CN105547841B - Confined pressure controllable rock side friction test device and its method - Google Patents
Confined pressure controllable rock side friction test device and its method Download PDFInfo
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- CN105547841B CN105547841B CN201510918566.7A CN201510918566A CN105547841B CN 105547841 B CN105547841 B CN 105547841B CN 201510918566 A CN201510918566 A CN 201510918566A CN 105547841 B CN105547841 B CN 105547841B
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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
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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Abstract
The invention discloses a kind of confined pressure controllable rock side friction test device and its method, it is related to rock mass mechanics embedded rock pile technology.The present apparatus is：Lower cover, balancing gate pit and upper cover plate are sequentially connected composition external structure from bottom to top；Base, gasket ring, rock sample and guide pipe are sequentially connected composition internal structure from bottom to top, are integral internals nesting with latex film；At rock sample center, the rock sample circular hole run through is vertically arranged with, isometric threaded rod is provided with rock sample circular hole, space is left between threaded rod and the inwall of rock sample circular hole, the cement mortar of high fluidity is poured in space；Guide rod is vertically connected with through guide pipe and threaded rod.The present apparatus can simulate the destruction characteristic of embedded rock pile and rock interface, with confined pressure condition of the hydraulic pressure effect simulation stake in actual rock stratum in balancing gate pit, obtain rule of the axle power with Model Pile change in displacement, calculate the side friction of rock, and standard is unified, repeatedly industry can be achieved to replicate, tested suitable for the side friction of each rocks.
Description
Technical field
The present invention relates to rock mass mechanics embedded rock pile technology, more particularly to the rock side friction test dress that a kind of confined pressure is controllable
Put and its method.
Background technology
Embedded rock pile is widely used in the pile foundation engineering of factory, bridge, harbour and skyscraper etc. due to its high bearing capacity
In.At present, unanimously think that the bearing capacity contribution of the rock Lateral Friction on Pile of embedding petrosa point is very big both at home and abroad.In Different Strata
The rock side friction of depth has difference, and this is due to that rock is different in the crustal stress of different depth, it is therefore desirable to exactly
The rock side friction under specified ground environment is tried to achieve, is reacted in model test, as rock sample is applied and met practically
The confined pressure of stress.Conventional method is to obtain the side of rock by live test pile, indoor concrete and rock interface shearing test
Frictional resistance.Two kinds of test methods respectively have an excellent disadvantage, and live test pile more can truly react the bearing capacity of live stake, but test pile into
This height, variable factor is more during experiment, is suitable for stake of taking out a small amount of in engineering and examines.Indoor concrete and rock interface shearing
Experiment, the shearing strength for obtaining rock-concrete interface can be calculated according to result of the test, to simulate embedded rock pile in the broken of interface
Bad pattern.But because of the reason for fixture failure mechanics can be caused irregular in testing so that breaking section area is difficult to calculate.Simultaneously
Failure mechanics can be present in the medium that shearing strength is weak in rock-concrete interface, concrete, rock three, make result of the test
It is difficult to reach expected imagination.
The content of the invention
The purpose of the present invention is exactly the shortcomings that overcoming live test pile cost height and big variable factor, to avoid because fixture and people
For improper failure mechanics caused by reason, there is provided a kind of confined pressure controllable rock side friction test device and its method, can be with
Above-mentioned error is avoided, accurately tries to achieve side friction of the rock in the case where specifying confined pressure.
