CN105507351B - The not draining load test device and its method of fixed lateral spacing embedded rock pile - Google Patents
The not draining load test device and its method of fixed lateral spacing embedded rock pile Download PDFInfo
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- CN105507351B CN105507351B CN201610037720.4A CN201610037720A CN105507351B CN 105507351 B CN105507351 B CN 105507351B CN 201610037720 A CN201610037720 A CN 201610037720A CN 105507351 B CN105507351 B CN 105507351B
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- pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
Abstract
The invention discloses a kind of not draining load test device of fixed lateral spacing embedded rock pile and its method, it is related to rock mass mechanics embedded rock pile technology.The present apparatus is：From bottom to top, lower cover, balancing gate pit and upper cover plate are sequentially connected composition agent structure；Rock sample is placed in balancing gate pit, and PVC U pipes are embedded in the drilling of rock sample, and Model Pile is inserted vertically into PVC U pipes by centre pilot pipe；Sealing nut precession grouting air-discharging hole, screw rod makes in the screwed hole of screw rod precession lower cover through perforation, stubborn threaded spindle cap nut；Grouting air-discharging hole joints cement slurry is turned on, after cement mortar condensation hardening reaches design strength, upper cover plate is opened, places the device in and saturation is vacuumized in water；Placed the device in after sample saturation and load test is carried out in loading system.The present invention can simulate end of the embedded rock pile in rock and hold characteristic, when obtaining the destruction of end, the rule of pore pressure and bearing capacity change.Device standard is unified, repeatedly industry can be achieved and replicates, it is adaptable to which all kinds of embedded rock piles pouring and testing.
Description
Technical field
The present invention relates to the not draining load examination of rock mass mechanics embedded rock pile technology, more particularly to a kind of fixed lateral spacing embedded rock pile
Experiment device and its method.
Background technology
Stake in stake end insertion rock mass is referred to as embedded rock pile, and the difference of embedded rock pile its characteristic in embedded different qualities rock mass is
As caused by the difference of rock mass characteristic.In order to simulate the stress and failure mode of embedded rock pile, domestic and international researcher carry out with
The load test and equal proportion indoor model test of a series of equidimension embedded rock piles.Equidimension embedded rock pile load test can be fine
Ground obtains bearing capacity of pile data, but cycle length, the uncertainty at scene of experiment are big.Therefore, can using indoor model test
To make up drawbacks described above.
At present, the model test apparatus on embedded rock pile is fairly simple and inadequate system and specification, it is considered to physical condition
Not enough fully, confined pressure condition during to saturation state in not draining failure mode and actual formation considers less.Mould indoors
In type experiment, use and drilled on the large rock mass of sampling mostly, equating bottom hole, pouring reinforcement is mixed borehole cleaning in hole later
The Model Pile of soil is coagulated, condensation reaches to be tested after design strength on forcing press.The result of the test that this method is obtained by
Human error influence is larger：Experiment sillar used is not of uniform size causes the influence of dimensional effect, pours and curing concrete
Technique difference is larger also to influence the intensity of Model Pile；The confined pressure that Model Pile is subject to simultaneously is only all rock mass structure effects of stake, is enclosed
Pressure effect is small, it is impossible to react Pericardial arrest of the embedded rock pile in certain depth.
In the disruptive load experiment of embedded rock pile, pore water pressure caused by the unexpected destruction at stake end and progressive failure
Dissipation mode it is different, the bearing capacity of pile tip caused by pore water pressure is raised can be caused different.Existing experiment fails to consider
Influence of the stake stomidium buckling to bearing capacity of pile tip.
The content of the invention
The purpose of the present invention, which is that, to be considered under und rained condition, influence of the pore pressure to bearing capacity of pile tip, while overcoming existing
There is human error of the embedded rock pile model test in sample preparation and stake processed and there is provided a kind of fixed lateral spacing embedded rock pile without lateral spacing problem
Not draining load test device and its method, can avoid above-mentioned error, end when effectively simulation embedded rock pile is destroyed in rock stratum
Hold characteristic.
