electrodynamic pump 10-2 by high-pressure oil pipe 10-5；The electricity
Dynamic pump 10-2 drives jack 10-1, provides constant promotion rate；Shear stress test cell 10-3 is placed on jack 10-1
Face.When being tested, clamp 10-4 makes counter-force bottom plate 8, jack 10-1, shear stress test cell 10-3 by clamping pull rod 7
Concentric close connection.
Amesdial 11 is erected on clamp 10-4, and is fixed by magnet stand 12.Shear Probe 6, normal stress load
Measuring equipment 9, shear stress load measuring equipment 10, amesdial 11 pass through data cable 14 and 13 phase of data acquisition recorder respectively
Even.
When being tested, shear Probe 6 is threadedly coupled by hoisting frame 6-5 with pull rod 7.7 upper end of pull rod sequentially passes through paving
Jack 10-1 in counter-force bottom plate 8 and shear stress the load measuring equipment 10 being located at drilling orifice and shear stress test cell
It is fixed by clamp 10-4 after 10-3；The shear Probe 6, pull rod 7, jack 10-1 and the centers shear stress test cell 10-3
Collinearly.
The experiment process that shearing test in the hole of deep layer original position is carried out by above-mentioned test system is as follows：
S1:Stop after divergent-convergent type casing core bit 2 is crept into 1.5 meters of underground by drilling machine 1 according to conventional drilling method；
S2：End pipe 3-1 will be positioned and be threadedly coupled to the first section casing shoe of casing 3, and casing 3 is installed on drilling machine 1, mud
The output sebific duct 4-2 of stock pump 4 is connected to the mud valve of drilling machine, and make 3 bottom end of casing positioning end pipe 3-1 spline housing with hold back
The spline tooth 2-4 of formula casing core bit 2 is meshed；
S3：Slush pump 4 is opened, makes the cutting plate 2-4 of divergent-convergent type casing core bit 2 be open configuration by hydraulic pressure, bores
1 drive sleeve 3 of machine and positioning end pipe 3-1 positioned at 3 bottom of casing creep into stratum, and positioning end pipe 3-1 drives divergent-convergent type casing to take
Core drilling tool 2 carries out drill sampling；
S4：Cohesive soil stratum, which is often crept into 2m, silt and sandy soil stratum and often crept into 1m or drilling to predetermined hole in situ, shears
After testing depth, slush pump 4 is closed, using drilling tool fishing device 5, has been suspended on by the steel wire rope 5-4 tractions on winch 5-3
Fisher 5-1 on hanger 5-2 salvages divergent-convergent type casing core bit 2, and fisher 5-1 is made to be engaged with spear-head 2-1, leads to
It crosses winch 5-3 to promote fisher 5-1 and the cutting plate 2-4 of divergent-convergent type casing core bit 2 is made to become convergence state, by divergent-convergent type
2 lift-off casing 3 of casing core bit；
S5：After sample in 2 core barrel 2-7 of divergent-convergent type casing core bit is taken out, S3, S4 are repeated until creeping into pre-
Shearing test depth in fixed original position hole；
S6：Shear Probe 6 and pull rod 7 are connected, and the double acting pressurised cylinder 6-4 of shear Probe 6 is answered with normal direction
Power loads the normal stress control unit 9-1 in measuring equipment 9, and by high-pressure air pipe 9-4, connected, normal deformation tests sensor
6-3 is connected with data acquisition recorder 13 by data cable 14, and high-pressure air pipe 9-4 and data cable 14 are smoothed out with the fingers and drawn along binding
On bar 7；
Shear Probe 6 is slowly broadcasted to experiment depth；Make 7 upper end of pull rod sequentially pass through be laid on it is anti-at drilling orifice
After power bottom plate 8 and shear stress load jack 10-1 and shear stress test cell 10-3 in measuring equipment 10, pass through clamp 10-
4 fix, shear Probe 6, pull rod 7, jack 10-1 and shear stress test cell 10-3 center should be conllinear；
S7：Normal stress is loaded the gas cylinder 9-2 in measuring equipment 9 to connect with the threaded one end of pressure regulator valve 9-3, is adjusted
The other end of pressure valve 9-3 is connected with normal stress control unit 9-1 by high-pressure air pipe 9-4；
Shear stress is loaded the jack 10-1 in measuring equipment 10 with electrodynamic pump 10-2 to be connected by high-pressure oil pipe 10-5；
Normal stress loads normal stress control unit 9-1, shear stress in measuring equipment 9 and loads in measuring equipment 10
Shear stress test cell 10-3 and electrodynamic pump 10-2, amesdial 11 are connected by data cable 14 with data acquisition recorder 13；
