CN109540788A - Simulation ground pressure acts on the test method and system of lower ground and anchoring body adhesive property - Google Patents
Simulation ground pressure acts on the test method and system of lower ground and anchoring body adhesive property Download PDFInfo
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N19/00—Investigating materials by mechanical methods
- G01N19/04—Measuring adhesive force between materials, e.g. of sealing tape, of coating
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Abstract
The invention discloses a kind of simulated formation pressure to act on lower original state Rock And Soil and anchoring body adhesive property test macro and method, including measuring equipment, sample fixing device, strata pressure simulator and pressure grouting device for overall, pressure bladder is installed in the side and top surface of sample respectively, radial deformation meter is installed on the outside of sample, one end of grouting plug and stop grouting plug is no tip circle cone cell, and exhaust valve is arranged in support beam bottom.The present invention can carry out slip casing by pressure to sample and monitor its radial deformation, double pressure bladders can laterally and vertically press respectively with simulated formation pressure to sample, silica gel pad and steel disc with holes are placed in sample top and bottom and eliminate end friction effect, rock/sun-dried mud brick compresses and limits its vertical deformation after restoring initial formation pressure, stress state, stress path and the preparation flow of sample are consistent with anchor pole actual conditions, test suitable for the Rock And Soil under various operating conditions with anchoring body adhesive property.
Description
Technical field
The present invention relates to the anchor pole measuring technologies being commonly used in the engineerings such as side slope, foundation pit, tunnel, mine, traffic, especially
It is related to a kind of simulated formation pressure and acts on lower original state Rock And Soil and anchoring body adhesive property test macro and test method.
Background technique
Bolt support technology is widely used in side slope, foundation pit, tunnel, mine etc. because of the advantages that easy for construction, cheap
In geotechnical engineering, the adhesive property of Rock And Soil and anchoring body directly influences the bearing capacity of anchor pole.Mostly according to scene in engineering
The result of test evaluates the bearing capacity of anchor pole, and although field test can reflect the actual bearer characteristic of anchor pole, but deposit
At high cost, time test period is long, influences the duration, various operating conditions (such as rainstorm condition, drying and watering cycle operating condition) can not be simulated
The disadvantages of.
Some scientific research institutions and colleges and universities pass through Eccentric Loads in Layered Soils and Research Rock And Soil and anchoring body adhesive property, these tests
Although can guarantee that the stress of anchor pole is close with actual conditions, while can also be met in preferable simulation anchor pole Practical Project
The various operating conditions arrived, still, however it remains moulded dimension is relatively large, complicated, repeatable poor, higher cost of test operation etc.
Problem.The adhesive property of Rock And Soil and anchoring body is also tested with the indoor center pull-out test of development or direct shear test, this
Although test is easy to operate a bit, efficiency is higher and cost is relatively low, stress state, stress path and the preparation side of sample when testing
The actual conditions of fado and anchor pole are not inconsistent.
Simultaneously as the complexity of the origin cause of formation of Rock And Soil, structure and construction, is remolded even if making in strict accordance with the theory of similarity
Or simulation Rock And Soil sample, it is also difficult to simulate the adhesive property of original state Rock And Soil and anchoring body, and utilize original state rock-soil material into
When the adhesive property of row Rock And Soil and anchoring body is tested, if the preparation method of sample and the actual stress of anchor pole and Construction Condition
It is not inconsistent, test result is also difficult to reflect the practical bonding characteristic of Rock And Soil and anchoring body.
" device and method for the test of rich water soft stratum anchoring body interfacial bond property is (open for Chinese invention patent
Number: CN 107288163A, data of publication of application 2017.10.24) " disclose a kind of anchor laterally to pressurize using tubular load air bag
Solid interface adhesive property test device and method can be used for testing rich water soft stratum and cast anchor solid interface adhesive property.Examination
Setting tubular loads air bag on the outside of sample, can be to the lateral pressurization of sample, but cannot pressurize to the end of sample, thus can not make original
Shape Rock And Soil compresses and restores to initial reservoir stress state；In addition, the both ends of sample are directly contacted with upper and lower cover plates, cause to try
There are friction effects at sample both ends, and then keep the radial deformation of sample uneven.
Chinese invention patent " a kind of rock side friction test device that confining pressure is controllable and its method (publication number: CN
105547841 A, data of publication of application 2016.05.04) " disclose it is a kind of using triaxial cell apply confining pressure rock side rub
Resistance measurement devices and methods therefor, can be used for testing the side friction of foundation pile and rock interface under different confining pressures, but cannot achieve
Sample preparation is carried out by the actual working procedure of pile foundation；In addition, vertical pressure acts on sample top by guide pipe after confining pressure applies
End, and due to the difference of foundation pile and Rock rigidity, the two will generate certain relative deformation, cause the two interface to generate initial
Side friction, influence test result.
Summary of the invention
It is an object of the invention to overcome the shortcomings of above-mentioned technology, for the infinitesimal section of Engineering anchor rod, propose it is a kind of it is easy,
Original state Rock And Soil and anchoring body adhesive property feasible and be consistent with anchor pole actual stress state, stress path and working procedure are surveyed
Test system and method.
