CN105350588A - Comprehensive anchor rod experiment system - Google Patents
Comprehensive anchor rod experiment system Download PDFInfo
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- CN105350588A CN105350588A CN201510821334.XA CN201510821334A CN105350588A CN 105350588 A CN105350588 A CN 105350588A CN 201510821334 A CN201510821334 A CN 201510821334A CN 105350588 A CN105350588 A CN 105350588A
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- anchor pole
- anchor
- chamber
- shell
- cement mortar
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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
A comprehensive anchor rod experiment system comprises a supporting frame. The supporting frame is provided with a shell used for installing an anchor rod, an anchor rod positioning ring used for positioning the anchor rod, an anchor head used for anchoring the anchor rod, and a jack testing system used for pulling the anchor rod. An upper end opening is formed in the top of the shell. A lower end opening for the lower end of the anchor rod to penetrate is formed in the bottom of the shell. The jack testing system is installed in the upper end opening. The anchor rod positioning ring is arranged in the lower end opening. The anchor head comprises an upper anchor head body used for anchoring the upper end of the anchor rod, and a lower anchor head body used for anchoring the lower end of the anchor rod. The upper anchor head body is located above the jack testing system, and the lower anchor head body is located below the anchor rod positioning ring. The upper anchor head body, a jack of the jack testing system, the anchor rod positioning ring and the lower anchor head body are all arranged on the anchor rod in a sleeving manner. The comprehensive anchor rod experiment system can be conveniently used for tests of anchor rods of different forms.
Description
Technical field
The invention belongs to Anchorage Technology field, particularly relate to a kind of anchor pole comprehensive experimental system.
Background technology
In field of civil engineering, the use of anchor pole has long history, anchor pole pooled applications is in the temporary lining of mining engineering and Rock Tunnel, anchor pole many employings metal as basic material, as reinforcing bar, steel strand etc., in recent years along with anchor pole is applied to permanent works in large quantities, for solving the endurance issues of anchor pole, occurred fiber epoxies anchor bar body, but these anchor poles are compared with anchor metal, there is obvious creep properties.The anchorage style of conventional anchor utilizes the soundness of rock mass more, by anchor bar body and rock mass consolidation, and main porose bottom anchor and total length bond-anchorage mode.Along with the fast development of China's speedway and the universal of urban skyscraper, the action principle of anchor pole is introduced in these engineerings, and stablized and basement in high rise building stability against floating for upper side slope in a large number, but this type of engineering has has obvious feature with conventional anchor technology, except this type of anchor pole all requires long-term work, also require that the time that anchor pole can normally play a role and engineering itself are with the life-span, and mostly be soil anchor, namely the working environment residing for anchor pole is soil body stratum, except the firm difference of anchoring body self, and be in moisture unfavorable conditions of Denging for a long time, this has higher requirement to the body of rod material of this type of anchor pole and corresponding anchoring.FRP anchor pole is proposed at present for this type of permanent anchor pole, the rust-resisting property of fiber and epoxies is utilized to solve endurance issues, meanwhile, to utilize in soil layer mud jacking, adopt the grouting Nang bag of various material to carry out anchoring rod, improve the anchored force of anchor pole in the soil body; Research and experiment for this type of anchor pole only rests on the test to rod member itself at present, not yet can systematically carry out the experimental study coordinated mutually with construction technology technology, especially the experimental rig that the comprehensive process such as anchor rod body and soil layer, anchoring Nang bag, boring form combines lacks, and has had a strong impact on the application technology exploitation of this type of anchor pole.
Summary of the invention
In order to overcome the deficiency that prior art exists, the invention provides the anchor pole comprehensive experimental system can be convenient to multi-form anchor pole and carried out testing.
The technical solution adopted for the present invention to solve the technical problems is:
A kind of anchor pole comprehensive experimental system, comprise bracing frame, support frame as described above is provided with the shell in order to skyhook, in order to the anchor pole locating ring of anchor pole location, in order to anchor rod anchored anchor head and the jack test macro in order to drawing bolt, the top of described shell is provided with upper port, the bottom of described shell is provided with the lower port that the lower end in order to anchor pole is passed, described jack test macro is installed on described upper port place, described anchor pole locating ring is installed on described lower port place, described anchor head comprises the lower anchor head of the upper anchor head in order to the upper end anchoring of anchor pole and the anchoring lower ends in order to anchor pole, described upper anchor head is positioned at the top of described jack test macro, described lower anchor head is positioned at the below of described anchor pole locating ring, described upper anchor head, the jack of jack test macro, anchor pole locating ring and lower anchor head are all set on anchor pole.