The object of the present invention is achieved like this：
First, the not draining load test device of fixed lateral spacing embedded rock pile（Abbreviation device）
The present apparatus include Model Pile, upper cover plate, balancing gate pit, lower cover, upper sealing ring, lower seal, screw rod, PVC-U pipe,
Sealing nut, cement mortar and rock sample；
Sensor for pore water pressure is embedded in the bottom opening of Model Pile, the bottom of sensor for pore water pressure sets filtering copper plug, and pore pressure is passed
The lead of sensor is drawn from endoporus；
Centre pilot pipe, grouting air-discharging hole, perforation and sealing ring are provided with upper cover plate；
Screwed hole is provided with lower cover；
Its position and annexation are：
From bottom to top, lower cover, balancing gate pit and upper cover plate are sequentially connected composition agent structure；
Rock sample is placed in balancing gate pit, and PVC-U pipes are embedded in the drilling of rock sample, and Model Pile 1 is perpendicular by centre pilot pipe
Straight cutting enters in PVC-U pipes；
Sealing nut precession grouting air-discharging hole, screw rod makes the screw thread of screw rod precession lower cover through perforation, stubborn threaded spindle cap nut
In hole；
Grouting air-discharging hole joints cement slurry is turned on, after cement mortar condensation hardening reaches design strength, upper cover plate is opened, will
Device, which is placed in water, vacuumizes saturation.
2nd, the not draining load testing method of fixed lateral spacing embedded rock pile（Abbreviation method）
This method comprises the following steps：
1. assemble
Lower cover is placed into bottom, in placement force room thereon, bottom surface distinguishes build-in along circle ring center in balancing gate pit
Upper sealing ring and lower seal, prevent cement mortar excessive；
2. setting-out
By 20 millimeters of the hole in the top of the rock sample processed drill straight footpath placed in the middle, 50 millimeters of the bottom of hole bottom distance rock sample；
Rock sample is adjusted in balancing gate pit makes drilling placed in the middle, by 20 millimeters of external diameter, 1.35 millimeters of wall thickness and long 70 millimeters PVC-U pipe inlay burs
In hole, a circle plastic sheeting is wrapped up in along girth in PVC-U tube tops portion, is prevented in grout injection ostium；
3. fix
Model Pile is inserted in PVC-U pipes by the centre pilot pipe of upper cover plate, fixed cover plate makes screw rod pass through upper lid
The perforation of plate, stubborn nut makes screw rod screw in the screwed hole in lower cover；Using 4 standing screws make upper cover plate, lower cover and
Balancing gate pit reaches fixation；
4. slip casting
4 sealing nuts of upper cover plate are turned on, the high fluidity cement mortar being stirred is injected by grouting air-discharging hole and tried
Space between sample and pressure chamber interior walls, sealing nut is tightened after cement mortar filling is full；
5. saturation
After cement mortar condensation hardening reaches design strength, upper cover plate is opened, sample is placed in water and vacuumizes saturation；
6. load
After sample is fully saturated, whole experimental rig is placed on forcing press and loaded, is sensed by load-displacement
Device and pore pressure Acquisition Instrument real-time data collection.
The present invention has following advantages and good effect：
1. rock sample not of uniform size can be poured and build up uniform sizes, it is to avoid size differ bring experiment influence；
The sample poured using the present apparatus is unified standard：90 millimeters of diameter, high 120 millimeters of cylindrical specimens；
2. traditional armored concrete is replaced to pour Model Pile using the Model Pile of steel round bar, it is to avoid to pour Model Pile
Human error；
3. 4 grouting air-discharging holes of upper cover plate are alternately distributed with 4 perforation around cover plate central in 45 degree of angles, make injected hole
Place reserves more activity space, facilitates grouting operation；
4. fixed lateral spacing is provided with balancing gate pit and upper and lower cover plates, the confined pressure that simulation rock sample is subject in actual formation is made
With；
5. the rule that bearing capacity changes with pile end displacement can be obtained, bearing capacity of pile tip is calculated；
6. pore pressure change of an end in destruction can be obtained with real-time data collection with sensor for pore water pressure；
7. it is detachable, it is conveniently stripped rear secondary to use.
