CN107167385A - The indoor test device and method of anchor stress loss - Google Patents
The indoor test device and method of anchor stress loss Download PDFInfo
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- CN107167385A CN107167385A CN201710471695.5A CN201710471695A CN107167385A CN 107167385 A CN107167385 A CN 107167385A CN 201710471695 A CN201710471695 A CN 201710471695A CN 107167385 A CN107167385 A CN 107167385A
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- jack
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- steel plate
- anchor
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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- 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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- 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
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- General Health & Medical Sciences (AREA)
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- Pathology (AREA)
- Piles And Underground Anchors (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention provides a kind of indoor test device of anchor stress loss, include model casing, two pieces of free steel plates, two jack, hollow jack and cushion block for supporting free steel plate of inside and outside two casings.Two jack are fixed between free steel plate center, two free steel plates with bolt is connected with flexible connecting member, and two free steel plates are in close contact with outer container side wall, notes maintaining stress stability during hollow jack drawing bolt model.Present invention also offers the method for testing of the application device.The indoor test apparatus and method for the anchor stress loss that the present invention is provided are simple in construction, easy to operate, and measurement error is small, precision is high, and boundary condition and experimental variable are easily controllable.The device and method can apply in theoretical validation and practice operation, and the improvement of guidance and detail design to job site is respectively provided with significance.
Description
Technical field
The invention belongs to technical field of civil engineering, the indoor test device of more particularly to a kind of anchor stress loss and side
Method.
Background technology
In Geotechnical Engineering, the use of anchor pole is with a long history, and anchor pole is widely used in the supporting in foundation ditch, tunnel etc.,
Due to the complexity of anchor pole-force-bearing of surrounding rock mass, stress loss problem all shows to designing and constructing in the soil body after research anchor pole tensioning
Obtain particularly important.
Stress loss problem after anchor pole tensioning is studied, to be gone out jointly in terms of field experiment and simulating lab test two
Hair.Based on field experiment, the force Distribution after anchor pole tensioning substantially in the soil body can be obtained, but be due to field condition pole
It is complicated, no matter all larger in financial cost and human cost, and error is also larger in anchor pole stretching machine progress stretching process, and
And be difficult to control to boundary condition to study the influence of different factors.Relative to field experiment, simulating lab test is simple and easy to apply, right
In proof theory analyze conclusion and instruct site operation and Curve guide impeller that there is epochmaking meaning.Therefore, develop a kind of real
The method for testing the loss of indoor test anchor stress is particularly important.
The content of the invention
In order to solve the above-mentioned technical problem, the invention provides a kind of indoor test device of anchor stress loss and side
Method.
Concrete technical scheme of the present invention is as follows：
One aspect of the present invention provides the indoor test device that a kind of anchor stress loses, including model casing, the model
Case includes the first casing, and first casing includes bottom plate and the first side that head and the tail are connected successively being located on the bottom plate
Plate, the second side plate, the 3rd side plate and the 4th side plate；First side plate interior sides are vertically provided with the first free steel plate, described the
Two side plate interior sides are vertically provided with the second free steel plate, the first free steel plate, the second free steel plate, first side
Plate, second side plate and the bottom plate are enclosed in the second casing, second casing and are filled with the soil body, the soil body
Anchor pole is inserted with, the anchor pole outer cover is provided with hollow jack；Set between the first free steel plate and the 4th side plate
There is the first jack, the second jack is provided between the second free steel plate and the 3rd side plate.
Further, the described first free steel plate is connected with the described second free steel plate adjacent by flexible connecting member,
To ensure that the soil body will not flow out in the gap between two steel plates in two steel plate extrusion processes.
Further, it is provided with cushion block between the hollow jack bottom and soil body top.
