CN105350588B - A kind of anchor pole comprehensive experimental system - Google Patents
A kind of anchor pole comprehensive experimental system Download PDFInfo
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- CN105350588B CN105350588B CN201510821334.XA CN201510821334A CN105350588B CN 105350588 B CN105350588 B CN 105350588B CN 201510821334 A CN201510821334 A CN 201510821334A CN 105350588 B CN105350588 B CN 105350588B
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- 238000012360 testing method Methods 0.000 claims abstract description 34
- 238000004873 anchoring Methods 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims description 37
- 239000011083 cement mortar Substances 0.000 claims description 34
- 239000002002 slurry Substances 0.000 claims description 29
- 239000011248 coating agent Substances 0.000 claims description 16
- 238000000576 coating method Methods 0.000 claims description 16
- 239000003351 stiffener Substances 0.000 claims description 6
- 238000002474 experimental method Methods 0.000 description 21
- 238000013461 design Methods 0.000 description 12
- 238000007586 pull-out test Methods 0.000 description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 10
- 238000005553 drilling Methods 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 7
- 238000011068 loading method Methods 0.000 description 7
- 230000007774 longterm Effects 0.000 description 6
- 239000000463 material Substances 0.000 description 6
- 238000006073 displacement reaction Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 230000006641 stabilisation Effects 0.000 description 4
- 238000011105 stabilization Methods 0.000 description 4
- 229920002472 Starch Polymers 0.000 description 3
- 238000000280 densification Methods 0.000 description 3
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000003993 interaction Effects 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 235000019698 starch Nutrition 0.000 description 3
- 238000010998 test method Methods 0.000 description 3
- 239000004593 Epoxy Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 125000003700 epoxy group Chemical group 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 238000011049 filling Methods 0.000 description 2
- 238000010030 laminating Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 229920000647 polyepoxide Polymers 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 239000008107 starch Substances 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 230000001154 acute effect Effects 0.000 description 1
- 230000029777 axis specification Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000012528 membrane Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
Classifications
-
- 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
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A kind of anchor pole comprehensive experimental system, including support frame, it is provided with to install the shell of anchor pole on support frame as described above, to the anchor pole locating ring of anchor pole positioning, to anchor rod anchored anchor head and the jack test system to drawing bolt, upper port is provided with the top of the shell, the bottom of the shell is provided with the lower port passed through to the lower end of anchor pole, the jack test system is installed at the upper port, the anchor pole locating ring is installed at the lower port, the anchor head includes the lower anchor head of the upper anchor head and anchoring lower ends to anchor pole anchored to the upper end of anchor pole, the upper anchor head is located at the top of the jack test system, the lower anchor head is located at the lower section of the anchor pole locating ring, the upper anchor head, the jack of jack test system, anchor pole locating ring and lower anchor head are set on anchor pole.The present invention provides the anchor pole comprehensive experimental system that multi-form anchor pole can be easy to be tested.
Description
Technical field
The invention belongs to Anchorage Technology field, more particularly to a kind of anchor pole comprehensive experimental system.
Background technology
In field of civil engineering, the existing long history of use of anchor pole, anchor pole pooled applications are in mining engineering and rock mass
The gib in tunnel, using metal as basic material more than anchor pole, such as reinforcing bar, steel strand wires, in recent years as anchor pole is big
Amount ground is applied to permanent works, is the endurance issues for solving anchor pole, occurs in that fiber epoxies anchor bar body, but these anchor poles and
Anchor metal is compared, with obvious creep properties.Using the robustness of rock mass more than the anchorage style of conventional anchor, by anchor bar body
With rock mass consolidation, mainly there are bottom hole end anchor and total length bond-anchorage mode.With the fast development of China's highway and city
The popularization of skyscraper, the action principle of anchor pole is introduced into these engineerings, and is largely used to upper side slope stabilization and high level
Building basement stability against floating, but such engineering has the characteristics of having obvious with conventional anchor technology, except such anchor pole is required to length
Phase work is outer, also requires that time that anchor pole can normally play a role and engineering are in itself the same life-spans, and mostly soil anchor, i.e.,
Working environment residing for anchor pole is soil body stratum, except the firm difference of anchoring body itself, and is chronically at the unfavorable conditions such as aqueous, this
Body of rod material to such anchor pole proposes requirement higher with corresponding anchorage technology.Currently for such permanent anchor pole
FRP anchor poles are proposed, endurance issues are solved using the rust-resisting property of fiber and epoxies, meanwhile, pressed using in soil layer
Slurry, using grouting Nang the bag of various materials come anchoring rod, anchor force of the raising anchor pole in the soil body；For grinding for such anchor pole
Study carefully not yet can be with the current experiment only rested on to rod member of experiment in itself, pair experimental study mutually coordinated with construction technology technology
System property ground is carried out, the experimental rig that especially anchor rod body is combined with comprehensive process such as soil layer, Nang bags of anchoring, drilling forms
Lack, had a strong impact on the application technology exploitation of such anchor pole.