In order to solve the above technical problems, the technical scheme adopted by the invention is that: a kind of simulation ground pressure act on lower ground with
The test method of anchoring body adhesive property, which is characterized in that include the following steps:
Step 1: soil/rock base makes and fixes: being cut, polished to original state Rock And Soil by design size, then made
At soil/rock base 101 top and bottom silica gel pad 501, steel disc with holes 502, permeable stone 503 and backing plate 504 are successively installed, so
Afterwards by 405 sets of radial deformation meter in soil/rock base (101) outer surface, then lower cover plate 601, sleeve 602, side pressure are successively installed
Power capsule 603, cover plate 604, top plug 506, bottom plug 505, backing plate 607, pressure on top surface capsule 608, upper cover plate 609, finally utilize second
Bolt 610 and the second nut 611 are completed to fix；
Step 2: applying simulated formation pressure: starting pressurizing device 613, adjusting the first pressure regulator valve 615 makes lateral pressure capsule
Pressure in 603 stablizes the radial pressure σ in settingr, adjusting the second pressure regulator valve 617 stablizes the pressure in pressure on top surface capsule 608
In the axial compressive force σ of settingz, soil/rock base 101 is monitored using the fibre optical sensor 405c of the outer surface arc cuff 405a when pressurization
Radial deformation；
Step 3: drilling: after the soil/rock base 101 stabilization, connecting 601 He of lower cover plate using the first bolt 605
Cover plate 604, and screw the first nut 606 and keep the vertical deformation of soil/rock base 101, then successively remove backing plate 607, press
Power capsule 608, upper cover plate 609, bottom plug 505 and top plug 506, finally using drilling tool 901 at soil/rock base 101 center by setting
Meter bore diameter is vertically drilled, and the deviation proportion of drilling axis is no more than the 2% of specimen height；
Step 4: joint bar and slip casing by pressure: grouting plug 802 is fixed on lower cover plate 601, it is then that muscle body 102 is vertical
It is placed in the centring hole of grouting plug 802, slurries are being filled drilling by starting slip casing by pressure mechanism 801, install stop grouting plug 804, most
Apply the grouting pressure of design using slip casing by pressure mechanism 801 afterwards；
Step 5: sample conserves: after the slurries initial set in drilling forms anchoring body 103, removing grouting plug 802 and stop grouting plug
804, then the sample fixing device between sample and lower cover plate 601 and cover plate 604 is placed into together in hermetic bag and is carried out
Sealed maintenance；
Step 6: adhesive property is tested: after the completion of the anchoring body 103 conserves, utilizing third bolt 512 and third nut
513 fix lower cover plate 601 and 510 phase of support beam, then fill anchoring body 103 and load transfer device, counterforce device and measurement
Set connected, controlling stepper motor 201 by controller 404 makes 202 uniform descent of lifting pedestal, and then successively drives lifting screw
203, support beam 510, strata pressure simulator, sample fixing device and soil/rock base 101 decline, and anchoring body 103 passes through
Load transfer device is connected with counterforce device, therefore there is no displacement, then anchoring body 103 is pulled out, and is extracted displacement and is reached the length of anchoring body 103
Degree 20% when, termination test, obtain test result.
It is further to improve, the simulated formation pressure: radial pressure σrAnd axial compressive force σzCalculation method it is as follows:
K is pressure coefficient, p in formulazFor the additional stress of anchor pole infinitesimal position caused by overlying burden, pczFor anchor
The stratum gravity stress of bar infinitesimal position.
Further to improve, the test result is that anchoring body 103 and native rock base 101 shear stress on interface τ, τ pass through following formula
It is calculated:
In formula: F is pulling capacity, and d is 101 diameter of anchoring body, and h is 101 height of soil/rock base, and l is that anchoring body 103 extracts displacement.