Further, described shell is with banketing chamber enclosure, describedly comprise banketing with the chamber enclosure that bankets or banket chamber and the outer cover body of cement mortar, described in the banket chamber wall in chamber be cement mortar coating, the inwall of described cement mortar coating and described outer cover body is fitted.
Further again, described shell is straight tube shell.
Further again, describedly be divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, stage casing is taper, hypomere is major diameter straight tube shape, described epimere, stage casing and hypomere are coaxial setting, dynamometry chamber is provided with between the cement mortar coating of described middle section and outer cover body, be provided with in described dynamometry chamber and be delivered to the sensor of the pressure on stressed film in order to detection slurry pouch or cement mortar by the soil body, stressed film is also provided with between described cement mortar coating and described dynamometry chamber, described stressed film is fixedly connected with described outer cover body, described outer cover body also has wire hole at dynamometry chamber place.
Further again, the angle between the conical surface in described stage casing and the axis of described epimere is 45 ° ~ 90 °.
Further again, when angle is less than 60 °, the junction of described stage casing and described epimere is provided with stiffening rib, and described stiffening rib is positioned at outside described shell.
Further again, the thickness of described cement mortar coating is 5 ~ 10mm.
Further again, the internal diameter of described straight tube shell is 100 ~ 150mm.
Further again, the internal diameter of the described lower section with the chamber enclosure that bankets is 500 ~ 1000mm.
Further, described dynamometry chamber is provided with four, and four dynamometry chambeies are distributed on the described conical section place with the chamber enclosure that bankets.
Design principle of the present invention is: design principle of the present invention is the experiment theory of similarity, according to the basic demand of the theory of similarity, in conjunction with the operating characteristic of anchor pole, anchor pole, boring, slurry Nang bag are suitably reduced in proportion, suitable simplification fringe conditions, sets up Physical Experiment model; The simulation of wherein holing adopts indwelling mode; Anchor rod body and anchoring nut adopt the raw material adopted in engineering; Soil layer can adopt manipulated soil; Slurry Nang bag adopts and the identical material of slurry Nang bag in engineering, and volume is corresponding to be reduced, and it and anchor pole connect identical with engineering employing method; Consider that experimental rig shell adopts steel material, for the way of contact on Nang bag and anchor pole and stratum is starched in simulation, inside device case, add cement mortar coating to simulate the inner friction surface between the soil body; The pulling capacity of anchor pole and drawing deformation amount are realized by string heart jack test macro, by the control element of string heart jack test macro and accumulator can realize anchoring-bolt system long-term stressed under creep test; For test starches the anchoring effect of Nang bag in the soil body by after bolt action, above chamber of banketing, devise test chamber, special test slurry Nang bag is by the active force of the soil body to crust of the device.
Beneficial effect of the present invention is mainly manifested in: the bearingtest in short-term of anchor pole and long-time bearing power can be tested and be incorporated into in one experimental rig, the bearingtest of anchor rod body and anchor pole-stratum total bearing capacity be tested and be incorporated in same experimental rig; Press the different building forms of anchor pole, experimental rig is divided into different assemblies, after different combinations, multi-form anchor rod experiment demand can be met easily; Using the interactively between anchor pole and the soil body as one of content measurement, and be blended among crust of the device.
Accompanying drawing explanation
Fig. 1 is the structural representation of the anchor pole comprehensive experimental device of minor diameter straight tube shell.
Fig. 2 is
for the structural representation for anchor pole comprehensive experimental device during acute angle.
Fig. 3 is the enlarged drawing of A in Fig. 2.
Fig. 4 is
for the structural representation for anchor pole comprehensive experimental device during right angle.
Fig. 5 is the installation drawing of the anchor pole comprehensive experimental device of minor diameter straight tube shell.
Fig. 6 is the installation drawing of Fig. 4.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.