The object of the present invention is achieved like this：
First, the controllable rock side friction test device (abbreviation device) of confined pressure
The present apparatus include guide rod, guide pipe, upper cover plate, exhaust cap, nut, screw rod, lower cover, draining valve, water injection valve,
Balancing gate pit, base, gasket ring threaded rod, cement mortar, rock sample, latex film and rubber band；
Pilot hole, pilot hole sealing ring, steam vent, perforation and upper cover plate sealing ring are provided with upper cover plate；
Screwed hole, osculum, water injection hole, lower cover sealing ring and base sealing ring are provided with lower cover；
Its position and annexation are：
By nut and screw rod, lower cover, balancing gate pit and upper cover plate are sequentially connected composition external structure from bottom to top；
Lower cover, base, gasket ring, rock sample and guide pipe are sequentially connected composition internal structure from bottom to top, embedding with latex film
Set is integral；
Guide pipe and pilot hole contact position are provided with pilot hole sealing ring, are provided with balancing gate pit and upper cover plate contact position
Upper cover plate sealing ring, balancing gate pit and lower cover contact position are provided with lower cover sealing ring, set in base and lower cover contact position
Base sealing ring is equipped with, realizes encapsulation process；
At rock sample center, the rock sample circular hole run through is vertically arranged with, isometric threaded rod is provided with rock sample circular hole,
Space is left between the inwall of threaded rod and rock sample circular hole, the cement mortar of high fluidity is poured in space；
Guide rod is vertically connected with through guide pipe and threaded rod.
2nd, the controllable rock side friction method of testing (abbreviation method) of confined pressure
This method comprises the following steps：
1. sample preparation
At rock sample center, the rock sample circular hole run through is drilled through along longitudinal direction, isometric threaded rod is placed centrally in rock sample circular hole,
Certain space is left between the inwall of threaded rod and rock sample circular hole, space is poured using the cement mortar of high fluidity, in cement
Slurry condensation hardens to the laggard luggage sample of specified intensity；
2. setting-out
Level desktop on, by it is lower and on successively lower cover, base, gasket ring assembling fix；Base screws in lower cover
In, and pedestal for placed sealing ring, gasket ring are overlayed on base；Rock sample is overlayed on gasket ring, is placed and is oriented in rock sample top pair
Pipe makes the endoporus of guide pipe be directed at threaded rod；Pipe, rock sample, gasket ring and base are directed to using latex film to nest together, under
Portion's rubber band is by latex film and base banding, and top rubber band is by latex film with being oriented to bottom of the tube annulus banding；
3. assemble
After the completion of setting-out, lower cover sealing ring is placed in lower cover groove, thereon placement force room；Guide pipe is passed through and led
Xiang Kong, upper cover plate is pressed in balancing gate pit, and upper cover plate sealing ring is placed in balancing gate pit and upper cover plate contact position；Covered in adjustment
Plate so that the perforation in upper cover plate is corresponding with the screwed hole in the vertical direction in lower cover；Screw rod passes through perforation precession lower cover
Screwed hole in plate, the screw-in speed of equally distributed four screw rods is adjusted, make the upper cover plate keep level after fixing, be directed to
In bar insertion guide pipe；
4. test
Device is placed in geotechnical centrifuge model loading system, opens exhaust cap, water injection valve and draining valve, by water injection hole with
Pressure volume sensor is connected, and osculum is connected with recycling bin；By pressure volume sensor settings target confined pressure, water is from water filling
Hole enters balancing gate pit, after water is full of balancing gate pit, exhaust cap is screwed in steam vent, pressure volume sensor automatically adjusts water filling
Amount, makes rock sample be in target confined pressure；
Device is further applied load by geotechnical centrifuge model loading system, axle power is acted on threaded rod by guide rod
On, utilize the load-displacement sensor gathered data of loading system.
5. reclaim
After off-test, it is zero to set pressure volume sensor target value, opens exhaust cap, then opens draining valve, is closed
Pressure volume sensor and water injection valve are closed, the water in balancing gate pit is flowed out under Gravitative Loads from osculum；After drained water, instead
To rotary screw, upper cover plate is opened, takes out rock sample, wipe-drying device part simultaneously collects playback.
The present invention has following advantages and good effect：
1. the confined pressure being subject to using hydraulic analogue in actual formation, confined pressure is uniform and easily regulates and controls；
2. pouring threaded rod in rock sample perforate to be solid, cement mortar is threaded rod-cement pattern stake of protective layer, model
Stake rigidity is big, and deformation is small；
3. cement and threaded engagement are close in threaded rod-cement pattern stake, avoid bar and come off in cement；
4. guide pipe sets twice pilot hole sealing ring with pilot hole contact position, it is oriented to bottom of the tube annulus and is bonded with latex film
Closely so that completely cut off inside guide pipe with water, the guide rod being placed in one can avoid contacting with water；
5. rule of the axle power with Model Pile change in displacement can be obtained, side friction is calculated；
6. detachable, conveniently stripped rear secondary use.