The content of the invention
In order to overcome the shortcomings of that prior art is present, the present invention provides the anchor pole that multi-form anchor pole can be easy to be tested
Comprehensive experimental system.
The technical solution adopted for the present invention to solve the technical problems is：
A kind of anchor pole comprehensive experimental system, including support frame, be provided with to install on support frame as described above the shell of anchor pole,
To the anchor pole locating ring of anchor pole positioning, to anchor rod anchored anchor head and the jack test system to drawing bolt, institute
State and upper port is provided with the top of shell, the bottom of the shell is provided with the lower port passed through to the lower end of anchor pole, described very heavy
Top test system is installed at the upper port, and the anchor pole locating ring is installed at the lower port, and the anchor head includes using
The lower anchor head of the upper anchor head anchored with the upper end of anchor pole and the anchoring lower ends to anchor pole, the upper anchor head is located at the jack
The top of test system, the lower anchor head is located at the lower section of the anchor pole locating ring, the upper anchor head, jack test system
Jack, anchor pole locating ring and lower anchor head are set on anchor pole；
The shell be with the chamber enclosure that bankets, it is described with the chamber enclosure that bankets to include being used to banket or cement mortar is filled out
Provincialism and outer cover body, the cavity wall in the chamber of banketing is cement mortar coating, the cement mortar coating and the outer cover body
Inwall laminating.
Further, the shell is straight tube shell.
Further, described to be divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, and stage casing is taper, under
Section is major diameter straight tube shape, and the epimere, stage casing and hypomere be and be coaxially disposed, the cement mortar coating of the middle section with it is outer
Dynamometry chamber is provided between shell body, is provided with to detect that slurry pouch or cement mortar are delivered to by the soil body and received in the dynamometry chamber
The sensor of the pressure on power film, is additionally provided with stress film, the stress film between the cement mortar coating and the dynamometry chamber
It is fixedly connected with the outer cover body, the outer cover body is also provided with wire hole at dynamometry chamber.
Further, the angle between the axis of the conical surface in the stage casing and the epimere is 45 °~90 °.
Further, when angle is less than 60 °, the stage casing is provided with ribbed stiffener with the junction of the epimere, described to add
Strength rib is located at outside the shell.
Further, the thickness of the cement mortar coating is 5~10mm.
Further, the internal diameter of the straight tube shell is 100~150mm.
Further, the internal diameter of the lower section with the chamber enclosure that bankets is 500~1000mm.
Further, the dynamometry chamber is provided with four, and four dynamometry chambers are distributed on the cone with the chamber enclosure that bankets
At shape section.