In a word, confined pressure condition of the present apparatus with the effect simulation embedded rock pile of fixed lateral spacing in actual rock stratum, can be with mould
Intend end of the embedded rock pile in rock and hold characteristic, when obtaining an end destruction, the rule of pore pressure and bearing capacity change.Device standard is united
One, repeatedly industry can be achieved and replicates, it is adaptable to which all kinds of embedded rock piles pouring and test.
Brief description of the drawings
Fig. 1 is the structural representation of the present apparatus；
Fig. 2 is present apparatus upper cover plate top view and cutting line schematic diagram；
Fig. 3 is the vertical section schematic diagram radially along perforated base line A-A；
Fig. 4 is the vertical section schematic diagram radially along grouting air-discharging centerline hole B-B；
Fig. 5 is the loading schematic diagram of device.
In figure：
1-Model Pile,
1-1-sensor for pore water pressure, 1-2-filtering copper plug, 1-3-endoporus, 1-4-lead；
2-upper cover plate,
2-1-centre pilot pipe, 2-2-grouting air-discharging hole, 2-3-perforation, 2-4 sealing rings；
3-balancing gate pit；
4-lower cover,
4-1-screwed hole；
5-go up sealing ring；
6-lower seal；
7-screw rod,
7-1-nut；
8-PVC-U is managed；
9-sealing nut；
10-cement mortar；
11-rock sample；
M-load-displacement sensor；
N-pore pressure Acquisition Instrument.
Embodiment
The present apparatus is described in detail with reference to the accompanying drawings and examples：
1st, it is overall
Such as Fig. 1,2,3,4, the present apparatus include Model Pile 1, upper cover plate 2, balancing gate pit 3, lower cover 4, upper sealing ring 5, under it is close
Seal 6, screw rod 7, PVC-U pipes 8, sealing nut 9, cement mortar 10 and rock sample 11；
Sensor for pore water pressure 1-1 is embedded in the bottom opening of Model Pile 1, sensor for pore water pressure 1-1 bottom sets filtering copper plug
1-2, sensor for pore water pressure 1-1 lead 1-4 are drawn from endoporus 1-3；
Centre pilot pipe 2-1, grouting air-discharging hole 2-2, perforation 2-3 and sealing ring 2-4 are provided with upper cover plate 2；
Screwed hole 4-1 is provided with lower cover 4；
Its position and annexation are：
From bottom to top, lower cover 4, balancing gate pit 3 and upper cover plate 2 are sequentially connected composition agent structure；
Rock sample 11 is placed in balancing gate pit 3, and PVC-U pipes 8 are embedded in the drilling of rock sample 11, and Model Pile 1 is led by center
It is inserted vertically into pipe 2-1 in PVC-U pipes 8；
The precession grouting air-discharging hole 2-2 of sealing nut 9, screw rod 7 is through perforation 2-3, and twisting threaded spindle cap nut 7-1 makes the precession of screw rod 7
In the screwed hole 4-1 of lower cover 4；
Grouting air-discharging hole 2-2 joints cements slurry 10 is turned on, after the condensation hardening of cement mortar 10 reaches design strength, in opening
Cover plate 2, places the device in and saturation is vacuumized in water.
Working mechanism：
The main function components of the present apparatus are steelwork, detachably；Agent structure is by lower cover 4, balancing gate pit 3 and upper lid
Plate 2 is sequentially connected composition, is fixed by four screw rods 7；Balancing gate pit 3 is placed with upper close respectively with upper cover plate 2 and the contact position of lower cover 4
Seal 5 and lower seal 6, the cement mortar 10 for sealed cast；4 grouting air-discharging hole 2-2 are provided with upper cover plate 2 and are easy to note
Slurry；The setting and hardening of cement mortar 10 reached after specified age and intensity, opens upper cover plate 2, place the device in water vacuumize it is full
With；Whole experimental rig is placed on forcing press after the saturation of rock sample 11 and tested；Load-displacement sensor M can be adopted in real time
Collect pile end displacement and bottom bearing size, pore pressure Acquisition Instrument N can press data by collecting pile stomidium in real time.