A kind of simulation ground pressure acts on the test macro of lower ground and anchoring body adhesive property, comprising: measuring equipment, sample are solid
Determine device, strata pressure simulator and pressure grouting device for overall, the sample fixing device includes lower cover plate 601 and cover plate
604；Soil/rock base 101 is installed, soil/101 upper and lower surface of rock base is respectively mounted by silicon between the lower cover plate 601 and cover plate 604
Glue gasket 501 installs steel disc 502 with holes on the outside of silica gel pad 501, permeable stone 503 is equipped on the outside of steel disc 502 with holes, permeable
Backing plate 504 is installed on the outside of stone 503；Top plug 506 and bottom plug are separately installed in the middle part of the cover plate 604 and lower cover plate 601
505, top plug 506 and bottom plug 505 both pass through silica gel pad 501, steel disc with holes 502, permeable stone 503 and backing plate 504 and resist soil/rock
Base 101, top plug 506 are placed in the upper plenum 509 at 101 top of soil/rock base and flush with 604 top surface of cover plate, and bottom plug 505 is fixed
It is flushed in the lower cavity 508 of soil/101 bottom of rock base and with soil/101 bottom surface of rock base；The lower cover plate 601 and cover plate 604
On across there is the first bolt 605, the first bolt 605 is connected with the first nut 606；Backing plate is installed above the cover plate 604
607 and pressure on top surface capsule 608, upper cover plate 609 is stamped at the top of pressure on top surface capsule 608；The soil/101 periphery of rock base is equipped with lateral pressure
Capsule 603, lateral pressure capsule 603 are wrapped with sleeve 602；Setting passes through for 608 conduit of pressure on top surface capsule at 609 center of upper cover plate
Perforation；604 side of cover plate is equipped with the outlet hole 612 passed through for fibre optical sensor 405c；The upper cover plate 609 is under
Cover board 601 is fixedly connected；The strata pressure simulator includes pressurizing device 613, pressurizing device 613, the first pressure regulator valve
615, first pressure gauge 616 and lateral pressure capsule 603 are sequentially connected, pressurizing device 613, valve 614, the second pressure regulator valve 617,
Two pressure gauges 618 and pressure on top surface capsule 608 are sequentially connected；The measuring equipment include displacement meter 402, force snesor 403 and soil/
The radial deformation meter 405 of 101 side of rock base installation, displacement meter 402 are fixed on displacement meter fixture 401；The radial change
Shape meter 405 includes two or more arc cuff 405a, passes through sensitive piece 405b phase between arc cuff 405a and is bonded shape
It circularizes and is set in soil/rock base 101 outer surface, sensitive piece 405b is connected with fibre optical sensor 405c；The slip casing by pressure dress
It sets including slip casing by pressure mechanism 801, slip casing by pressure mechanism 801 is connected to grouting plug 802, and cooperation grouting plug 802 is equipped with stop grouting plug
804；One end of the grouting plug 802 and stop grouting plug 804 is no tip circle cone cell and can be separately fixed at lower cover plate 601 in
On cover board 604；The lower cover plate 601 is connected with support beam 510 by third bolt 512 and third nut 513；The support beam
Exhaust valve 511 is arranged in 510 bottoms.
It is further to improve, the silica gel pad 501, steel disc with holes 502, permeable stone 503 and 504 outer diameter of backing plate with
Soil/101 diameter of rock base is identical, and internal diameter is all larger than the diameter of anchoring body 103.
Further to improve, the lateral pressure capsule 603 is annular, and pressure on top surface capsule 608 is circle, 603 internal diameter of lateral pressure capsule,
608 outer diameter of pressure on top surface capsule and specimen finish are identical, and the material of lateral pressure capsule 603 and pressure on top surface capsule 608 is rubber or silica gel.
It is further to improve, the silica gel pad 501 with a thickness of 0.1~0.5mm, from cutting off radially in the periphery, and
Lubricant is coated among silica gel pad 501 and steel disc 502 with holes.
Further to improve, the arc cuff 405a is material of the elasticity modulus between 1MPa~100MPa, arc
Cuff 405a cross sectional shape is rectangle, and internal diameter d under natural conditions meets following formula:
In formula, d1For soil/101 diameter of rock base, d2For bore diameter,It is produced when being compressed for soil/rock base 101
Raw radial deformation,The radial deformation generated when drilling for soil/rock base 101, σrFor radial pressure, k
For pressure coefficient, EsFor soil/rock base 101 elasticity modulus, μsFor soil/rock base 101 Poisson's ratio.
Further to improve, the sensitivity piece 405c selects material of the elasticity modulus between 40GPa~100GPa, section
Face is rectangle, and length is 2~4cm, and thickness and height meet following formula:
In formula, E1For the elasticity modulus of arc cuff 405a, δ1For the thickness of arc cuff 405a, h1For arc cuff 405a's
Cross-sectional width, δ2For the thickness of sensitive piece 405b, h2For the height of sensitive piece 405b, E2For the elasticity modulus of sensitive piece 405b,
εultFor the strain measurement limit of fibre optical sensor 405c.
Further to improve, the diameter of the grouting plug 802 is small with 504 internal diameter of backing plate, is equipped at end face center and is greater than muscle
The centring hole that 102 diameter of body and depth are 2~4mm.
The technical solution adopted in the present invention has the advantages that
The both ends of sample, which place silica gel pad and steel disc with holes and are situated between, smears lubricant, silica gel pad and ground
Body deformation synchronizes, and can preferably eliminate sample end friction effect, keeps Rock And Soil radial deformation in compression uniform；Arc sleeve
The internal diameter of hoop is less than minimum outer diameter value of the sample in test overall process, it is ensured that radial deformation meter and sample radial deformation
It is synchronous, achieve the purpose that accurate measurements sample in stages radial deformations such as compression, drilling, slip casing by pressure and adhesive property tests.
Strata pressure simulator can apply respectively pressure to the lateral of sample and vertically using double pressure bladder structures,
Convenient for the stress state of Control Assay, original state Rock And Soil pushes to contract in the effect of simulated formation pressure to be restored to initial stress shape
Its vertical deformation is limited after state again, Rock And Soil is allowed to be in plane strain state, then is drilled, joint bar, slip casing by pressure, caking property
It can test, this is identical as the stress state of suspension roof support structure, stress path and working procedure in Practical Project, test result energy
Enough reflect the bearer properties of the anchor pole in Practical Project.