In a word, the present apparatus can simulate the destruction characteristic of embedded rock pile and rock interface, and mould is acted on hydraulic pressure in balancing gate pit
Intend confined pressure condition of the stake in actual rock stratum, obtain rule of the axle power with Model Pile change in displacement, calculate the side frictional resistance of rock
Power, and standard is unified, and repeatedly industry can be achieved and replicate, tested suitable for the side friction of each rocks.
Brief description of the drawings
Fig. 1 is the schematic diagram of the present apparatus；
Fig. 2 is present apparatus upper cover plate top view and cutting line schematic diagram；
Fig. 3 is the M-M vertical section schematic diagrams of the present apparatus；
Fig. 4 is that the present apparatus carries out experiment schematic diagram in geotechnological three axle loading systems；
Fig. 5 is present apparatus part schematic diagram.
In figure：
1-guide rod；
2-guide pipe；
3-upper cover plate,
3-1-pilot hole, 3-2-pilot hole sealing ring, 3-3-steam vent,
3-4-perforation, 3-5-upper cover plate sealing ring；
4-exhaust cap；
5-nut；
6-screw rod；
7-lower cover,
7-1-screwed hole, 7-2-osculum, 7-3-water injection hole,
7-4-lower cover sealing ring, 7-5-base sealing ring；
8-draining valve；
9-water injection valve；
10-balancing gate pit；
11-base；
12-gasket ring；
13-threaded rod；
14-cement mortar；
15-rock sample, 15-1-rock sample circular hole；
16-latex film；
17-rubber band；
A-pressure volume sensor, B-load-displacement sensor.
Embodiment
Describe in detail with reference to the accompanying drawings and examples：
First, device
1st, it is overall
Such as Fig. 1,2,3, the present apparatus includes guide rod 1, guide pipe 2, upper cover plate 3, exhaust cap 4, nut 5, screw rod 6, lower cover
Plate 7, draining valve 8, water injection valve 9, balancing gate pit 10, base 11, gasket ring 12, threaded rod 13, cement mortar 14, rock sample 15, latex film 16
With rubber band 17；
Pilot hole 3-1, pilot hole sealing ring 3-2, steam vent 3-3, perforation 3-4 and upper cover plate are provided with upper cover plate 3
Sealing ring 3-5；
Screwed hole 7-1, osculum 7-2, water injection hole 7-3, lower cover sealing ring 7-4 and base are provided with lower cover 7
Sealing ring 7-5；
Its position and annexation are：
By nut 5 and screw rod 6, lower cover 7, balancing gate pit 10 and upper cover plate 3 are sequentially connected the outside knot of composition from bottom to top
Structure；
Base 11, gasket ring 12, rock sample 15, guide pipe 2, are sequentially connected composition internal structure from bottom to top, with latex film 16
Internals nesting is integral；
Guide pipe 2 and pilot hole 3-1 contact positions are provided with pilot hole sealing ring 3-2, connect in balancing gate pit 10 and upper cover plate 3
Synapsis is provided with upper cover plate sealing ring 3-5, balancing gate pit 10 and the contact position of lower cover 7 is provided with lower cover sealing ring 7-4, the bottom of at
Seat 11 and the contact position of lower cover 7 are provided with base sealing ring 7-5, realize encapsulation process；
At the center of rock sample 15, the rock sample circular hole 15-1 run through is vertically arranged with, is provided with rock sample circular hole 15-1
Space is left between long threaded rod 13, threaded rod 13 and rock sample circular hole 15-1 inwall, high fluidity has been poured in space
Cement mortar 14；
Guide rod 1 is vertically connected with through guide pipe 2 and threaded rod 13.
2nd, functional part
01) guide rod 1
Guide rod 1 is a kind of stainless steel rounding bar, and bottom section diameter reduces, and end is hemispherical ends.
Its function is：Apply xial feed to threaded rod 13, stiffness by itself is big, should diminish.