With reference to Fig. 1 ~ Fig. 6, a kind of anchor pole comprehensive experimental system, comprise bracing frame 21, support frame as described above 21 is provided with the shell 4 in order to skyhook 1, in order to the anchor pole locating ring 8 that anchor pole 1 is located, anchor head 2 in order to anchor pole 1 anchoring and the jack test macro 3 in order to drawing bolt 1, the top of described shell 4 is provided with upper port, the bottom of described shell 4 is provided with the lower port that the lower end in order to anchor pole 1 is passed, described jack test macro 3 is installed on described upper port place, described anchor pole locating ring 8 is installed on described lower port place, described anchor head 2 comprises the lower anchor head of the upper anchor head in order to the upper end anchoring of anchor pole 1 and the anchoring lower ends in order to anchor pole 1, described upper anchor head is positioned at the top of described jack test macro 3, described lower anchor head is positioned at the below of described anchor pole locating ring 8, described upper anchor head, the jack of jack test macro 3, anchor pole locating ring 8 and lower anchor head are all set on anchor pole 1.
Further, described shell 4 is with banketing chamber enclosure, describedly comprise banketing with the chamber enclosure that bankets or banket chamber 7 and the outer cover body of cement mortar, described in the banket chamber wall in chamber 7 be cement mortar coating 5, described cement mortar coating 5 is fitted with the inwall of described outer cover body.The shape of described outer cover body is identical with the shape in chamber 7 of banketing.
Further again, described shell 4 is straight tube shell.Described straight tube shell can adopt minor diameter straight tube shell.
Further again, describedly be divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, stage casing is taper, hypomere is major diameter straight tube shape, namely the external diameter of described hypomere is greater than the external diameter of described epimere, described epimere, stage casing and hypomere are coaxial setting, dynamometry chamber 6 is provided with between the cement mortar coating 5 of described middle section and outer cover body, be provided with in described dynamometry chamber 6 and be delivered to the sensor 10 of the pressure on stressed film 11 in order to detection slurry pouch or cement mortar by the soil body, stressed film 11 is also provided with between described cement mortar coating 5 and described dynamometry chamber 6, described stressed film 11 is fixedly connected with described outer cover body, described outer cover body also has wire hole 12 at dynamometry chamber 6 place.
Further again, the angle between the conical surface in described stage casing and the axis of described epimere is
this angle is relevant to sliding rupture angle φ, when
time, directly can measure sliding force when soil body slipping destroys by dynamometry chamber.
Further again, when angle is less than 60 °, the junction of described stage casing and described epimere is provided with stiffening rib 16, and described stiffening rib 16 is positioned at outside described shell 4.
Further again, the thickness of described cement mortar coating 5 is 5 ~ 10mm.
Further again, the internal diameter of described straight tube shell is 100 ~ 150mm.
Further again, the internal diameter of the described lower section with the chamber enclosure that bankets is 500 ~ 1000mm.
Further, described dynamometry chamber 6 is provided with four, and four dynamometry chambeies are distributed on the described conical section place with the chamber enclosure that bankets.
In the present embodiment, described jack test macro 3 is string heart jack test macro, string heart jack test macro is made up of electro-hydraulic servo string heart jack, oil pump, accumulator and controller, this system is hydraulic system, pulling capacity can be carried out, displacement with dual controls, can carry out the loading in short-term of anchor pole 1 and loading steady in a long-term, wherein load in short-term and need not adopt accumulator, long-term stability loads the Integer creeping test being mainly used in anchoring-bolt system, by anchor pole through string heart jack, the upper and lower anchor head of anchor pole is fixed, and opens string heart jack, drawing bolt, and the hydrostatic sensor be connected with string heart jack and displacement transducer, just can measure pulling force and the displacement of anchor pole 1, described stressed film 11 is fixedly connected with described shell 4 by set bolt 14, and described set bolt 14 is also provided with sealing ring 13, and described sealing ring 13 is between described stressed film 11 and described shell 4, described shell 4 is steel casing, and steel casing is by multiple combination, and when not considering the soil body and anchor pole 1 interaction relationship, steel casing can adopt minor diameter straight barrel type, chamber 7 of banketing can change by the sliding rupture angle φ difference of slurry Nang bag, sliding rupture angle φ refers to that the soil body is subject to by bolt action, after the active force transmitted by slurry Nang bag, the failure mechanics produced and the angle of anchor pole forced direction, when the angle of internal friction of the soil body is α, °+α/2, desirable φ=45, angle of internal friction α=20 of the general soil body ° ~ 30 °, then φ=55 ° ~ 60 ° are the applicability of experimental rig, the angle between two sections of shells