Experiment design of test box used is square steel box section, and using cast-in-place mortar as anchorage body, to pad
Block replaces anchor cable pallet, and cushion block is using concrete for making and adds gypsum increasing its intensity, in Practical Project cushion block be it is square,
Casing upper surface is square, and in order to preferably uniformly be delivered to the counter-force that anchor pole is provided on the soil body, therefore experimental selection is just
Square cushion block.In use, required effect can also can also be reached using cylindrical cylinder and circular cushion block.
First free steel plate leaves no gaps with the first side plate connecting place, the second free steel plate and the second side plate connecting place,
And lubriation material can be smeared, to reduce resistance suffered by the first free steel plate and the second free steel plate, and ensure to free steel plate 1
Do not gush out with the soil body in the free pressure process of steel plate 2 from gap.
Further, the first jack two ends be bolted on respectively the described first free steel plate center and
On 4th side plate；The second jack two ends are bolted on the described second free steel plate center and institute respectively
State on the 3rd side plate, to ensure that every side earth stress is uniform.First jack and the second jack are preferably hydraulic jack, are led to
Cross hydraulic jack and apply pressure, the first free steel plate and the second free steel plate are under the first jack and the effect of the second jack
Lateral pressure is produced to the soil body, soil body confined pressure is changed with this.Pressure values are shown by oil pressure gauge, it is known that the first free steel plate and
The pressure that two free steel plates apply to the soil body, it can thus be concluded that to confined pressure in the soil body.
The indoor test device for the anchor stress loss that the present invention is provided, simple in construction, easy to use, cost is low, error
Small, using flexible, experimental result accuracy rate is high, boundary condition is easily controllable, can apply in practice.
Another aspect of the present invention provides the indoor test method that a kind of anchor stress loses, and comprises the following steps：
S1：Soil body remodeling is carried out, undisturbed soil transports to behind laboratory, need to be smashed to pieces, sieved, air-dried, remolded, with
It is easy to configure the soil body for meeting requirement of experiment state；
S2：Into second casing, point multilayer filling soil body, is often filled out after one layer of soil, the water of uniform sprinkling certain mass；
After every layer is banketed and finishes, the soil body is tamped, then plastic covering film carries out first time maintenance, curing time is 7d, allow hole
Gap water pressure dissipates completely；
S3：Bury pvc pipe in advance during banketing, pvc pipe is embedded in model center, so as to follow-up anchor rod anchored section of note
Starch the making in hole；After anchorage length needed for the depth of fill reaches, pvc pipe is slowly extracted, injected hole is formed；
S4：The anchor pole is inserted into the injected hole, hanging down for anchor pole is ensured by upper and lower two circles plug of anchor pole centralizer
Straight degree；The slip casting into the injected hole, while being gently mixed with iron wire, slip casting terminates rear plastic covering film and support for the second time
Shield, curing time is 28d, prevents soil body moisture from evaporating and ensuring that anchorage body intensity reaches test requirements document；
S5：After maintenance terminates, continue to banket until reaching the depth of fill of setting, and tamp the soil body, compacting is tied
Shu Houyong plastic membrane sealings, progress third time maintenance, prevent the lost of moisture and stand dissipation pore water pressure；
S6：After maintenance terminates, prestressed loading, hollow jack described in uniform operation are carried out, and gather the sky
The stress that heart jack applies；
S7：Gathered data, observation anchor pole on stress with the time damaed cordition.
Further, in the step S2, during the filling soil body, the first free steel is limited by first jack
Plate be under pressure after advance distance, while being limited by second jack after the second free steel plate is under pressure
Advance distance, to prevent the first free steel plate, the advance distance during confined pressure is applied to the soil body is excessive with the second free steel plate,
So that destruction soil structures make to occur crackle in the soil body or excessively swelled upwards.
Further, in the step S2, during the filling soil body, by setting husky well to improve soil body penetration speed, specific bag
Include following steps：
S2.1：The husky well at least one longitudinal direction is arranged in the soil body, immersion passage is used as；
S2.2：The sand in one layer of soil body bottom place mat, makes soil layer carry out two-way immersion.