Design principle of the invention is：Design principle of the present invention is the experiment theory of similarity, according to substantially for the theory of similarity
Ask, with reference to the working characteristics of anchor pole, by the appropriate diminution in proportion of anchor pole, drilling, Nang bags of slurry, suitably simplify boundary condition, set up
Physical Experiment model；The simulation for wherein drilling uses indwelling mode；Anchor rod body and bolt-nut are using the original used in engineering
Material；Soil layer can use manipulated soil；Slurry Nang bags of phase same material in Nang bag use of slurry and engineering, volume accordingly reduces, it and anchor
Bar connects identical using method with engineering；Steel material is used in view of experimental rig shell, is simulation slurry Nang bags and anchor pole
With the way of contact on stratum, cement mortar coating is added water on the inside of device case to simulate the inner friction surface between the soil body；The drawing of anchor pole
Pull out force and drawing deformation amount realized by going here and there heart jack test system, by going here and there the control element of heart jack test system
And accumulator can realize the creep test under the long-term stress of anchoring-bolt system；Nang bags of slurry is in the soil body after receiving bolt action for test
Anchoring effect, devise test chamber above chamber of banketing, special Nang bag of test slurry passes through active force of the soil body to crust of the device.
Beneficial effects of the present invention are mainly manifested in：The bearingtest in short-term of anchor pole and long-time bearing power can be tested knot
Together in same one experimental rig, the bearingtest of anchor rod body and anchor pole-stratum total bearing capacity experiment are incorporated into same
In one experimental rig；Press the different building forms of anchor pole, experimental rig be divided into different components, through different combinations after, can
Easily meet the anchor rod experiment demand of multi-form；Using the interactively between anchor pole and the soil body as one of test content, and
It is blended among crust of the device.
Brief description of the drawings
Fig. 1 is the structural representation of the anchor pole comprehensive experimental device of minor diameter straight tube shell.
Fig. 2 isThe structural representation of anchor pole comprehensive experimental device during for acute angle.
Fig. 3 is the enlarged drawing of A in Fig. 2.
Fig. 4 isThe structural representation of anchor pole comprehensive experimental device during for right angle.
Fig. 5 is the installation diagram of the anchor pole comprehensive experimental device of minor diameter straight tube shell.
Fig. 6 is the installation diagram of Fig. 4.
Specific embodiment
The invention will be further described below in conjunction with the accompanying drawings.
1~Fig. 6 of reference picture, a kind of anchor pole comprehensive experimental system, including support frame 21, use is provided with support frame as described above 21
With install anchor pole 1 shell 4, to anchor pole 1 position anchor pole locating ring 8, to anchor pole 1 anchor anchor head 2 and to drawing
The jack test system 3 of anchor pole 1, the top of the shell 4 is provided with upper port, and the bottom of the shell 4 is provided with to anchor pole 1
The lower port that passes through of lower end, the jack test system 3 is installed at the upper port, and the anchor pole locating ring 8 is installed
At the lower port, the anchor head 2 includes the upper anchor head anchored to the upper end of anchor pole 1 and the anchoring lower ends to anchor pole 1
Lower anchor head, the upper anchor head be located at the jack test system 3 top, the lower anchor head be located at the anchor pole locating ring
8 lower section, the upper anchor head, the jack of jack test system 3, anchor pole locating ring 8 and lower anchor head are set in anchor pole 1
On；
The shell 4 be with the chamber enclosure that bankets, it is described with the chamber enclosure that bankets to include being used to banket or cement mortar
Banket chamber 7 and outer cover body, and the cavity wall in the chamber 7 of banketing is cement mortar coating 5, and the cement mortar coating 5 is outer with described
The inwall laminating of shell body.The shape of the outer cover body is identical with the shape in chamber 7 of banketing.
Further, the shell 4 is straight tube shell.The straight tube shell can use minor diameter straight tube shell.
Further, described to be divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, and stage casing is taper, under
Section is major diameter straight tube shape, i.e., the external diameter of described hypomere is more than the external diameter of the epimere, and the epimere, stage casing and hypomere are together
Axle is set, and is provided between the cement mortar coating 5 and outer cover body of the middle section in dynamometry chamber 6, the dynamometry chamber 6 and is provided with use
To detect that slurry pouch or cement mortar are delivered to the sensor 10 of the pressure on stress film 11 by the soil body, the cement mortar is applied
Stress film 11 is additionally provided between layer 5 and the dynamometry chamber 6, the stress film 11 is fixedly connected with the outer cover body, it is described outer
Shell body is also provided with wire hole 12 at dynamometry chamber 6.