Realize the separation of preparation and the adhesive property test of Rockbolt element body sample, specimen size is small, low manufacture cost,
It is easy to operate, testing efficiency is high, can carry out under large batch of different operating condition (such as different water cut, dry density, grouting pressure)
Rock And Soil and anchoring body adhesive property laboratory test, to study Rock And Soil and the anchoring under the conditions of different operating conditions, Different Strata
The adhesive property of body, and bonded with this shear stress on interface-relative displacement relation curve and the limit for obtaining Rock And Soil and anchoring body
Intensity etc. provides accurate load-transfer model for the Analysis of load transfer of Full-grouted Bolt.
Detailed description of the invention
Fig. 1 is soil of the present invention/rock base pressure texture schematic diagram.
Fig. 2 is radial deformation meter structural schematic diagram of the present invention.
Stress deformation schematic diagram when Fig. 3 is soil of the present invention/rock base compression.
Fig. 4 is present invention drilling schematic diagram.
Fig. 5 is slip casing by pressure schematic diagram of the present invention.
Fig. 6 is adhesive property test device schematic diagram of the present invention.
Fig. 7 is sample stress sketch when adhesive property of the present invention is tested.
Title shown in figure label are as follows:
Sample: 101- soil/rock base；102- muscle body；103- anchoring body；
Power device: 201- stepper motor, 202- lifting pedestal, 203- lifting screw；
Counterforce device: 301- counter-force column, 302- fixture nut, 303- reaction beam；
Measuring equipment: 401- displacement meter fixture, 402- displacement meter, 403- force snesor, 404- controller, 405- radial deformation are surveyed
Meter, 405a- arc cuff, 405b- sensitivity piece, 405c- fibre optical sensor；
Sample fixing device: 501- silica gel pad, 502- steel disc with holes, 503- permeable stone, 504- backing plate, 505- bottom plug, 506-
Push up plug, cavity under the 5th bolt of 507-, 508-, 509- upper plenum, 510- support beam, 511- exhaust valve, 512- third bolt,
513- third nut；
Strata pressure simulator: 601- lower cover plate, 602- sleeve, 603- lateral pressure capsule, 604- cover plate, the first spiral shell of 605-
Bolt, the first nut of 606-, 607- backing plate, 608- pressure on top surface capsule, 609- upper cover plate, the second bolt of 610-, the second nut of 611-,
612- outlet hole, 613- pressurizing device, 614- valve, the first pressure regulator valve of 615-, 616- first pressure gauge, the second pressure regulation of 617-
Valve, 618- second pressure gauge；
Load transfer device: 701- connecting rod, 702- double threaded screw, the upper adapter of 703-, 704- connector, the 4th bolt of 705-；
Pressure grouting device for overall: 801- slip casing by pressure mechanism, 802- grouting plug, the 6th bolt of 803-, 804- stop grouting plug；
Drilling equipment: 901- drilling tool.
Specific embodiment
Embodiments of the present invention are further described with reference to the accompanying drawings and examples.It should be noted that implementing
Example is not construed as limiting the scope of protection of present invention.
A kind of simulated formation pressure acts on lower original state Rock And Soil and anchoring body adhesive property test macro mainly includes measuring
Device, sample fixing device, strata pressure simulator and pressure grouting device for overall.
As shown in Figure 1, the upper and lower surfaces of sample successively install silica gel pad 501, steel disc with holes 502, permeable
Stone 503 and backing plate 504；Lower cover plate 601 and cover plate 604 are equipped with the circular groove that limitation sleeve 602 and backing plate 504 are displaced, set
Cylinder 602 is not contacted with cover plate 604, and top plug 506 is placed in the upper plenum 509 at 101 top of soil/rock base and pushes up with cover plate 604
Face flushes, and bottom plug 505 is fixed in the lower cavity 508 of soil/101 bottom of rock base and flushes with soil/101 bottom surface of rock base, to guarantee
The pressure energy stepless action that pressure on top surface capsule 608 generates is on soil/rock base 101；It is arranged at 609 center of upper cover plate for pressure on top surface capsule
The perforation that 608 conduits pass through, the centre bore also function to the function that limitation pressure on top surface capsule 608 is displaced；Pressurizing device 613, first is adjusted
Pressure valve 615, first pressure gauge 616 and lateral pressure capsule 603 are sequentially connected；Pressurizing device 613, valve 614, the second pressure regulator valve
617, second pressure gauge 618 and pressure on top surface capsule 608 are sequentially connected, and realize that opposite side pressure capsule 603 and pressure on top surface capsule 608 apply not
With the purpose of constant pressure.