2nd, functional part
01）Model Pile 1
Model Pile 1 is a kind of steel round bar, 16 millimeters of diameter, 220 millimeters of length.
Its function is：Simulating reinforced concrete embedded rock pile, rigidity is big, and itself should diminish.
* sensor for pore water pressure 1-1 is microsensor, the bottom of Model Pile 1 is embedded to, for measuring stake stomidium buckling.
* filtering copper plug 1-2 is located at the end of Model Pile 1, and sensor for pore water pressure 1-1 bottom can be filtered in rock sample 11
Crushed particles, protection sensor for pore water pressure 1-1.
* endoporus 1-3 is located inside Model Pile 1, is in communication with the outside, lead 1-4 can be drawn by endoporus 1-3.
* lead 1-4 two ends are connected with sensor for pore water pressure 1-1 and pore pressure Acquisition Instrument N respectively, and pore pressure Acquisition Instrument N can lead to
Lead 1-4 effect is crossed, sensor for pore water pressure 1-1 data are obtained in real time.
02）Upper cover plate 2
Upper cover plate 2 is a kind of steel circular slab, and 180 millimeters of diameter is thick 20 millimeters, is provided with 1 centre pilot pipe 2-1,4
Individual grouting air-discharging hole 2-2 and 4 perforation 2-3, sets fluted in the bottom surface of upper cover plate 2；
4 grouting air-discharging hole 2-2 and 4 perforation 2-3 are in uniformly to be alternately distributed around the center of upper cover plate 2（It is in 45 degree
The Central Symmetry of angle）；
* centre pilot pipe 2-1
Centre pilot pipe 2-1 is located at the center of upper cover plate 2,26 millimeters of external diameter, 17 millimeters of internal diameter, 4.5 millimeters of wall thickness, for protecting
Model of a syndrome stake 1 is inserted vertically into balancing gate pit 3.
* grouting air-discharging hole 2-2
Grouting air-discharging hole 2-2 is located in upper cover plate 2, and 4 altogether, the inwall of balancing gate pit 3, a diameter of 10 are close in bottom hole outward flange
Millimeter, 17 millimeters of hole depth, hole inwall is carved with screw thread；The wheelbase in the center of circle of hole centre distance upper cover plate 2 is 40 millimeters, 4 slip casting rows
Stomata 2-2 is evenly distributed on 40 millimeters as on the circumference of radius；During slip casting, grouting air-discharging hole 2-2 is opened, water can be made
Mud 10 is flowed in space, after the completion of slip casting, and sealing nut 9 is screwed into the 2-2 of grouting air-discharging hole, sealing grouting air-discharging hole 2-2.
* perforate 2-3
The 2-3 that perforates is located in upper cover plate 2,10.3 millimeters of diameter, 20 millimeters of hole depth, 4 altogether, hole centre distance upper cover plate
The wheelbase in 2 centers of circle is 77 millimeters, is evenly distributed on 77 millimeters on the circumference of radius, can to pass through screw rod 7；4 perforation 2-3
It is alternately distributed with 4 grouting air-discharging hole 2-2 around the center of upper cover plate 2 in 45 degree of angles.
* sealing ring 2-4 is located in upper cover plate 2, for sealing the hole between Model Pile 1 and upper cover plate 2, prevents in test
Only the reclaimed water of rock sample 11 is overflowed.
* groove
It is deep 3 millimeters, 120 millimeters of diameter（It is adapted to the diameter of balancing gate pit 3）, for fixation pressure room 3.
03）Balancing gate pit 3
Balancing gate pit 3 is a kind of steel cylinder, and 120 millimeters of external diameter, 90 millimeters of internal diameter, 15 millimeters of wall thickness is high 120 millimeters；Pressure
The upper bottom surface annulus of power room 3 is centrally located fluted, 105 millimeters of groove external diameter respectively, and channel section is square, groove depth 2
Millimeter, 2 millimeters of groove width；
Upper sealing ring 5 and lower seal 6 are placed in groove.