can select flexibly according to the character of the test soil body, therefore get the excursion of angle
angle between two sections of shells
have nothing to do with shell 4 and cement mortar coating 5, steel casing vertically can be divided into some sections, often intersegmentally to connect with flange 15, by the various combination of banket chamber steel casing and straight tube shell, can test the engineering property of multiple Nang bag anchoring-bolt system, dynamometry chamber 6 is mainly used in the test of starching Nang bag and soil body interaction force, it is by stressed film 11, sensor 10 and outgoing line device composition, by slurry Nang bag to the induction of the active force of the soil body by stressed film 11, from sensor 10, the change of active force is become the signal of telecommunication and pass to second test instrument reading active force, in one week uniform 4, dynamometry chamber 6, the content measurement in each chamber is identical, vertical active force in main test stressed film 11 plane and face internal friction, namely the stressed rear pressure that surrounding soil is produced of Nang bag is starched, when there is not slippage trend in the soil body, can directly utilize
stage casing shell, only survey the vertical active force on stressed membrane plane, the anchor pole 1 that centre is mainly passed by anchor pole locating ring 8 positions, and location comprises the determination of axis and the location of restriction anchor pole rotation, does not limit vertical deformation and the displacement of anchor pole 1, so that the convenience that two ends anchor head uses, anchor head is special FRP anchor pole fixed charge method end plate and nut, the effect of stiffening rib 16 is that the active force of string heart jack is passed to major diameter shell, then passes to bracing frame 21, has nothing to do with test method, the bracing frame 21 of device bottom also can use steel frame, and be mainly top experimental rig and provide a stable base, it can adapt to the various combination form of upper case, cement mortar perfusion is highly h, and the height in chamber of banketing is greater than h.
As shown in Figure 5, in minor diameter straight tube shell, pour into cement mortar 20, as shown in Figure 6, loaded in chamber 7 of banketing and banketed 19.
Specific experiment scheme of the present invention is as follows:
1. common bolt body of rod pull-out test
(1) anchor rod body pull-out bond test
This device can carry out common bolt test, and wherein the pull-out bond test of anchor rod body self is basic content of the test, and the experimental program in this device is as follows:
1) straight tube shell (shell inside diameter is 100 ~ 150mm) is selected, as shown in Figure 1;
2) will treat that examination anchor pole (rock-bolt length is not less than 500mm) is inserted, lower end anchor pole locating ring 8 is located, and with anchorage head at anchoring lower ends;
3) be inserted in string heart jack, and be connected with test macro;
4) add upper end anchorage head, and apply the prestressing force of anchor pole with nut by designing requirement;
5) jack hydraulic pump drawing bolt is opened, until anchor pole is pulled off, the limit pulling capacity of record anchor pole and extreme displacement value.
(2) common whole-length cohesive anchor bolt pull-out test
1) straight tube shell is selected, spraying cement screed inside cylinder, thickness 5 ~ 10mm;
2) will treat that examination anchor pole inserts in cylinder, lower end anchor pole locating ring 8 is located;
3) filling concrete mortar between anchor pole and straight tube shell, the packed height of cement mortar presses engineering design requirements value, as shown in Figure 5;
4) after cement paste reaches design strength, repeat the step 3 in (1)) ~ 5).
2. overall anchor pole pull-out test
Overall anchor pole pull-out test refers to pull-out test method anchor pole and the periphery soil body considered in the lump, the soil body of test should take from engineering actual formation, such test method can closer to the loading characteristic of anchor pole in Practical Project, and acquired results has more directive significance to Practical Project.
(1) the anchor rod drawing power test of bottom enlarged footing
This test refers to bottom anchor pole, also namely aperture, foot of hole local is strengthened as D (D/R=1.3 ~ 1.8, R is bore diameter), expanding place pours into cement mortar to the greatest extent, do not establish slurry Nang bag, the pulling capacity of anchor pole leans on the cement mortar in the cement mortar body at enlarged footing place and boring and the adhesion stress between anchor pole to provide, but can test anchor pole, expansion mortar head and soil body triple interaction relation.