The purpose for setting husky well is for the simplified process for changing soil moisture content.When requirement of experiment needs configuration a variety of aqueous
During the soil body of rate, the soil body of minimum moisture content needed for need to only configuring, after the completion of once testing, according to ratio into model casing
The soil body is sprayed water.Husky well can improve soil body penetration speed, shorten test period, reduce experimental cost.
Further, the specific method of the step S2.1 is as follows：
Some plastic tubes are buried in the model casing, the plastic tube is slowly extracted after end of banketing, inserts middle sand
And collect together reality with thin pricker.
Further, the specific method of the step S6 is as follows：
S6.1 applies confined pressure by first jack and the second jack pair soil body；
S6.2 applies prestressing force by the hollow jack to the anchor pole, when applied stress reaches experimental design value
Afterwards, hollow jack stops increase prestressing force and maintains prestressed stabilization.
The application of anchor rod prestress is the most important part of model test, very heavy by first according to requirement of experiment first
Top applies the confined pressure value of experimental design with the second jack pair soil body, then applies prestressing force to anchor pole by hollow jack, hollow
Jack lower end is withstood on cushion block, and power is uniformly conducted on the soil body by cushion block；When applied stress reaches experimental design value
Afterwards, hollow jack stops loading and remains stable.Jack is not unloaded to ensure stress stability in anchor pole in experimentation, is subtracted
It is small to cause stress loss because hollow jack is loaded.
Further, in the step S7, experimental data is recorded using static Acquisition Instrument.
Beneficial effects of the present invention are as follows：Indoor test device and apply the dress that the anchor stress that the present invention is provided loses
The method of testing put, is as a result simple and convenient to operate, and measurement error is small, precision is high, and boundary condition and experimental variable are easy to control
System.The device and method can apply in theoretical validation and practice operation, and guidance and detail design to job site change
Enter to be respectively provided with significance.
Brief description of the drawings
Fig. 1 is a kind of top view of the indoor test device of anchor stress loss described in embodiment 1；
Fig. 2 is a kind of longitudinal sectional view of the indoor test device of anchor stress loss described in embodiment 1；
Fig. 3 is a kind of stereogram of the indoor test device of anchor stress loss described in embodiment 1；
Fig. 4 is anchor rod prestress value changes situation in the case of different water cut in experimental example.
Wherein：1st, bottom plate；2nd, the first side plate；3rd, the second side plate；4th, the 3rd side plate；5th, the 4th side plate；6th, the first free steel
Plate；7th, the second free steel plate；8th, the soil body；9th, anchor pole；10th, hollow jack；11st, the first jack；12nd, the second jack；
13rd, flexible connecting member；14th, cushion block.
Embodiment
The present invention is described in further detail with following examples below in conjunction with the accompanying drawings.
Embodiment 1
As shown in Figures 1 to 3, the embodiment of the present invention 1 provides the indoor test device that a kind of anchor stress loses, including mould
Molding box, the model casing includes the first casing, and first casing includes bottom plate 1 and is located at first successively on the bottom plate 1
The first side plate 2, the second side plate 3, the 3rd side plate 4 and the 4th side plate 5 of tail connection；The inner vertical of first side plate 2 is provided with
First free steel plate 6, the inner vertical of the second side plate 3 is provided with the second free steel plate 7, the first free steel plate 6, described the
Two free steel plates 7, first side plate 2, second side plate 3 and the bottom plate 1 enclose the second casing, described first
Free steel plate 6 is connected with flexible connecting member 13 with the described second free adjacent of steel plate 7, and the flexible connecting member 13 is preferably sail
It is filled with cloth, second casing in the soil body 8, the soil body 8 and is inserted with anchor pole 9, the outer cover of anchor pole 9 is provided with hollow
Jack 10；The first jack 11, the second free steel are provided between the first free steel plate 6 and the 4th side plate 5
The second jack 12 is provided between plate 7 and the 3rd side plate 4.The bottom of hollow jack 10 and the top of the soil body 8
Between be provided with cushion block 14.