Silica gel pad 501, steel disc with holes 502, permeable stone 503 and 504 outer diameter of backing plate are identical as specimen finish, and internal diameter is equal
Slightly larger than the diameter of anchoring body 103, moving up for anchoring body 103 is not hindered when ensuring sample pull-out test with upper-part；Silica gel
Gasket 501 with a thickness of 0.1~0.5mm, be coated with lubricant from cutting off radially in the periphery, and among it is with steel disc 502 with holes,
To eliminate the end friction effect of sample, so that sample radial deformation is uniform；
Lateral pressure capsule 603 be annular, pressure on top surface capsule 608 be circle, 603 internal diameter of lateral pressure capsule, 608 outer diameter of pressure on top surface capsule and
Specimen finish is identical, and the material of lateral pressure capsule 603 and pressure on top surface capsule 608 is elastic preferable rubber or silica gel, cover plate 604
Side is equipped with the outlet hole passed through for fibre optical sensor 405c.
As shown in Fig. 2, radial strain meter 405 is by arc cuff 405a, sensitivity piece 405b and fibre optical sensor 405c
Composition, arc cuff 405a is be bonded with sensitivity piece 405b to form closed-loop, pastes fibre optical sensor 406c on the outside of sensitive piece 405b,
To monitor sample in the radial deformation situation in the stages such as preparation, test, sample radial deformation takes fibre optical sensor 405c monitor value
Mean value；
The arc cuff 405a selection material that deformation behavior is good and elasticity modulus is between 1MPa~100MPa, soil/
The elasticity modulus of rock base 101 is smaller, and the elasticity modulus of material selected by arc cuff 405a is also smaller, to avoid arc cuff
The stress that 405a acts on 101 outside of soil/rock base is excessive, and lubricant is smeared on the arc surface cuff 405a, with elimination and lateral pressure
Rubbing action between capsule 603, the internal diameter d of arc cuff 405a in its natural state meet following formula, to ensure that radial deformation is surveyed
Meter 405 synchronous with sample can deform,
In formula, d1For specimen finish, d2For bore diameter,The radial direction generated when being compressed for soil/rock base 101
Deformation,The radial deformation generated when drilling for soil/rock base 101, σrFor radial pressure, k is pressure system
Number, EsFor soil/rock base 101 elasticity modulus, μsFor soil/rock base 101 Poisson's ratio, EsAnd μsIt can be measured by soil test；
Sensitive piece 405b selects material of the elasticity modulus between 40GPa~100GPa, it is ensured that sensitive piece is in arc cuff
Certain stretching strain can be generated under the pulling force effect of 405a, the section of sensitive piece 405b is rectangle, and length is 2~4cm, so as to
In pasting fibre optical sensor 405c, the thickness and height of sensitive piece 405b meets following formula, to ensure the stretching strain of sensitive piece 405b
No more than the measurement range of fibre optical sensor 405c,
In formula, E1For the elasticity modulus of arc cuff 405a, δ1For the thickness of arc cuff 405a, h1For arc cuff 405a's
Cross-sectional width, δ2For the thickness of sensitive piece 405b, h2For the height of sensitive piece 405b, E2For the elasticity modulus of sensitive piece 405b,
εultFor the strain measurement limit of fibre optical sensor 405c.
As shown in figure 4, the diameter of drilling rod 901 matches with design bore diameter, length is greater than specimen height, silicagel pad
The summation of piece 501, steel disc with holes 502,604 thickness of permeable stone 503, backing plate 504 and cover plate.
As shown in figure 5, grouting plug 802 and stop grouting plug 804 are fixed respectively using the 5th bolt 507 and the 6th bolt 803
On lower cover plate 601 and cover plate 604, one end of grouting plug 802 and stop grouting plug 804 is no tip circle cone cell, conical side surface with
The wall of a borehole is in close contact, can be to avoid exoserosis when slip casting；The diameter of grouting plug 802 is smaller with 504 internal diameter of backing plate, in top surface
It is equipped with the centring hole that slightly larger than 102 diameter of muscle body and depth is 2~4mm at the heart, is equipped with and is slightly larger than at 804 bottom center of stop grouting plug
102 diameter of muscle body and depth are slightly longer than the centring hole of 102 threaded one end length of muscle body, when ensuring slip casting muscle body 102 it is vertical and
Center in drilling；
As shown in fig. 6, sample, sample fixing device and strata pressure simulator pass through third bolt 512 and third spiral shell
Mother 513 fixes with 510 phase of support beam, and exhaust valve 511 is arranged in support beam bottom, and sample bottom is true when preventing adhesive property from testing
It is empty；Support beam 510 is threadedly coupled with lifting screw 203, so that sample fixing device, strata pressure simulator and soil/rock base
It is fixed with power stepper motor 201 and 202 phase of lifting pedestal, muscle body 102 and connecting rod 702, double threaded screw 702, force snesor
403, upper adapter 703 is successively threadedly coupled, and the 4th bolt 705 is stuck in connector 704 and is threadedly coupled with reaction beam 303,
Realize that muscle body 102 and anchoring body 103 are fixed with 303 phase of reaction beam.