1) select the situation not considering that soil body slipping destroys, namely get
band dynamometry chamber and to banket chamber enclosure, as shown in Figure 4;
2) spraying cement screed inside the shell, thickness is thickness 5 ~ 10mm;
3) above anchor pole locating ring, place plastic hollow water bag, go out enlarged footing space with indwelling, wear plastic pipe in the middle of hollow water bag, as shown in Figure 5;
4) in soil body chamber, fill the soil body, first fill out the surrounding of water bag when banketing and densification, first make water bag locate, then fill out above water bag;
5) successively banket, successively densification, until chamber upper port of banketing;
6) make the soil body after static 4 hours, puncture plastic hollow water bag from lower port, the water in bag is all emptying, from anchor pole retainer ring mesopore, take out polybag;
7) rotate the plastic pipe of indwelling in the middle of the soil body gently, and extracted out from upper end, and guarantee boring and the enlarged footing not collapse hole of indwelling;
8) will treat that examination anchor pole inserts in cylinder, lower end anchor pole locating ring 8 is located;
9) to interspace in advance a filling concrete mortar at anchor pole and enlarged footing and plastic pipe, the packed height of cement mortar is h by engineering design requirements value, as shown in Figure 5;
10) after cement paste reaches design strength, repeat the step 3 in 1. (1)) ~ 5).
(2) pull-out test in short-term of Nang anchor pole is starched
This test is similar to enlarged footing anchor rod experiment, just enlarged footing is changed into slurry Nang bag, because slurry Nang bag and anchor pole are combined into an entirety, the interface of anchor pole and mortar occurs the possibility that direct shearing destroys and greatly reduces, can effectively improve anchor rod drawing power.But because slurry Nang bag is connected with anchor pole, bore diameter will suitably strengthen, and enlarged footing diameter also should suitably strengthen, and general desirable enlarged footing diameter is advisable with ratio D/R=1.5 ~ 2.0 of bore diameter.
1) empirically designing requirement select suitable
the shell in the dynamometry chamber at angle and bottom enclosure, top straight tube housing combination, still with
for example illustrates, as shown in Figure 4;
2) spraying cement screed inside the shell, thickness is thickness 5 ~ 10mm;
3) put the external diameter plastic pipe identical with boring internal diameter in axial location, bottom is located by locating ring, successively bankets and successively densification, until chamber upper port of banketing outside pipe;
4) make the soil body after static 4 hours, rotate the plastic pipe of indwelling in the middle of the soil body gently, extracted out from upper end, and guarantee the boring not collapse hole of indwelling;
5) according to the design size of slurry Nang bag, open cut slurry Nang bag enlarged footing space in bottom, water under high pressure can be adopted to cut the soil body, also can cut the soil body with T-shaped peeling knife, the soil bits under cutting are discharged from lower end locating ring mesopore with water;
6) insert band slurry Nang bag anchor pole, anchor pole bottom is located by locating ring;
7) to slurry Nang bag cement injection mortar, reach design flow to be poured into slurry amount and stop grouting after grouting pressure rising;
8) between anchor pole and borehole wall, insert little plastic pipe, between wall, inject cement mortar, slurries injecting height is by designing requirement value.
9), after reaching design strength to be poured into cement mortar, be inserted in string heart jack, and be connected with test macro
10) add upper end anchorage head, and apply the prestressing force of anchor pole with nut by designing requirement;
11) jack hydraulic pump drawing bolt is opened, until anchor pole is pulled off, the limit pulling capacity of record anchor pole and extreme displacement value.
The slurry Nang bag of this test not only can be placed on foot of hole, also can be placed on boring middle part, also can place multiple a boring, this device also can be adopted to complete for multiple slurry Nang bag anchor rod drawing power test, only several chamber of banketing vertically need be combined, lengthen test rock-bolt length.
(3) the long-term pull-out test of Nang anchor pole is starched
This experimental rig can carry out the long-term pull-out test of anchor pole, and the loading system mainly through string heart jack realizes.