04）Lower cover 4
Lower cover 4 is a kind of steel circular slab, and 180 millimeters of diameter is thick 20 millimeters, is provided with 4 screwed hole 4-1（With it is upper
4 perforation 2-3 of cover plate 2 position correspondence）；
* screwed hole 4-1
In lower cover 4,4 altogether, for standing screw 7,10 millimeters of diameter, 10 millimeters of hole depth, hole centre distance
The wheelbase in the center of circle of lower cover 4 is 77 millimeters, is evenly distributed on 77 millimeters as on the circumference of radius.When fixed, upper cover plate 2 is adjusted
Screwed hole 4-1 centers are made to be overlapped with perforation 2-3 centers in vertical direction.
* groove
Fluted, 3 millimeters deeply of groove, 120 millimeters of diameter, for fixation pressure are centrally located in the upper bottom surface of lower cover 4
Room 3.
05）Upper sealing ring 5
Upper sealing ring 5 is a kind of rubber seal, and specification is 105 × 2, is placed on the upper bottom surface of balancing gate pit 3 along circle ring center
Groove in, for the gap between seal pressure room 3 and upper cover plate 2, prevent the excessive of cement mortar 10.
06）Lower seal 6
Lower seal 6 is a kind of rubber seal, and specification is 105 × 2, is placed on the bottom surface of balancing gate pit 3 along circle ring center
Groove in, for the gap between seal pressure room 3 and lower cover 4, prevent the excessive of cement mortar 10.
07）Screw rod 7
A diameter of 10 millimeters of screw rod 7, the top of screw rod 7 is provided with nut 7-1, and the bottom of screw rod 7 can precession screwed hole
4-1。
08）PVC-U pipes 8
PVC-U pipes 8 are 20 millimeters of external diameter, and 1.35 millimeters of wall thickness is long 70 millimeters, as sealing and guide pipe, is embedded in rock sample
In 11 drilling, a circle plastic sheeting is wrapped up in along girth at the top of PVC-U pipes 8, can prevent that cement mortar 10 is flowed into drilling during grouting.
09）Sealing nut 9
Sealing nut 9 be a kind of M10 nuts standard component, four altogether, for turning on and sealing grouting air-discharging hole 2-2.
10）Cement mortar 10
Cement mortar 10 is used to irrigate the space between rock sample 11 and balancing gate pit 3, and mobility can conveniently be in the milk greatly, and the ratio of mud is small
The strength of cement grout after condensation can be made big.
11）Rock sample 11
The height of rock sample 11：100-120 millimeters, diameter：60-90 millimeters, the hole of 20 millimeters of diameter, bottom hole pitch are pierced between two parties
50 millimeters from 11 bottom of rock sample.
Claims (2)
1. a kind of not draining load test device of fixed lateral spacing embedded rock pile, it is characterised in that：
The present apparatus includes Model Pile (1), upper cover plate (2), balancing gate pit (3), lower cover (4), upper sealing ring (5), lower seal
(6), screw rod (7), PVC-U pipes (8), sealing nut (9), cement mortar (10) and rock sample (11)；
In the bottom opening embedment sensor for pore water pressure (1-1) of Model Pile (1), the bottom of sensor for pore water pressure (1-1) sets filtering copper
Fill in (1-2), the lead (1-4) of sensor for pore water pressure (1-1) is drawn from endoporus (1-3)；
Centre pilot pipe (2-1), grouting air-discharging hole (2-2), perforation (2-3) and sealing ring (2- are provided with upper cover plate (2)
4)；
Screwed hole (4-1) is provided with lower cover (4)；
From bottom to top, lower cover (4), balancing gate pit (3) and upper cover plate (2) are sequentially connected composition agent structure；
Rock sample (11) is placed in balancing gate pit (3), and PVC-U pipes (8), Model Pile are embedded in the central upper portion drilling of rock sample (11)
(1) it is inserted vertically into by centre pilot pipe (2-1) in PVC-U pipes (8)；
Sealing nut (9) precession grouting air-discharging hole (2-2), screw rod (7) is through perforation (2-3), and twisting threaded spindle cap nut (7-1) makes screw rod
(7) in the screwed hole (4-1) of precession lower cover (4)；
Grouting air-discharging hole (2-2) joints cement slurry (10) is turned on, after cement mortar (10) condensation hardening reaches design strength, is opened
Upper cover plate (2), places the device in and saturation is vacuumized in water.