It is a kind of to act on lower original state Rock And Soil and anchoring body adhesive property test system and test original state using simulated formation pressure
The method and step of Rock And Soil and anchoring body adhesive property is as follows:
Determine simulated formation pressure, radial pressure σrSize be anchor pole infinitesimal position stratum gravity stress with it is attached
Add the sum of stress, axial compressive force σzSize be radial pressure σrWith the product of pressure coefficient k.Anchor pole tests section in the present embodiment
Below the stratum at 15m, the weighting severe of each soil layer is 18.0kN/m3, no overlying burden, pressure coefficient k is 0.7, and stratum is certainly
Weight stress are as follows: pcz=18.0 × 15=270kPa, additional stress are as follows: pz=0, then radial pressure σrSize are as follows: σr=pcz+pz
=270kPa, axial compressive force σzSize be σz=k σr=0.7 × 270=189kPa.
Determine sample material and size, soil/rock base 101 material is chosen as the original state soil body or rock mass, and the present embodiment is selected
Undisturbed soil；The height of sample is taken as 120mm, and diameter is taken as 300mm；Bore diameter is taken as 40mm；Cement can be selected in injecting paste material
Mortar, resin etc., the present embodiment select cement mortar, the ratio of the water of cement mortar, sand, ash are as follows: mWater: mSand: mCement=0.45:
1:1, grouting pressure are taken as 1.0MPa；Reinforcing bar, glass fiber-reinforced polymer, basalt fiber tendons etc., this reality can be selected in the material of muscle body 102
It applies example and selects deformed bar, diameter is taken as 16mm, and length is taken as 150mm, attacks the external screw thread of 30mm at one end.
The production of soil/rock base and installation, undisturbed soil is cut by design size, is polished, cut, polish after be formed by
The smooth-sided compression candles of sun-dried mud brick 101, top and bottom are smooth, next successively install silica gel pad 501, with holes in the top and bottom of sun-dried mud brick 101
Steel disc 502, permeable stone 503 and backing plate 504, then in the outer surface of sample by the spacing set upper three of a quarter specimen height
A radial deformation meter 405；Lower cover plate 601, sleeve 602, lateral pressure capsule 603, cover plate 604, top plug are finally successively installed
506, bottom plug 505, backing plate 607, pressure on top surface capsule 608, upper cover plate 609, and with the second bolt 610 and the second nut 611 by sun-dried mud brick
It 101 and is fixed with upper-part, after being installed, sleeve 602 is not contacted with cover plate 604.
Apply simulated formation pressure, start pressurizing device 613, adjusting the first pressure regulator valve 615 makes the pressure in lateral pressure capsule 603
Power is stablized in 270kPa, and adjusting the second pressure regulator valve 617 stablizes the pressure in pressure on top surface capsule 608 in 189kPa, and sun-dried mud brick 101 is in mould
Pseudo-reservoir pressure effect pushes recovery of contracing to initial stress state, as shown in Figure 3；
Drilling determines when the radial deformation for the sun-dried mud brick 101 that radial deformation meter 405 measures is less than 0.01mm in 2h
101 stabilization of sun-dried mud brick screws the first nut 606 to limit the vertical deformation of sun-dried mud brick 101, and sample is in plane strain shape at this time
State, it is ensured that be consistent with the stress state of anchor pole in Practical Project, then successively remove backing plate 607, pressure on top surface capsule 608, upper cover
Plate 609, bottom plug 505 and top plug 506, recycle drilling tool 901 at the center of sun-dried mud brick 101 by 40mm design bore diameter into
The vertical drilling of row, the deviation proportion of drilling axis are no more than the 2% of specimen height；
After the completion of drilling, grouting plug 802 is fixed on lower cover plate 601 for joint bar and slip casing by pressure, then by muscle body 102
Be placed in the centring hole of grouting plug 802 vertically, starting slip casing by pressure mechanism 801 by the cement mortar prepared 10kPa pressure
Then bet fully-jewelled hole smears moderate lubrication agent in 102 male end of muscle body and installs stop grouting plug 804, to prevent water cement mortar
At exposed and infiltration 102 external screw thread of muscle body, finally apply the grouting pressure and stabilization of 1.0MPa using slip casing by pressure mechanism 801
45min guarantees that the cement mortar initial set in drilling forms anchoring body 103；
Sample conserves, and after the slurries initial set in drilling, removes grouting plug 802 and stop grouting plug 804, sample, sample are fixed
Device and strata pressure simulator are integrally placed into hermetic bag, to carry out sample the sealed maintenance of 28d by a definite date, make to anchor
Body 103 reaches some strength, and ensures that the moisture content of sample is constant.
Adhesive property test, after the completion of sample maintenance, using third bolt 512 and third nut 513 by sample, sample
Fixed device and strata pressure simulator are fixed with 510 phase of support beam, then by sample and load transfer device, counterforce device and
Measuring equipment be connected, by controller 404 control stepper motor 201 make lifting pedestal 202 with the speed of 0.5mm/min at the uniform velocity under
Drop, and then successively drive lifting screw 203, support beam 510, strata pressure simulator, sample fixing device and soil/rock base
101 declines, and anchoring body 103 is connected by load transfer device with counterforce device, therefore there is no displacement, then anchoring body 103 is pulled out,
When extraction displacement reaches the 20% of 103 length of anchoring body, termination test.