Further, the angle between the axis of the conical surface in the stage casing and the epimere isThis
Angle is related to sliding rupture angle φ, whenWhen, sliding force when soil body slipping is destroyed can directly be measured by dynamometry chamber.
Further, when angle is less than 60 °, the stage casing is provided with ribbed stiffener 16 with the junction of the epimere, described
Ribbed stiffener 16 is located at outside the shell 4.
Further, the thickness of the cement mortar coating 5 is 5~10mm.
Further, the internal diameter of the straight tube shell is 100~150mm.
Further, the internal diameter of the lower section with the chamber enclosure that bankets is 500~1000mm.
Further, the dynamometry chamber 6 is provided with four, and four dynamometry chambers are distributed on the cone with the chamber enclosure that bankets
At shape section.
In the present embodiment, the jack test system 3 is string heart jack test system, string heart jack test system
It is made up of electro-hydraulic servo string heart jack, oil pump, accumulator and controller, the system is hydraulic system, can carry out pulling capacity, position
Double control is moved, the loading in short-term and loading steady in a long-term of anchor pole 1 can be carried out, wherein loading in short-term need not use accumulator, it is long
Phase stabilization loading is mainly used in the Integer creeping experiment of anchoring-bolt system；Anchor pole through string heart jack, the upper and lower anchor head of anchor pole are consolidated
It is fixed, open string heart jack, drawing bolt, the hydrostatic sensor and displacement transducer being connected with string heart jack, so that it may measure
The pulling force and displacement of anchor pole 1；The stress film 11 is fixedly connected by fixing bolt 14 with the shell 4, the fixed spiral shell
Sealing ring 13 is additionally provided with bolt 14, the sealing ring 13 is located between the stress film 11 and the shell 4；The shell 4 is
Steel casing, by multiple combination, when the soil body is not considered with 1 interaction relationship of anchor pole, steel casing can be used steel casing
Minor diameter straight barrel type；Chamber 7 of banketing can be changed by Nang bags of sliding rupture angle φ differences of slurry, and sliding rupture angle φ refers to that the soil body is received
To by bolt action, after Nang bag active force of transmission of slurry, the failure mechanics of generation and the angle of anchor pole forced direction work as the soil body
Internal friction angle when being α, can use φ=45 °+α/2, internal friction angle α=20 °~30 ° of the general soil body, then φ=55 °~60 ° are
Angle between the applicability of experimental rig, two sections of shellsCan flexibly be selected according to the property of the experiment soil body, therefore take the change of angle
Change scopeAngle between two sections of shellsIt is unrelated with shell 4 and cement mortar coating 5；Steel casing exists
Some sections are vertically divided into, are connected per intersegmental use flange 15, by chamber steel casing and the various combination of straight tube shell of banketing, can
Tested with the engineering property to multiple Nang bags of anchoring-bolt systems；Dynamometry chamber 6 is mainly used in Nang bags of slurry and soil body interaction force
Test, it is made up of stress film 11, sensor 10 and outgoing line device, will the Nang bag active force to the soil body of slurry by stress film 11
Sensing, from sensor 10 by the change of active force be changed into electric signal be transmitted to second test instrument read active force, dynamometry chamber 6 exists
Uniform 4 in one week, the test content in each chamber is identical, is rubbed in the vertical active force and face in the main plane of test stress film 11
Power is wiped, that is, the pressure produced to surrounding soil after Nang bags of stress is starched, when the soil body occurs without sliding trend, you can directly utilizeStage casing shell, only survey stress membrane plane on vertical active force；Anchor pole locating ring 8 mainly passes through centre
Anchor pole 1 positioned, positioning include axis determination and limitation anchor pole rotate positioning, the vertical deformation of anchor pole 1 is not limited
With displacement, so as to the convenience that two ends anchor head is used；Anchor head is special FRP anchor poles fixed charge method end plate and nut；The work of ribbed stiffener 16
With being that will go here and there the active force of heart jack to be transmitted to major diameter shell, then support frame 21 is transmitted to, it is unrelated with test method；Device bottom
Support frame 21 can also use steel frame, predominantly top experimental rig provides a base for stabilization, and it is suitable for upper case
Different combinations；Cement mortar perfusion height is h, and the height in chamber of banketing is more than h.