02) guide pipe 2
Guide pipe 2 is to pass through cylinders consistent and that external diameter is different a kind of being divided into upper and lower two for stainless steel：
Internal diameter is adapted to guide rod 1 to pass through；
Upper outside diameter of cylinder is smaller, is adapted to pilot hole 3-1 internal diameter size；
Lower outside diameter of cylinder is larger, is adapted to the diameter of rock sample 15；The height of lower cylinder is adapted to the colligation latex film 16 of rubber band 17.
03) upper cover plate 3
Upper cover plate 3 is aluminum plectane, and electroplating processes, wear-resisting, light and anti-corrosion are done in surface；
Dome seat and its pilot hole 3-1 are provided centrally with upper cover plate 3, it is close to be provided with pilot hole in pilot hole 3-1
Seal 3-2；Steam vent 3-3 is provided with upper cover plate 3；4 perforation 3-4 are evenly arranged with the outer shroud of upper cover plate 3；In upper cover plate
3 bottom surface setting is fluted, and upper cover plate sealing ring 3-5 is built-in with groove.
* pilot hole 3-1
Pilot hole 3-1 is located at the center of upper cover plate 3, ensures that guide rod 1 passes vertically through upper cover plate 3.
* pilot hole sealing ring 3-2
Pilot hole sealing ring 3-2 is located in pilot hole 3-1, the water in seal pressure room, prevents excessive.
* steam vent 3-3
Steam vent 3-3 is located in upper cover plate 3, when water filling in balancing gate pit, opens steam vent 3-3, moves the water to flow into balancing gate pit
It is interior；After filling water in balancing gate pit, exhaust cap 4 is screwed in into steam vent 3-3, is allowed to be closed；After experiment, steam vent is opened
3-3 facilitates draining.
* perforate 3-4
Perforation 3-4 is located in upper cover plate 3, four altogether, and screw rod 6 can screw in lower cover screwed hole 7-1 through perforation 3-4
It is interior, fix device.
* upper cover plate sealing ring 3-5
Upper cover plate sealing ring 3-5 is located in the groove that upper cover plate 3 contacts with balancing gate pit 10, rubber quality, is pressed for sealing
Water in power room, prevent excessive.
04) exhaust cap 4
Exhaust cap 4 is steel, for closing and opening steam vent 3-3.
05) nut 5
Nut 5 is steel, for screwing in and screwing out screwed hole 7-1 by screw rod 6.
06) screw rod 6
Screw rod 6 has 4 altogether, for fixing device.
07) lower cover 7
Lower cover 7 is aluminum plectane, and electroplating processes, wear-resisting, light and anti-corrosion are done in surface；
Be provided centrally with base sealing ring 7-5 in lower cover 7, be provided with the middle ring of lower cover 7 osculum 7-2 and
Water injection hole 7-3,4 screwed hole 7-1 and groove are evenly arranged with the outer shroud of lower cover 7, lower cover sealing is built-in with groove
Enclose 7-4.
* screwed hole 7-1
Screwed hole 7-1 sets 4, corresponding with perforation 3-4 in the vertical directions, can screw in screw rod 6, reach fixing device
Purpose.
* osculum 7-2
Osculum 7-2 is located inside lower cover 7, flows out the internal water of balancing gate pit 10 by osculum 7-2, in osculum 7-
2 externally ported place is provided with osculum water check valve 8.
* water injection hole 7-3
Water injection hole 7-3 is located inside lower cover 7, makes the water of outside can be injected by water injection hole 7-3 in balancing gate pit 10, is noting
Water injection hole water check valve 9 is provided with water hole 7-3 external inlet.
* lower cover sealing ring 7-4
Lower cover sealing ring 7-4 is located in lower cover 7 and the groove of the contact position of balancing gate pit 10, rubber quality, for sealing
Water in balancing gate pit, prevent excessive.
* base sealing ring 7-5
Base sealing ring 7-5 is located at base 11 and the contact position of lower cover 7, rubber quality, in seal pressure room 10
Water, prevent from overflowing into the screw thread of base 11.
08) osculum water check valve 8
Osculum water check valve 8 is located at osculum 7-2 externally ported place, and snap joint is provided with osculum water check valve 8,
Conveniently into and out plastic drain-pipe.