Embodiment 2
The present embodiment 2 provides the indoor test device that a kind of anchor stress loses, the implementation on the basis of embodiment 1
Example 2 further define the two ends of the first jack 11 be bolted on respectively the described first free center of steel plate 6 with
And on the 4th side plate 5；The two ends of second jack 12 are bolted on the described second free center of steel plate 7 respectively
And on the 3rd side plate 4.
Embodiment 3
The present embodiment 3 provides the indoor test method that the anchor stress of the described device of Application Example 1 or 2 loses, bag
Include following steps：
S1：The soil body 8 is carried out to remold；
S2：Into second casing, point multilayer filling soil body 8, is often filled out after one layer of soil, the water of uniform sprinkling certain mass；
After every layer is banketed and finishes, the soil body 8 is tamped, then plastic covering film carries out first time maintenance, curing time is 7d；
S3：Bury pvc pipe in advance during banketing, after anchorage length needed for the depth of fill reaches, slowly extract PVC
Pipe, forms injected hole；
S4：The anchor pole 9 is inserted into the injected hole, the slip casting into the injected hole is gently mixed, slip casting terminates simultaneously
Plastic covering film carries out second of maintenance afterwards, and curing time is 28d；
S5：After maintenance terminates, continue to banket up to reaching the depth of fill of setting, and the soil body 8 is tamped, tamp
After end with plastic membrane sealing, carry out third time maintenance；
S6：After maintenance terminates, prestressed loading, hollow jack 10 described in uniform operation are carried out, and gather described
The stress that hollow jack 10 applies；
S7：Gathered data, observation anchor pole 9 on stress with the time damaed cordition.
Embodiment 4
The present embodiment 4 provides the indoor test method that a kind of anchor stress loses, the implementation on the basis of embodiment 3
Example 4 is further defined in the step S2, during the filling soil body 8, and described first is limited freely by first jack 11
Steel plate 6 be under pressure after advance distance, pressed while limiting the described second free steel plate 7 by second jack 12
Advance distance after power.Simultaneously by setting husky well to improve the seepage velocity of the soil body 8, Sha Jing setting specifically includes following steps：
S2.1：Some plastic tubes are buried in the model casing, the plastic tube is slowly extracted after end of banketing, inserts
Middle sand simultaneously collects together reality with thin pricker, so that the husky well at least one longitudinal direction of arrangement in the soil body 8；
S2.2：The sand in one layer of 8 bottom place mat of the soil body.
Embodiment 5
The present embodiment 5 provides the indoor test method that a kind of anchor stress loses, the implementation on the basis of embodiment 3
The specific method that example 5 further defines the step S6 is as follows：
S6.1 applies confined pressure by first jack 11 and second jack 12 to the soil body 8；
S6.2 applies prestressing force by 10 pairs of the hollow jack anchor pole 9, when applied stress reaches experimental design
After value, hollow jack 10 stops increase prestressing force and maintains prestressed stabilization.
In the step S7, experimental data is recorded using static Acquisition Instrument, the stress on observation anchor pole 9 is at any time
Between damaed cordition.
Experimental example
Sample is derived from Chengdu dragon's fountain Station City with soil, soil body principal character, lark, isabelline, slightly wet, plastic, contains
A small amount of iron, manganese concretion, soil body tangent plane are smooth, slightly gloss, and intensity, toughness are higher under soil body drying regime, and surface development has
More intensive reticulated cracks, crack is filled by a small amount of canescence kaolin, visible smooth mirror surface between crack, is met crack after water and is received
Contracting, the soil body softens rapidly, the feature with typical inflation soil.According to《Laboratory soil test is reported》To clay, silty clay institute
The physical mechanics test of work, is analyzed as follows to its each indicator-specific statistics：
1. early-stage preparations
When soil fortune comes, serious dehydration is lumpd, in order to subsequently preferably configure the swelled ground of corresponding moisture content,
So needing to smash to pieces in soil, crossing 1mm sieves.