As shown in figure 5, cement mortar 20 is filled with minor diameter straight tube shell, as shown in fig. 6, being loaded in chamber 7 of banketing
Banket 19.
Specific experiment scheme of the invention is as follows：
1. common bolt body of rod pull-out test
（1）Anchor rod body pull-out bond test
The present apparatus can carry out common bolt experiment, and the pull-out bond test of wherein anchor rod body itself is in basic experiment
Hold, the experimental program in the present apparatus is as follows：
1）From straight tube shell（Shell inside diameter is 100~150mm）, as shown in Figure 1；
2）Will anchor pole be tried（Rock-bolt length is not less than 500mm）Insertion, lower end anchor pole locating ring 8 is positioned, and with anchoring
Head is in anchoring lower ends；
3）String heart jack is inserted in, and is connected with test system；
4）Plus end anchorage head, and apply the prestressing force of anchor pole with nut by design requirement；
5）Jack hydraulic pump drawing bolt is opened, until anchor pole is pulled off, the limit pulling capacity and the limit of anchor pole is recorded
Shift value.
（2）Common whole-length cohesive anchor bolt pull-out test
1）From straight tube shell, the spraying cement screed on the inside of cylinder, 5~10mm of thickness；
2）Will be in anchor pole insertion tube be tried, lower end anchor pole locating ring 8 is positioned；
3）The filling concrete mortar between anchor pole and straight tube shell, the packed height of cement mortar is taken by engineering design requirements
Value, as shown in Figure 5；
4）Repeated after cement mortar reaches design strength（1）In step 3）~5）.
2. overall anchor pole pull-out test
Overall anchor pole pull-out test refers to the pull-out test method for considering anchor pole and the periphery soil body in the lump, and experiment is used
The soil body should take from engineering actual formation, such test method can be closer to the loading characteristic of anchor pole in Practical Project, institute
Obtain result and directive significance is had more to Practical Project.
（1）The anchor rod drawing power experiment of bottom enlarged footing
This experiment refer in anchor pole bottom, namely foot of hole local aperture increase be D（D/R=1.3~1.8, R is drilling
Diameter）, expanding place pours into the greatest extent cement mortar, and Nang bag of slurry is not set, and the pulling capacity of anchor pole is by the cement mortar body at enlarged footing and brill
Cohesive force between the cement mortar and anchor pole in hole is provided, but can be tested anchor pole, be expanded mortar head and soil body triple interaction
Relation.
1）From the situation for not considering soil body slipping destruction, that is, takeBand dynamometry chamber and banket chamber enclosure, such as Fig. 4
It is shown；
2）Spraying cement screed inside the shell, thickness is 5~10mm of thickness；
3）Plastic hollow water bag is placed above anchor pole locating ring, enlarged footing space is gone out with indwelling, worn in the middle of hollow water bag
Plastic tube, as shown in Figure 5；
4）To the soil body is filled in soil body chamber, surrounding and the densification of water bag are first filled out when banketing, first position water bag, then fill out water
Bag top；
5）Successively banket, successively densification, until chamber upper port of banketing；
6）After making the soil body static 4 hours, plastic hollow water bag is punctured from lower port, the water in bag is all emptied, from anchor
Polybag is taken out in bar retainer ring mesopore；
7）Gently rotation plastic tube of the indwelling in the middle of the soil body, and being drawn it out from upper end, and ensure the drilling of indwelling with
Enlarged footing not collapse hole；
8）Will be in anchor pole insertion tube be tried, lower end anchor pole locating ring 8 is positioned；
9）In anchor pole and enlarged footing and the pre- filling concrete mortar that interspaces of plastic tube, the packed height of cement mortar presses work
Journey design requirement value is h, as shown in Figure 5；
10）1. are repeated after cement mortar reaches design strength（1）In step 3）~5）.