S8：The normal stress for applying an initial very little by the normal stress control unit 9-1, makes shear Probe 6
Shear plate is contacted with borehole wall, later lays down this normal stress, and by the initial normal stress of data acquisition recorder 13,
Shearing force, normal deformation, shear-deformable, pore water pressure and time read are initialized as 0；
S9：The normal stress control unit 9-1 applications first order normal direction in measuring equipment 9 is loaded by normal stress to answer
Power makes soil consolidation after a certain period of time, observes soil solidifying situation by pore water pressure curve, non-cohesive soil is usually needed
Consolidation 5 minutes, cohesive soil consolidate 10~20 minutes；
S10：The electrodynamic pump 10-2 in shear stress load measuring equipment 10 is opened, jack 10-1 is with 0.8mm/min for driving
Constant promotion rate promote shear Probe 6, until failure by shear；
S11：The electrodynamic pump 10-2 in shear stress load measuring equipment 10 is closed, and measuring equipment is loaded by normal stress
Normal stress removal in the double acting pressurised cylinder 6-4 of shear Probe 6 is made shearing by the normal stress control unit 9-1 in 9
Probe is closed, and jack 10-1 is made to reset, and is repeated S9~S10 and is carried out the test of next stage normal stress, each point of testing is opened
Shearing test in the hole of 4~5 grades of different normal stress original positions of exhibition；
S12：Shear Probe 6 is removed and is drilled, S3~S11 is repeated, carries out shearing test in the hole in situ of next point.
Dismounting and cleaning equipment after the test, case after maintenance.
To sum up, the present invention provides shearing test system in a kind of deep layer original position hole based on divergent-convergent type casing coring drilling technology
System and test method, are remarkably improved shearing test quality and efficiency in the hole of deep layer original position, avoid shearing in the hole of deep layer original position and survey
Burying risk is tried, it can be strong corresponding to proportional strength, yield strength, peak strength and remnants in layer Quick Measurement of Soil body deeper
The soil shear strength parameter of degree is suitable for various landform and soil property.
The above is only presently preferred embodiments of the present invention, not does any restrictions to the present invention, all according to of the invention real
Any simple modification, change and equivalent structure variation, still fall within the protection model of the present invention made by confrontation above example
It encloses.
Claims (10)
1. shearing test system in a kind of hole of deep layer original position, it is characterised in that：Including drilling machine (1), divergent-convergent type casing core bit
(2), casing (3), slush pump (4), drilling tool fishing device (5), shear Probe (6), pull rod (7), normal stress load measure dress
(9), shear stress load measuring equipment (10), amesdial (11) and data acquisition recorder (13) are set,
The drilling machine (1) is used to drive described sleeve pipe (3) and be connected to positioning end pipe (3-1) the drilling stratum of casing (3) bottom；
The positioning end pipe (3-1) is for driving the divergent-convergent type casing core bit (2) to carry out drill sampling；
The slush pump (4) is used in drilling process provide power for the flowing of mud reciprocation cycle, and is the divergent-convergent type set
Pipe core bit (2) provides operating pressure；
The drilling tool fishing device (5) is used for will be described in its lift-off after divergent-convergent type casing core bit (2) drill sampling
Casing (3)；
The pull rod (7) is for sending the shear Probe (6) to predetermined experiment depth；
The normal stress load measuring equipment (9) is used to apply to the shear Probe (6) for being sent to predetermined experiment depth specified
Normal stress；
The shear stress load measuring equipment (10) is used to promote the shear Probe (6) with constant rate of speed, until failure by shear；
The amesdial (11) measures the shear deformation of shear Probe (6) the shearing test soil body by the pull rod (7)；
The shear Probe (6), normal stress load measuring equipment (9), shear stress load measuring equipment (10), amesdial (11)
It is connected respectively with the data acquisition recorder (13) by data cable；
The data acquisition recorder (13) is used to record cutting of changing over time in the shear Probe (6) at the uniform velocity lifting process
Shear deformation and shearing force.
2. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The shear Probe (6)
Including a pair of of shear plate (6-1), pore water pressure test probe (6-2), normal deformation test sensor (6-3), double acting pressure
Power cylinder (6-4) and inverted U hoisting frame (6-5),
The double acting pressurised cylinder (6-4) is horizontally disposed；
The pair of shear plate (6-1) is packed in the output of the cylinder base and piston rod of double acting pressurised cylinder (6-4) respectively
End, every piece of shear plate (6-1) is the steel plate of outer side band zigzag translot；
Two lower ends of the inverted U hoisting frame (6-5) are separately fixed at the upper end of the shear plate (6-1) of respective side；Each institute
State the center of shear plate (6-1) respectively dress there are one the pore water pressure test probe (6-2)；The normal deformation test sensing
Device (6-3) is horizontally arranged between two pieces of shear plates (6-1), and its both ends is connect with the shear plate of corresponding side (6-1) respectively.
3. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The divergent-convergent type casing takes
Core drilling tool (2) include spear-head (2-1), housing (2-3), spline tooth (2-4), cutting plate (2-5), hold back axis (2-6) and pair
Pipe drilling tool (2-7),
It holds back axis (2-6) for described to be located in the housing (2-3), and can be moved up and down in housing (2-3)；
The top for holding back axis (2-6) is being opened in spear-head (2-1) setting, and water was formed opening the internal openings for holding back axis (2-6)
Channel (2-2)；
It is formed with spline tooth (2-4) on the outside of the middle part of the housing (2-3), for the spline housing with the positioning end pipe (3-1)
It is meshed；
Be equipped in the housing (2-3) of spline tooth (2-4) lower part can by it is described open hold back moving down or moving up for axis (2-6) and to
Extrapolated or toe-in cutting plate (2-5)；
Housing (2-3) lower thread connects the two-tube drilling tool (2-7).
4. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The slush pump (4) with
One mud pit (4-1) is connected by sebific duct respectively with the drilling machine (1).
5. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The drilling tool fishing device
(5) include fisher (5-1), upending frame (5-2), winch (5-3) and steel wire rope (5-4),
The fisher (5-1) is suspended on by steel wire rope (5-4) traction on winch (5-3) on the upending frame (5-2)；
When work, the fisher (5-1) engages with the spear-head (2-1) on divergent-convergent type casing core bit (2).
6. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The normal stress load
Measuring equipment (9) includes normal stress control unit (9-1), gas cylinder (9-2), pressure regulator valve (9-3) and high-pressure air pipe (9-
4), the gas cylinder (9-2) connect with the threaded one end of pressure regulator valve (9-3), the other end and normal stress of pressure regulator valve (9-3)
Control unit (9-1) by high-pressure air pipe (9-4) be connected, normal stress control unit (9-1) at the same in shear Probe (6)
Double acting pressurised cylinder (6-4) is connected by another high-pressure air pipe (9-4).
7. shearing test system in the hole of deep layer original position according to claim 1, it is characterised in that：The shear stress loading capacity
It includes jack (10-1), electrodynamic pump (10-2), shear stress test cell (10-3), clamp (10-4) and high pressure to survey device (10)
Oil pipe (10-5), the jack (10-1) are connected with the electrodynamic pump (10-2) by high-pressure oil pipe (10-5)；It is described electronic
Pump (10-2) provides constant promotion rate for driving the jack (10-1).
8. shearing test system in the hole of deep layer original position according to claim 1, the amesdial (11) is erected at clamp
On (10-4), and it is fixed by magnet stand (12).
9. shearing test system in the deep layer original position hole according to any one of claim 1-8, it is characterised in that：It is surveyed
When examination, shear Probe (6) upper end is connect with pull rod (7) lower thread, and shear Probe (6) is sent deep to predetermined experiment by pull rod
Degree, pull rod (7) upper end sequentially pass through in the counter-force bottom plate (8) being laid at drilling orifice and shear stress load measuring equipment (10)
Jack (10-1) and shear stress test cell (10-3) after it is fixed by clamp (10-4), shear Probe (6), pull rod (7),
The center of jack (10-1) and shear stress test cell (10-3) is conllinear.