Identical with grouting method with the installation of the pull-out test in short-term of slurry Nang anchor pole, namely 1 of the pull-out test in short-term of slurry Nang anchor pole is completed) ~ 10) step, after unlatching jack hydraulic pump, pulling capacity is controlled below short-term ultimate bearing capacity, and progressively the one of heavy loads is tested.Specifically can carry out as follows:
1) 1 of the pull-out test in short-term of slurry Nang anchor pole is completed) ~ 10) step;
2) 0.5 times that gets the pulling capacity of the limit in short-term of slurry Nang anchor pole, as the controlling value of jack pulling capacity, and pulling capacity is kept constant 48 hours;
3) when pulling capacity keeps 48 hours anchor poles not occur destroying or anchor pole displacement keeps stablizing, 0.1 times of limit pulling capacity and continue to remain unchanged in short-term is increased;
4) by 3) CYCLIC LOADING, constantly monitoring obtains Limit of Long-Term pulling capacity until anchor pole entirety is destroyed;
5) there is one of them phenomenon following and can think that anchor pole entirety is destroyed:
A. anchor pole rod member is pulled off or pulls out;
B. anchor rod drawing power continuous decrease, cannot keep pulling capacity constant;
C. the displacement of extracting of anchor pole constantly increases, and cannot stablize.
The common bolt body of rod and the overall anchor pole of enlarged footing also can carry out long-term pull-out test, and test method also can similarly be carried out.
Claims (10)
1. an anchor pole comprehensive experimental system, comprise bracing frame, it is characterized in that: support frame as described above is provided with the shell in order to skyhook, in order to the anchor pole locating ring of anchor pole location, in order to anchor rod anchored anchor head and the jack test macro in order to drawing bolt, the top of described shell is provided with upper port, the bottom of described shell is provided with the lower port that the lower end in order to anchor pole is passed, described jack test macro is installed on described upper port place, described anchor pole locating ring is installed on described lower port place, described anchor head comprises the lower anchor head of the upper anchor head in order to the upper end anchoring of anchor pole and the anchoring lower ends in order to anchor pole, described upper anchor head is positioned at the top of described jack test macro, described lower anchor head is positioned at the below of described anchor pole locating ring, described upper anchor head, the jack of jack test macro, anchor pole locating ring and lower anchor head are all set on anchor pole.
2. a kind of anchor pole comprehensive experimental system as claimed in claim 1, it is characterized in that: described shell is with banketing chamber enclosure, describedly comprise banketing with the chamber enclosure that bankets or banket chamber and the outer cover body of cement mortar, the chamber wall in described chamber of banketing is cement mortar coating, and the inwall of described cement mortar coating and described outer cover body is fitted.
3. a kind of anchor pole comprehensive experimental system as claimed in claim 1, is characterized in that: described shell is straight tube shell.
4. a kind of anchor pole comprehensive experimental system as claimed in claim 2, it is characterized in that: be describedly divided into three sections with the chamber enclosure that bankets, epimere is minor diameter straight tube shape, stage casing is taper, hypomere is major diameter straight tube shape, described epimere, stage casing and hypomere are coaxial setting, dynamometry chamber is provided with between the cement mortar coating of described middle section and outer cover body, stressed film is also provided with between described cement mortar coating and described dynamometry chamber, be provided with in described dynamometry chamber and be delivered to the sensor of the pressure on stressed film in order to detection slurry pouch or cement mortar by the soil body, described stressed film is fixedly connected with described outer cover body, described outer cover body also has wire hole at dynamometry chamber place.
5. a kind of anchor pole comprehensive experimental system as claimed in claim 4, is characterized in that: the angle between the conical surface in described stage casing and the axis of described epimere is 45 ° ~ 90 °.
6. a kind of anchor pole comprehensive experimental system as claimed in claim 5, is characterized in that: when angle is less than 60 °, the junction of described stage casing and described epimere is provided with stiffening rib, and described stiffening rib is positioned at outside described shell.
7. a kind of anchor pole comprehensive experimental system as described in claim 2 or 4 or 5 any one, is characterized in that: the thickness of described cement mortar coating is 5 ~ 10mm.
8. a kind of anchor pole comprehensive experimental system as claimed in claim 3, is characterized in that: the internal diameter of described straight tube shell is 100 ~ 150mm.
9. a kind of anchor pole comprehensive experimental system as claimed in claim 4, is characterized in that: the internal diameter of the described lower section with the chamber enclosure that bankets is 500 ~ 1000mm.
10. a kind of anchor pole comprehensive experimental system as claimed in claim 4, is characterized in that: described dynamometry chamber is provided with four, and four dynamometry chambeies are distributed on the described conical section place with the chamber enclosure that bankets.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN111206626A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
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| 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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| Publication number | Priority date | Publication date | Assignee | Title |
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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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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN111206626A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for measuring anchoring force of soil layer anchor rod in water level change process |
| 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 |
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| CN105350588B (en) | 2017-06-16 |
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