09) water injection hole water check valve 9
Water injection hole water check valve 9 is located at water injection hole 7-3 external inlet, and snap joint is provided with water injection hole water check valve 9,
Conveniently into and out plastic water injection pipe.
10) balancing gate pit 10
Balancing gate pit 10 is resin cylinder, and wall thickness of cylinder is determined by maximum confined pressure, the bottom surface groove of external diameter and upper cover plate 3 and
The diameter of the upper bottom surface groove of lower cover 7 is consistent.
11) base 11
Base 11 is made up of upper and lower two cylinders, external diameter and the diameter of rock sample 15 and the lower circle of guide pipe 2 of upper cylinder
Cylinder external diameter is consistent；
Lower cylinder is provided with external screw thread, can screw in lower cover 7.
12) gasket ring 12
Gasket ring 12 is stainless steel rounding ring, and external diameter is identical with rock sample 15, and internal diameter is more than the center hole diameter of rock sample 15, height
For 15 millimeters.
13) threaded rod 13
Threaded rod 13 is stainless steel, and length is isometric with rock sample, and threaded rod is cast in into rock between two parties using cement mortar 14
In sample 15.
14) cement mortar 14
Cement mortar 14 has high fluidity, the high epistasis of rapid-curing cutback；
Cement mortar 14 can be sufficient filling with the space between threaded rod 13 and the hole wall of rock sample 15.
15) rock sample 15
Rock sample 15 is cylindrical specimens, and the height of sample and the ratio of diameter are between 1 to 1.5, and diameter is not less than 60 millis
Rice, the elongated drilling between two parties of the center of rock sample 15 --- rock sample circular hole 15-1, rock sample circular hole 15-1 20 to 25 millimeters of diameter, utilize water
Threaded rod 13 is cast in the rock sample circular hole 15-1 of rock sample 15 by mud 14 between two parties.
16) latex film 16
Latex film 16 is latex material, and internal diameter is the diameter of rock sample 15, and thickness is 2 millimeters；
Latex film is directed to the bottom of pipe 2, sample 15, gasket ring 12, base 11 are nested together, and justified in the bottom of guide pipe 2
Banding rubber band 17 at ring, the stirrup rubber band 17 at base 11, makes latex film 16 be bonded and more step up with guide pipe 2 and base 11
It is close, prevent that water is excessive in balancing gate pit 10.
17) rubber band 17
Rubber band 17 is used for the banding of latex film 16 at the bottom annulus of guide pipe 2 and base 11, prevents in balancing gate pit 10
Water is excessive.
3rd, the working mechanism of the present apparatus
The main function components of the present apparatus are steelwork, detachably.External structure by lower cover 7, balancing gate pit 10 and on
Cover plate 3 is sequentially connected composition from bottom to top, is fixed by four screw rods 6；Base 11, gasket ring 12, rock sample 15 and guide pipe 2 from lower and
On be sequentially connected composition internal structure, internals nesting is integral with latex film 16.
In the making of rock sample 15, at the center of rock sample 15, the rock sample circular hole 15-1 run through is drilled with along longitudinal direction, in rock sample circular hole
Isometric threaded rod is provided with 15-1, space is left between threaded rod and rock sample circular hole 15-1 inwall, is poured in space
There is the cement mortar 14 of high fluidity.After the condensation hardening of cement mortar 14 reaches specified intensity, enter luggage sample in sequence；Will be whole
Device is placed on to be loaded in geotechnical centrifuge model system, with confined pressure of the hydraulic pressure effect simulation stake in actual rock stratum in balancing gate pit
Condition, rule of the axle power with Model Pile change in displacement is obtained during axially loaded, calculate the side friction of rock.