2. load model casing
Native high 600mm in model casing, divides 6 layers and inserts.Every layer of each swelled ground for inserting about 4kg, be highly about
2cm, and the water for calculating weight is uniformly sprayed with small watering can, prepare swelled ground (the swelled ground nature of 16% moisture content
Lower moisture content for 16%), every layer banket finish after carry out hitting reality using manually hitting real method, utilize quality control method control soil
Soma density is that 1.6 (filling's dry density is general often in 1.4-1.7, but expansion filling's dry density is generally 1.6) compacting and terminated
Afterwards, in soil body surface plastic covering film, the evaporation of moisture is prevented.Soil sample places 7d, it is therefore an objective to allow pore water pressure to disappear completely
Dissipate.
Bury diameter 50mm in advance during banketing, length is 300mm pvc pipe, so that the follow-up anchoring section of anchor pole 9 is noted
Starch the making in hole.It is slow to extract pvc pipe formation hole when the depth of fill reaches 300mm, and with iron wire by hole wall shaving,
So that follow-up injecting cement paste and the soil body are preferably bonded together.
Anchoring body is poured from C30 cement, cement mortar ratio water:Cement:Sand is 0.45:1:1.Pass through anchor pole centralizer
Upper and lower two circles plug ensures the perpendicularity of anchor pole 9.Iron wire gentle agitation is used during slip casting, it is ensured that pour the complete of the anchoring body of anchor pole 9
Whole property.Slip casting terminates rear cover film maintenance 28d, prevents the moisture evaporation of the soil body 8 and ensures that the anchoring body intensity of anchor pole 9 reaches experiment
It is required that.
Until after the maintenance stage terminates, continue to banket until the depth of fill reaches the height 600mm of demarcation, compacting process
The same with early stage, compacting is closed and closed the lid with plastic sheeting after terminating, and is prevented the lost of moisture and is stood dissipation hole
Gap water pressure.
3. stress loading and collection data
After maintenance terminates, first foil gauge is connected on data collecting instrument and opens corresponding acquisition software enter collection
Interface, the modulus of elasticity for setting the parameter of foil gauge and inputting anchor pole 9 is 2 × 105Mpa.Then prestressed loading is carried out,
Uniform operation hollow jack 10 so that four foil gauge registrations on anchor pole 9 are uniformly increased up average value and are
300KPa (strain of collection directly can be converted into stress by data collecting instrument by software) is simultaneously rapidly locked by anchor head.
Using strain gauge adhesion on anchor pole 9, by measuring the change of the strain calculation stress of anchor pole 9, the free end of anchor pole 9 is long
Spend for 300mm, foil gauge is pasted at 100mm in free segment, often place pastes two foil gauges and amounts to four foil gauges.Data
The strain measured directly can be converted into stress by Acquisition Instrument, take the average value of four stress as the stress of the free segment of anchor pole 9
Value.
Foil gauge uses the resistance strain gage of BE120-3AA models, and resistance value is 120.2 ± 0.1 Ω, and sensitivity coefficient is
2.22 ± 1%；Data collecting instrument uses the digital display type statical strain indicator of HJ3816 models.
Prestressing force on automatic data collection, observation anchor pole 9 is set with the damaed cordition of time.After anchor head locking, every
5min is observed 1 time；After 0.5h, it is changed to 10min and observes 1 time；0.5h is changed to after 1h to observe 1 time；In this way, being seen every 0.5h
Survey 1 time, 1h observations are changed to after 2h once.If the difference of adjacent observed result twice is considered as the pre- of anchor pole in below 3KPa
Stress instant loss is over, and data acquisition terminates.