Data processing and inversion determines anchoring body 103 and 101 shear stress on interface τ of soil/rock base using following formula:
In formula: F is pulling capacity, and d is 101 diameter of anchoring body, and h is specimen height, and l is that anchoring body 101 extracts displacement；
Determine that anchoring body 103 is cut with soil/101 interface of rock base maximum shear stress with remnants according to shear stress-relative displacement curve
Stress.
Claims (10)
1. the test method that a kind of simulation ground pressure acts on lower ground and anchoring body adhesive property, which is characterized in that including following steps
It is rapid:
Step 1: soil/rock base makes and fixes: being cut, polished to original state Rock And Soil by design size, then manufactured
Soil/rock base (101) top and bottom are successively installed by silica gel pad (501), steel disc with holes (502), permeable stone (503) and backing plate
(504), then radial deformation meter (405) is covered in soil/rock base (101) outer surface, then successively install lower cover plate (601),
Sleeve (602), lateral pressure capsule (603), cover plate (604), top plug (506), bottom plug (505), backing plate (607), pressure on top surface capsule
(608), upper cover plate (609) finally complete to fix using the second bolt (610) and the second nut (611)；
Step 2: applying simulated formation pressure: starting pressurizing device (613), adjusting the first pressure regulator valve (615) makes lateral pressure capsule
(603) pressure in stablizes the radial pressure σ in settingr, adjusting the second pressure regulator valve (617) makes the pressure in pressure on top surface capsule (608)
Power stablizes the axial compressive force σ in settingz, monitored using the fibre optical sensor (405c) of the outer surface arc cuff (405a) when pressurization
Soil/rock base (101) radial deformation；
Step 3: drilling: after the soil/rock base (101) stabilization, connecting lower cover plate (601) using the first bolt (605)
With cover plate (604), and screw the first nut (606) keep the vertical deformation of soil/rock base (101), then successively remove backing plate
(607), pressure on top surface capsule (608), upper cover plate (609), bottom plug (505) and top plug (506), finally using drilling tool (901) soil/
It is vertically drilled at the center of rock base (101) by design bore diameter, the deviation proportion of drilling axis is no more than specimen height
2%；
Step 4: joint bar and slip casing by pressure: grouting plug (802) is fixed on lower cover plate (601), it is then that muscle body (102) are perpendicular
It is directly placed in the centring hole of grouting plug (802), slurries are being filled drilling by starting slip casing by pressure mechanism (801), install stop grouting plug
(804), finally apply the grouting pressure of design using slip casing by pressure mechanism (801)；
Step 5: sample conserves: after the slurries initial set in drilling forms anchoring body (103), removing grouting plug (802) and stop grouting plug
(804), the sample fixing device between sample and lower cover plate (601) and cover plate (604) is then placed into hermetic bag together
In to be sealed maintenance to anchoring body (103)；
Step 6: adhesive property is tested: after the completion of anchoring body (103) maintenance, utilizing third bolt (512) and third nut
(513) lower cover plate (601) and support beam (510) are mutually fixed, then by anchoring body (103) and load transfer device, counterforce device with
And measuring equipment is connected, and makes lifting pedestal (202) uniform descent, Jin Eryi by controller (404) control stepper motor (201)
Secondary drive lifting screw (203), support beam (510), strata pressure simulator, sample fixing device and soil/rock base (101)
Decline, and anchoring body (103) is connected by load transfer device with counterforce device, therefore there is no displacement, then anchoring body (103) is pulled out
Out, when extraction displacement reaches the 20% of anchoring body (103) length, termination test obtains test result.
2. simulation ground according to claim 1 pressure acts on the test method of lower ground and anchoring body adhesive property, feature
It is, the simulated formation pressure: radial pressure σrAnd axial compressive force σzCalculation method it is as follows:
In formula: k is pressure coefficient, pzFor the additional stress of anchor pole infinitesimal position caused by overlying burden, pczFor anchor pole
The stratum gravity stress of infinitesimal position.
3. simulation ground according to claim 1 pressure acts on the test method of lower ground and anchoring body adhesive property, feature
It is, the test result is anchoring body (103) and soil/rock base (101) shear stress on interface τ, and τ is calculate by the following formula to obtain:
In formula: F is pulling capacity, and d is anchoring body (101) diameter, and h is soil/rock base (101) height, and l is anchoring body (103) extraction
Displacement.