Claims (2)
- A kind of 1. controllable rock side friction test device of confined pressure, it is characterised in that：Including guide rod (1), guide pipe (2), upper cover plate (3), exhaust cap (4), nut (5), screw rod (6), lower cover (7), row Water valve (8), water injection valve (9), balancing gate pit (10), base (11), gasket ring (12), threaded rod (13), cement mortar (14), rock sample (15), latex film (16) and rubber band (17)；Be provided with upper cover plate (3) pilot hole (3-1), pilot hole sealing ring (3-2), steam vent (3-3), perforation (3-4) and Upper cover plate sealing ring (3-5)；Screwed hole (7-1), osculum (7-2), water injection hole (7-3), lower cover sealing ring (7-4) are provided with lower cover (7) With base sealing ring (7-5)；Its position and annexation are：By nut (5) and screw rod (6), lower cover (7), balancing gate pit (10) and upper cover plate (3) are sequentially connected composition from bottom to top External structure；Base (11), gasket ring (12), rock sample (15) and guide pipe (2) are sequentially connected composition internal structure from bottom to top, use latex Internals nesting is integral by film (16)；Guide pipe (2) and pilot hole (3-1) contact position are provided with pilot hole sealing ring (3-2), in balancing gate pit (10) and upper lid Plate (3) contact position is provided with upper cover plate sealing ring (3-5), and balancing gate pit (10) and lower cover (7) contact position are provided with lower cover Sealing ring (7-4), base (11) and lower cover (7) contact position are provided with base sealing ring (7-5), realize encapsulation process；At rock sample (15) center, the rock sample circular hole (15-1) run through is vertically arranged with, is provided with rock sample circular hole (15-1) Space is left between the inwall of isometric threaded rod (13), threaded rod (13) and rock sample circular hole (15-1), has been poured in space The cement mortar (14) of high fluidity；Guide rod (1) is vertically connected with through guide pipe (2) and threaded rod (13).
- 2. the test method based on the controllable rock side friction test device of confined pressure described in claim 1, it is characterised in that bag Include the following steps：1. sample preparationAt rock sample (15) center, the rock sample circular hole (15-1) run through is drilled through along longitudinal direction, is placed centrally in rock sample circular hole (15-1) There is isometric threaded rod (13), leave certain space between threaded rod (13) and the inwall of rock sample circular hole (15-1), utilize height The cement mortar (14) of mobility pours space, is condensed in cement mortar (14) and hardens to the laggard luggage sample of specified intensity；2. setting-outLevel desktop on, by it is lower and on successively lower cover (7), base (11), gasket ring (12) assembling fix：Base (11) Screw in lower cover (7), and pedestal for placed sealing ring (7-5), gasket ring (12) are overlayed on base (11)；Rock sample (15) overlays On gasket ring (12), on rock sample (15) top, guide pipe (2) is placed in centering, the endoporus of guide pipe (2) is directed at threaded rod (13)；Profit Pipe (2), rock sample (15), gasket ring (12) and base (11) are directed to latex film (16) to nest together, in bottom rubber band (17) by latex film (16) and base banding, top is with rubber band (17) by latex film (16) and guide pipe (2) bottom annulus hoop Tightly；3. assembleAfter the completion of setting-out, lower cover sealing ring (7-4) is placed in lower cover (7) groove, thereon placement force room (10)；It is oriented to Pipe (2) passes through pilot hole (3-1), upper cover plate (3) is pressed in balancing gate pit (10), and connect in balancing gate pit (10) and upper cover plate (3) Synapsis places upper cover plate sealing ring (3-5)；Adjust upper cover plate (3) so that perforation (3-4) and lower cover (7) in upper cover plate (3) In screwed hole (7-1) in the vertical direction it is corresponding；Screw rod (6) passes through the screwed hole in perforation (3-4) precession lower cover (7) (7-1), the screw-in speed of equally distributed four screw rods is adjusted, make upper cover plate (3) keep level after fixing；It is directed to bar (1) insert in guide pipe (2)；4. testDevice is placed in geotechnical centrifuge model loading system, exhaust cap (4), water injection valve (9) and draining valve (8) is opened, will note Water hole (7-3) is connected with pressure volume sensor (A), and osculum (7-2) is connected with recycling bin；Pass through pressure volume sensor (A) sets target confined pressure, water enter in balancing gate pit (10) from water injection hole (7-3), after water is full of balancing gate pit (10), in steam vent Exhaust cap (4) is screwed in (3-3), pressure volume sensor (A) automatically adjusts water injection rate, rock sample (15) is in target confined pressure In；Device is further applied load by geotechnical centrifuge model loading system, axle power is acted on threaded rod by guide rod (1) (13) on, load-displacement sensor (B) gathered data of loading system is utilized；5. reclaimAfter off-test, it is zero to set pressure volume sensor (A) desired value, opens exhaust cap (4), then opens draining valve (8), closing presure volume sensor (A) and water injection valve (9), make the water in balancing gate pit under Gravitative Loads from osculum (7-2) Middle outflow；After drained water, reversely revolve screw rod (7), open upper cover plate (3), take out rock sample (15), wipe-drying device part and collect return Position.