Second group of experiment is carried out in the case of 19% moisture content, is first turned on anchor head, unloads hollow jack 10.Calculate
Go out the water for needing to add and be uniformly added in model casing, plastic film seal stands maintenance 7 days, is preventing moisture evaporation
Also allow the water to uniformly penetrate into the soil body simultaneously, the soil body fully reacts, repeatedly above-mentioned loading procedure, loading it is pre-
Stress is 300KPa and repeats above-mentioned data acquisition.
3rd group and the 4th group of experiment are carried out in the case of 22% and 25% moisture content respectively, prestressing force loading and number
According to collection it is identical with first two groups.
4. test results and analysis
Using the time as X-axis, the result that coordinate system obtains is set up by Y-axis of the prestressing force of anchor pole 9 as shown in Figure 4.From figure
Following information can be obtained：
(1) prestressed reduction can be divided into 3 stages：
A. first stage is that prestressing force quickly reduces the stage, and the time is 0-20min：Because as the soil body 8 is aqueous
The increase of rate, the void ratio of the soil body 8 increase, the clay content of the soil body 8 increases, and the creep properties of the soil body 8 is also all the more obvious, while in water
Chemical change and physical change occur for the inside of soil under action body 8 to cause the reduction of inner Join power and structural strength, cause
The soil body 8 is drastically deformed under external force in first 20 minutes, so that anchor, and the stress in 9 reduces rapidly (in Practical Project
In after loading terminates the moment anchor cable of jack oil return inevitably bounce back so that prestressing force instant loss, but herein
In more importantly tend to study water for swelled ground expansion for anchor pole 9 influence, so in experimentation
Hollow jack 10 is not unloaded while having anchored tapered end)；
B. second stage is that prestressing force slowly reduces the stage, and the time is 20-60min：During in the first stage, continue
External force and the creep of itself cause the void ratio of the soil body 8 to reduce compactness increase, and the factor such as the reduction of external force all can
So that the deformation of the soil body 8 is no longer so drastically, so second stage prestressing force enters the relatively slow reduction stage；
C. three phases be prestressing force with respect to the stabilization sub stage, the time is 1-5h:Prestressing force reduces non-in this stage
Often slow, the loss amount of each hour is in below 10KPa, and system is relative to reach a more stable state.
(2) moisture content is 16%, 19%, 22%, and loss of prestress percentage is respectively 52.67% during 25% situation,
65.33%, 74.67%, 87.33%, it is consequently increased with the increase loss ratio of moisture content, this also illustrates moisture content
Increase make it that the expansion of the swelled ground soil body is notable all the more.60min losss of prestress account for total losses percentage
82.27%, 82.65%, 84.38%, 85.11%, but actually exceed 80% loss be all previous hour occur,
So rainwater weather is met with Practical Project must carry out drainage works rapidly, otherwise in a short period of time due to the work of water
Reduced rapidly with the prestressing force that will cause in anchor pole, engineering is caused a hidden trouble.Loss of prestress rule may refer to table 1.
The loss of prestress rule table of table 1
Embodiment described above only expresses the several embodiments of the present invention, and it describes more specific and detailed, but simultaneously
Therefore the limitation to the scope of the claims of the present invention can not be interpreted as.It should be pointed out that for one of ordinary skill in the art
For, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to the guarantor of the present invention
Protect scope.Therefore, the protection domain of patent of the present invention should be determined by the appended claims.
Claims (10)
1. a kind of indoor test device of anchor stress loss, it is characterised in that including model casing, the model casing includes first
Casing, first side plate (2) of first casing including bottom plate (1) and the connection of head and the tail successively being located on the bottom plate (1),
Second side plate (3), the 3rd side plate (4) and the 4th side plate (5)；First side plate (2) inner vertical is provided with the first free steel
Plate (6), the second side plate (3) inner vertical is provided with the second free steel plate (7), the first free steel plate (6), described second
Free steel plate (7), first side plate (2), second side plate (3) and the bottom plate (1) enclose the second casing, described
It is filled with second casing in the soil body (8), the soil body (8) and is inserted with anchor pole (9), anchor pole (9) outer cover is provided with hollow
Jack (10)；The first jack (11), described the are provided between the first free steel plate (6) and the 4th side plate (5)
The second jack (12) is provided between two free steel plates (7) and the 3rd side plate (4).