（2）Starch the pull-out test in short-term of Nang anchor poles
This experiment is similar to enlarged footing anchor rod experiment, simply will be enlarged by head and changes Nang bags of slurry into, due to Nang bags of slurry and anchor pole group
One entirety of synthesis, the possibility that anchor pole is destroyed with generation direct shearing on the interface of mortar is substantially reduced, and can be effectively improved
Anchor rod drawing power.But due to slurry, Nang bags is connected with anchor pole, and bore diameter will be increased suitably, and enlarged footing diameter also should suitably add
Greatly, the ratio between typically desirable enlarged footing diameter and bore diameter D/R=1.5~2.0 are advisable.
1）Empirically design requirement is from appropriateThe shell and bottom enclosure in the dynamometry chamber at angle, top straight tube shell group
Close, still withAs a example by illustrate, as shown in Figure 4；
2）Spraying cement screed inside the shell, thickness is 5~10mm of thickness；
3）External diameter is put with drilling internal diameter identical plastic tube in axial location, and bottom is positioned by locating ring, it is outer successively in pipe
Banket and successively densification, until chamber upper port of banketing；
4）After making the soil body static 4 hours, plastic tube of the indwelling in the middle of the soil body is gently rotated, drawn it out from upper end, and
Ensure the drilling of indwelling not collapse hole；
5）According to Nang bags of design size of slurry, opened in bottom and cut Nang bags of enlarged footing space of slurry, can be using high pressure water cut soil
Body, it is also possible to which T-shaped peeling knife cuts the soil body, soil bits and water from lower end locating ring mesopore discharge under cutting；
6）Insert band starches Nang bags of anchor pole, and anchor pole bottom is positioned by locating ring；
7）To Nang bags of cement injection mortar of slurry, grouting is stopped after reaching design flow and grouting pressure rising to be poured into slurry amount；
8）Small plastic tube is inserted between anchor pole and borehole wall, to injecting cement mortar between wall, slurries injecting height is by setting
Meter requires value.
9）After reaching design strength to be poured into cement mortar, string heart jack is inserted in, and be connected with test system
10）Plus end anchorage head, and apply the prestressing force of anchor pole with nut by design requirement；
11）Jack hydraulic pump drawing bolt is opened, until anchor pole is pulled off, the limit pulling capacity and the limit of anchor pole is recorded
Shift value.
Slurry Nang bags of this experiment can not only be placed on foot of hole, may also placed in drilling middle part, it is also possible at one
Drilling places multiple, can also be completed using the present apparatus for the Nang bags of anchor rod drawing power experiment of multiple slurry, only need to be by several chambers of banketing
Vertically it is combined, lengthens experiment rock-bolt length.
（3）Starch the long-term pull-out test of Nang anchor poles
This experimental rig can carry out the long-term pull-out test of anchor pole, mainly by go here and there heart jack loading system come
Realize.
Installation with the pull-out test in short-term of slurry Nang anchor poles is identical with grouting method, that is, complete the drawing in short-term of slurry Nang anchor poles
The 1 of pull out force experiment）~10）Step, after jack hydraulic pump is opened, by pulling capacity control below short-term ultimate bearing capacity, and
A kind of progressively experiment of heavy loads.Can specifically carry out as follows：
1）Complete the 1 of the pull-out test in short-term of slurry Nang anchor poles）~10）Step；
2）0.5 times of the pulling capacity of the limit in short-term of slurry Nang anchor poles is taken, as the controlling value of jack pulling capacity, and keeps drawing
Constant 48 hours of pull out force；
3）When pulling capacity keeps 48 hours anchor poles not occur destroying or anchor pole displacement keeps stabilization, increase by 0.1 times in short-term
Limit pulling capacity and continue keep it is constant；
4）By 3）CYCLIC LOADING, constantly monitoring is until anchor pole is integrally destroyed and obtains Limit of Long-Term pulling capacity；
5）It is it is believed that anchor pole is integrally destroyed that following one of them phenomenon occurs：
A. anchor pole rod member is pulled off or pulls out；
B. anchor rod drawing power continuous decrease, it is impossible to keep pulling capacity constant；
C. the extraction displacement of anchor pole is continuously increased, and cannot stablize.
The common bolt body of rod and enlarged footing entirety anchor pole can also carry out long-term pull-out test, and test method also can phase
Seemingly carry out.