4. the test macro that a kind of simulation ground pressure acts on lower ground and anchoring body adhesive property, comprising: measuring equipment, sample are fixed
Device, strata pressure simulator and pressure grouting device for overall, which is characterized in that the sample fixing device includes lower cover plate
(601) and cover plate (604)；Soil/rock base (101), soil/rock base are installed between the lower cover plate (601) and cover plate (604)
(101) upper and lower surface is respectively mounted by silica gel pad (501), and steel disc (502) with holes, steel with holes are installed in silica gel pad (501) outside
It is equipped with permeable stone (503) on the outside of piece (502), backing plate (504) is installed on the outside of permeable stone (503)；The cover plate (604) and
Top plug (506) and bottom plug (505) are separately installed in the middle part of lower cover plate (601), top plug (506) and bottom plug (505) both pass through silica gel
Gasket (501), steel disc with holes (502), permeable stone (503) and backing plate (504) resist soil/rock base (101), and top plug (506) is placed in
It is flushed in upper plenum (509) at the top of soil/rock base (101) and with cover plate (604) top surface, bottom plug (505) is fixed on soil/rock base
(101) it is flushed in the lower cavity (508) of bottom and with soil/rock base (101) bottom surface；The lower cover plate (601) and cover plate (604)
On across having the first bolt (605), the first bolt (605) is connected with the first nut (606)；Peace above the cover plate (604)
Equipped with backing plate (607) and pressure on top surface capsule (608), upper cover plate (609) are stamped at the top of pressure on top surface capsule (608)；The soil/rock base
(101) periphery is equipped with lateral pressure capsule (603), and lateral pressure capsule (603) is wrapped with sleeve (602)；In the upper cover plate (609)
The perforation passed through for pressure on top surface capsule (608) conduit is set at the heart；Cover plate (604) side is equipped with for fibre optical sensor
The outlet hole (612) that (405c) passes through；The upper cover plate (609) is fixedly connected with lower cover plate (601)；The strata pressure simulation
Device includes pressurizing device (613), pressurizing device (613), the first pressure regulator valve (615), first pressure gauge (616) and lateral pressure
Capsule (603) is sequentially connected, pressurizing device (613), valve (614), the second pressure regulator valve (617), second pressure gauge (618) and top
Pressure bladder (608) is sequentially connected；The measuring equipment includes displacement meter (402), force snesor (403) and soil/rock base (101) side
The radial deformation meter (405) of face installation, displacement meter (402) are fixed on displacement meter fixture (401)；The radial deformation is surveyed
Meter (405) includes two or more arc cuffs (405a), is mutually glued between arc cuff (405a) by sensitive piece (405b)
It connects and to form annular and be set in soil/rock base (101) outer surface, sensitive piece (405b) is connected with fibre optical sensor (405c)；It is described
Pressure grouting device for overall includes slip casing by pressure mechanism (801), and slip casing by pressure mechanism (801) is connected to grouting plug (802), cooperates grouting plug
(802) stop grouting plug (804) are installed；One end of the grouting plug (802) and stop grouting plug (804) is no tip circle cone cell and can be with
It is separately fixed on lower cover plate (601) and cover plate (604)；The lower cover plate (601) passes through third bolt (512) and third spiral shell
Female (513) are connected with support beam (510)；Exhaust valve (511) are arranged in support beam (510) bottom.
5. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the silica gel pad (501), steel disc with holes (502), permeable stone (503) and backing plate (504) outer diameter with soil/rock base
(101) diameter is identical, and internal diameter is all larger than the diameter of anchoring body (103).
6. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the lateral pressure capsule (603) is annular, and pressure on top surface capsule (608) is circle, lateral pressure capsule (603) internal diameter, pressure on top surface capsule
(608) outer diameter and specimen finish are identical, and the material of lateral pressure capsule (603) and pressure on top surface capsule (608) is rubber or silica gel.
7. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the silica gel pad (501) with a thickness of 0.1~0.5mm, from cutting off radially in the periphery, and silica gel pad (501) with
Lubricant is coated among steel disc (502) with holes.
8. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the arc cuff (405a) is material of the elasticity modulus between 1MPa~100MPa, the section arc cuff (405a)
Shape is rectangle, and internal diameter d under natural conditions meets following formula:
In formula, d1For soil/rock base (101) diameter, d2For bore diameter,When being compressed for soil/rock base (101)
The radial deformation of generation,For the radial deformation generated when soil/rock base (101) drilling, σrFor radial pressure
Power, k are pressure coefficient, EsFor soil/rock base (101) elasticity modulus, μsFor soil/rock base (101) Poisson's ratio.
9. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the sensitivity piece (405c) selects material of the elasticity modulus between 40GPa~100GPa, and section is rectangle, length
For 2~4cm, thickness and height meet following formula:
In formula, E1For the elasticity modulus of arc cuff (405a), δ1For the thickness of arc cuff (405a), h1For arc cuff
The cross-sectional width of (405a), δ2For the thickness of sensitive piece (405b), h2For the height of sensitive piece (405b), E2For sensitive piece
The elasticity modulus of (405b), εultFor the strain measurement limit of fibre optical sensor (405c).
10. simulation ground according to claim 4 pressure acts on the test macro of lower ground and anchoring body adhesive property, feature
Be: the diameter of the grouting plug (802) is less than backing plate (504) internal diameter, be equipped at end face center greater than muscle body (102) diameter and
Depth is the centring hole of 2~4mm.
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