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| CN201510918566.7A CN105547841B (en) | 2015-12-11 | 2015-12-11 | Confined pressure controllable rock side friction test device and its method |
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| CN201510918566.7A CN105547841B (en) | 2015-12-11 | 2015-12-11 | Confined pressure controllable rock side friction test device and its method |
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| CN105547841B true CN105547841B (en) | 2018-03-20 |
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| CN108844823B (en) * | 2018-06-20 | 2023-05-26 | 中交第二航务工程局有限公司 | Device and method for measuring side friction resistance of soil layer at any depth |
| CN110387914A (en) * | 2019-08-15 | 2019-10-29 | 北京中岩大地科技股份有限公司 | A kind of test method of stiff composite pile bearing capacity circumferential direction test |
| CN111896395A (en) * | 2020-08-12 | 2020-11-06 | 大连理工大学 | Soil and structure interface interaction parameter measuring device and testing method |
| CN114002029A (en) * | 2021-10-14 | 2022-02-01 | 华中科技大学 | Device and method for preparing sample from sandy soil outside instrument |
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| US4554819A (en) * | 1983-09-28 | 1985-11-26 | Ali Muhammad A | Method of and apparatus for measuring in situ, the subsurface bearing strength, the skin friction, and other subsurface characteristics of the soil |
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| CN102478472A (en) * | 2010-11-30 | 2012-05-30 | 同济大学 | Test apparatus used for simulating influence of three-axis loading and unloading on engineering pile |
| CN103088850A (en) * | 2013-01-17 | 2013-05-08 | 东南大学 | Cycle friction sleeve barrel device for evaluating periodic load pile side friction |
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| CN104977201A (en) * | 2015-07-20 | 2015-10-14 | 中国科学院武汉岩土力学研究所 | Fixed side confining rock socketed pile testing device and method thereof |
| CN205175829U (en) * | 2015-12-11 | 2016-04-20 | 中国科学院武汉岩土力学研究所 | Controllable rock side friction resistance testing arrangement of confined pressure |
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2015
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4554819A (en) * | 1983-09-28 | 1985-11-26 | Ali Muhammad A | Method of and apparatus for measuring in situ, the subsurface bearing strength, the skin friction, and other subsurface characteristics of the soil |
| CN1600998A (en) * | 2003-09-26 | 2005-03-30 | 中国科学院武汉岩土力学研究所 | Model test equipment for unsaturated earth pile base |
| CN102478472A (en) * | 2010-11-30 | 2012-05-30 | 同济大学 | Test apparatus used for simulating influence of three-axis loading and unloading on engineering pile |
| CN103088850A (en) * | 2013-01-17 | 2013-05-08 | 东南大学 | Cycle friction sleeve barrel device for evaluating periodic load pile side friction |
| CN103953079A (en) * | 2014-05-20 | 2014-07-30 | 武汉大学 | Single pile bearing mechanical and physical model test device based on CT (computed tomography) scanning |
| CN104074210A (en) * | 2014-07-15 | 2014-10-01 | 中铁第一勘察设计院集团有限公司 | Pile foundation side friction indoor testing device and testing method thereof |
| CN104977201A (en) * | 2015-07-20 | 2015-10-14 | 中国科学院武汉岩土力学研究所 | Fixed side confining rock socketed pile testing device and method thereof |
| CN205175829U (en) * | 2015-12-11 | 2016-04-20 | 中国科学院武汉岩土力学研究所 | Controllable rock side friction resistance testing arrangement of confined pressure |
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