10. a kind of method that shearing test system is tested in deep layer original position hole using described in claim 9, including it is following
Step：
S1:The divergent-convergent type casing core bit (2) is crept by underground 1.5 by the drilling machine (1) according to conventional drilling method
Stop after rice；
S2：The positioning end pipe (3-1) is threadedly coupled to the first section casing shoe of described sleeve pipe (3), and by described sleeve pipe (3)
It is installed on drilling machine (1), the output sebific duct (4-2) of the slush pump (4) is connected to the mud valve of drilling machine, and makes described sleeve pipe (3)
The spline housing of the positioning end pipe (3-1) of bottom end is meshed with the spline tooth (2-4) of the divergent-convergent type casing core bit (2)；
S3：The slush pump (4) is opened, makes the cutting plate (2-5) of the divergent-convergent type casing core bit (2) be by hydraulic pressure
Open state, drilling machine (1) drive sleeve (3) and the positioning end pipe (3-1) positioned at casing (3) bottom creep into stratum, positioning end pipe (3-
1) divergent-convergent type casing core bit (2) is driven to carry out drill sampling；
S4：It often creeps into 2m, silt and sandy soil stratum and often creeps into shearing test in 1m or drilling to predetermined hole in situ in cohesive soil stratum
After depth, closes slush pump (4) and pass through the steel wire rope (5-4) on the winch (5-3) using the drilling tool fishing device (5)
Traction is suspended on fisher (5-1) on upending frame (5-2) and salvages divergent-convergent type casing core bit (2), make fisher (5-1) with
Spear-head (2-1) engages, and promotes fisher (5-1) by winch (5-3) by makes cutting for divergent-convergent type casing core bit (2)
Cutting plate (2-5) becomes convergence state, by divergent-convergent type casing core bit (2) lift-off casing (3)；
S5：After sample in the core barrel (2-7) of divergent-convergent type casing core bit (2) is taken out, S3, S4 are repeated until creeping into extremely
Shearing test depth in predetermined original position hole；
S6：Shear Probe (6) and pull rod (7) are connected, and by the double acting pressurised cylinder (6-4) and method of shear Probe (6)
Normal stress control unit (9-1) into stress loading measuring equipment (9) is connected by high-pressure air pipe (9-4), normal deformation
Test sensor (6-3) is connected with data acquisition recorder (13) by data cable (14), by high-pressure air pipe (9-4) and data
Cable (14) is smoothed out with the fingers along binding on pull rod (7)；
Shear Probe (6) is slowly broadcasted to experiment depth；Make pull rod (7) upper end sequentially pass through be laid on it is anti-at drilling orifice
After power bottom plate (8) and shear stress load jack (10-1) and shear stress test cell (10-3) in measuring equipment (10), lead to
It is fixed to cross clamp (10-4), shear Probe (6), pull rod (7), jack (10-1) and shear stress test cell (10-3) center
It should be conllinear；
S7：Gas cylinder (9-2) in normal stress load measuring equipment (9) is connect with the threaded one end of pressure regulator valve (9-3),
The other end of pressure regulator valve (9-3) is connected with normal stress control unit (9-1) by high-pressure air pipe (9-4)；
Jack (10-1) in shear stress load measuring equipment (10) is passed through into high-pressure oil pipe (10-5) with electrodynamic pump (10-2)
It is connected；
Amesdial (11) is erected on clamp (10-4), fixed by magnet stand (12)；
In normal stress control unit (9-1), shear stress load measuring equipment (10) in normal stress load measuring equipment (9)
Shear stress test cell (10-3) and electrodynamic pump (10-2), amesdial (11) pass through data cable (14) and data acquiring and recording
Instrument (13) is connected；
S8：The normal stress for applying an initial very little by the normal stress control unit (9-1), makes shear Probe (6)
Shear plate is contacted with borehole wall, later lays down this normal stress, and the initial normal direction of data acquisition recorder (13) is answered
Power, shearing force, normal deformation, shear-deformable, pore water pressure and time read are initialized as 0；
S9：Normal stress control unit (9-1) the application first order normal direction in measuring equipment (9) is loaded by normal stress to answer
Power makes soil consolidation after a certain period of time, observes soil solidifying situation by pore water pressure curve, non-cohesive soil is usually needed
Consolidation 5 minutes, cohesive soil consolidate 10~20 minutes；
S10：The electrodynamic pump (10-2) in shear stress load measuring equipment (10) is opened, driving jack (10-1) is with 0.8mm/
The constant promotion rate of min promotes shear Probe (6), until failure by shear；
S11：The electrodynamic pump (10-2) in shear stress load measuring equipment (10) is closed, and measuring equipment is loaded by normal stress
(9) the normal stress control unit (9-1) in unloads the normal stress in the double acting pressurised cylinder (6-4) of shear Probe (6)
It removes, shear Probe is made to be closed, and jack (10-1) is made to reset, repeat S9~S10 and carry out the test of next stage normal stress, each
It tests point and carries out shearing test in the hole of 4~5 grades of different normal stress original positions；
S12：Shear Probe (6) is removed and is drilled, S3~S11 is repeated, carries out shearing test in the hole in situ of next point.
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| CN201810452303.5A CN108426789A (en) | 2018-05-12 | 2018-05-12 | Shearing test system and its test method in the hole of deep layer original position |
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|---|---|---|---|
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