2. the indoor test device of anchor stress loss as claimed in claim 1, it is characterised in that the first free steel plate
(6) it is connected with the described second free steel plate (7) adjacent by flexible connecting member (13).
3. the indoor test device of anchor stress loss as claimed in claim 1, it is characterised in that the hollow jack
(10) it is provided with cushion block (14) between bottom and the soil body (8) top.
4. the indoor test device of anchor stress loss as claimed in claim 1, it is characterised in that first jack
(11) two ends are bolted on the described first free steel plate (6) center and the 4th side plate (5) respectively；Described
Two jack (12) two ends are bolted on the described second free steel plate (7) center and the 3rd side plate (4) respectively
On.
5. the indoor test method of the anchor stress loss of device any one of application Claims 1 to 4, its feature exists
In comprising the following steps：
S1：Carry out the soil body (8) remodeling；
S2：Into second casing, point multilayer filling soil body (8), is often filled out after one layer of soil, the water of uniform sprinkling certain mass；Often
After layer bankets and finished, the soil body (8) is tamped, then the progress first time maintenance of plastic covering film, curing time is 7d；
S3：Bury pvc pipe in advance during banketing, after anchorage length needed for the depth of fill reaches, slowly extract pvc pipe,
Form injected hole；
S4：The anchor pole (9) is inserted into the injected hole, the slip casting into the injected hole is gently mixed, after slip casting terminates simultaneously
Plastic covering film carries out second and conserved, and curing time is 28d；
S5：After second of maintenance terminates, continue to banket up to reaching the depth of fill of setting, and the soil body (8) is tamped, ram
In fact terminate after with plastic membrane sealing, carry out third time maintenance；
S6：After third time maintenance terminates, prestressed loading, hollow jack (10) described in uniform operation are carried out, and gather
The stress that the hollow jack (10) applies；
S7：Stress in gathered data, observation anchor pole (9) with the time damaed cordition.
6. the indoor test method of anchor stress loss as claimed in claim 5, it is characterised in that in the step S2, fill out
When filling the soil body (8), the advancing distance after the first free steel plate (6) is under pressure is limited by first jack (11)
From while limiting the advance distance after the second free steel plate (7) is under pressure by second jack (12).
7. the indoor test method of anchor stress loss as claimed in claim 5, it is characterised in that in the step S2, fill out
When filling the soil body (8), by setting husky well to improve the soil body (8) seepage velocity, following steps are specifically included：
S2.1：The husky well at least one longitudinal direction of arrangement in the soil body (8)；
S2.2：The sand in one layer of the soil body (8) bottom place mat.
8. the indoor test method of anchor stress loss as claimed in claim 7, it is characterised in that the tool of the step S2.1
Body method is as follows：
Some plastic tubes are buried in the model casing, the plastic tube is slowly extracted after end of banketing, inserts middle sand and be used in combination
Thin pricker collects together reality.
9. the indoor test method of anchor stress loss as claimed in claim 5, it is characterised in that the step S6's is specific
Method is as follows：
S6.1 applies confined pressure by first jack (11) and second jack (12) to the soil body (8)；
S6.2 applies prestressing force by the hollow jack (10) to the anchor pole (9), when applied stress reaches experimental design
After value, hollow jack (10) stops increase prestressing force and maintains prestressed stabilization.
10. the indoor test method of anchor stress loss as claimed in claim 5, it is characterised in that in the step S7, adopt
Experimental data is recorded with static Acquisition Instrument.
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