Claims (6)
1. a kind of anchor pole comprehensive experimental system, including support frame, it is characterised in that：It is provided with that anchor is installed on support frame as described above
The shell of bar, the anchor pole locating ring to anchor pole positioning, surveyed to anchor rod anchored anchor head and to the jack of drawing bolt
Test system, is provided with upper port at the top of the shell, the bottom of the shell is provided with the lower port passed through to the lower end of anchor pole,
The jack test system is installed at the upper port, and the anchor pole locating ring is installed at the lower port, the anchor
Head includes the lower anchor head of the upper anchor head and anchoring lower ends to anchor pole anchored to the upper end of anchor pole, and the upper anchor head is located at institute
The top of jack test system is stated, the lower anchor head is located at the lower section of the anchor pole locating ring, and the upper anchor head, jack are surveyed
The jack of test system, anchor pole locating ring and lower anchor head are set on anchor pole；
The shell be with the chamber enclosure that bankets, it is described include being used to banket with the chamber enclosure that bankets or cement mortar chamber of banketing
And outer cover body, the cavity wall in the chamber of banketing is cement mortar coating, in the cement mortar coating and the outer cover body
Wall is fitted；
Described to be divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, and stage casing is taper, and hypomere is major diameter straight tube
Shape, the epimere, stage casing and hypomere are and are coaxially disposed, and are provided between the cement mortar coating and outer cover body of the middle section
Dynamometry chamber, is additionally provided with stress film between the cement mortar coating and the dynamometry chamber, be provided with to detect in the dynamometry chamber
Slurry pouch or cement mortar are delivered to the sensor of the pressure on stress film, the stress film and the outer cover body by the soil body
It is fixedly connected, the outer cover body is also provided with wire hole at dynamometry chamber.
2. a kind of anchor pole comprehensive experimental system as claimed in claim 1, it is characterised in that：The conical surface in the stage casing with it is described on
Angle between the axis of section is 45 °~90 °.
3. a kind of anchor pole comprehensive experimental system as claimed in claim 2, it is characterised in that：When angle be less than 60 ° when, it is described in
Section is provided with ribbed stiffener with the junction of the epimere, and the ribbed stiffener is located at outside the shell.
4. a kind of anchor pole comprehensive experimental system as claimed in claim 1 or 2, it is characterised in that：The cement mortar coating
Thickness is 5~10mm.
5. a kind of anchor pole comprehensive experimental system as claimed in claim 1, it is characterised in that：It is described with banketing under chamber enclosure
Internal diameter at section is 500~1000mm.
6. a kind of anchor pole comprehensive experimental system as claimed in claim 1, it is characterised in that：The dynamometry chamber is provided with four,
Four dynamometry chambers are distributed at the conical section with the chamber enclosure that bankets.
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| CN201510821334.XA CN105350588B (en) | 2015-11-23 | 2015-11-23 | A kind of anchor pole comprehensive experimental system |
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| CN108252341A (en) * | 2018-04-03 | 2018-07-06 | 广州市建筑科学研究院有限公司 | A kind of bag pressure formula enlarging anchor rod model test apparatus and method |
| CN111206626B (en) * | 2020-01-19 | 2021-07-20 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
| CN114184482B (en) * | 2021-03-09 | 2024-07-26 | 中国水利水电第九工程局有限公司 | Quantitative test method for pullout resistance of anchor rod |
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| JP2011209139A (en) * | 2010-03-30 | 2011-10-20 | Japan Pile Corp | Horizontal load testing method of pile |
| CN202075181U (en) * | 2011-05-18 | 2011-12-14 | 四川天元机械工程股份有限公司 | Anchor bolt strength testing device |
| CN202090370U (en) * | 2011-05-18 | 2011-12-28 | 马鞍山十七冶工程科技有限责任公司 | Pull-out test device for small-diameter anchor pile |
| CN205530391U (en) * | 2015-11-23 | 2016-08-31 | 浙江工业大学工程设计集团有限公司 | Stock comprehensive experiment device |
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