2. the test method of the not draining load test device based on the fixation lateral spacing embedded rock pile described in claim 1, its feature
It is to comprise the following steps：
1. assemble
Lower cover (4) is placed into bottom, in placement force room (3) thereon, balancing gate pit (3) upper and lower bottom surface along circle ring center
Sealing ring (5) and lower seal (6) on build-in, prevent that cement mortar (10) is excessive respectively；
2. setting-out
By the hole in the rock sample processed (11) 20 millimeters of drill straight footpath placed in the middle, 50 millimeters of the bottom of hole bottom distance rock sample (11)；In pressure
Adjustment rock sample (11) makes drilling placed in the middle in power room (3), and 20 millimeters of external diameter, 1.35 millimeters of wall thickness and long 70 millimeters PVC-U are managed
(8) in embedded drilling, a circle plastic sheeting is wrapped up in along girth at the top of PVC-U pipes (8), grout injection (10) ostium is prevented
It is interior；
3. fix
Model Pile (1) is inserted in PVC-U pipes (8) by the centre pilot pipe (2-1) of upper cover plate (2), fixed cover plate (2),
Screw rod (7) is passed through the perforation (2-3) of upper cover plate (2), twist the screwed hole that nut (7-1) makes screw rod (7) screw in lower cover (4)
In (4-1)；Upper cover plate (2), lower cover (4) and balancing gate pit (3) are made to reach fixation using 4 standing screws (7)；
4. slip casting
4 sealing nuts (9) of upper cover plate (2) are turned on, the high fluidity cement mortar (10) being stirred is passed through into grouting air-discharging hole
Space between (2-2) injection rock sample (11) and balancing gate pit (3) inwall, sealing nut is tightened after cement mortar (10) filling is full
(9)；
5. saturation
Condensed in cement mortar (10) after hardening reaches design strength, open upper cover plate (2), sample is placed in water vacuumize it is full
With；
6. load
After sample is fully saturated, whole experimental rig is placed on forcing press and loaded, passed through load-displacement sensor (M)
With pore pressure Acquisition Instrument (N) real-time data collection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610037720.4A CN105507351B (en) | 2016-01-20 | 2016-01-20 | The not draining load test device and its method of fixed lateral spacing embedded rock pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610037720.4A CN105507351B (en) | 2016-01-20 | 2016-01-20 | The not draining load test device and its method of fixed lateral spacing embedded rock pile |
Publications (2)
| Publication Number | Publication Date |
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| CN105507351A CN105507351A (en) | 2016-04-20 |
| CN105507351B true CN105507351B (en) | 2017-08-08 |
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Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102121254B (en) * | 2011-01-17 | 2012-07-18 | 东南大学 | Load box for testing bearing capacity of steel pipe pile |
| KR101336787B1 (en) * | 2012-07-18 | 2013-12-04 | 서울과학기술대학교 산학협력단 | Link type probe for borehole loading test, borehole loading test method using the probe and analyzing method of pile bearing capacity by the test |
| CN204112377U (en) * | 2014-08-21 | 2015-01-21 | 马鞍山十七冶工程科技有限责任公司 | The draw-off gear of pile for prestressed pipe vertically pulling-resistant static loading test |
| CN205475365U (en) * | 2016-01-20 | 2016-08-17 | 中国科学院武汉岩土力学研究所 | Not drainage loading test device of fixed side limit embedded rock pile |
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