CN105572037A - Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface - Google Patents
Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface Download PDFInfo
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- 239000004567 concrete Substances 0.000 title claims abstract description 40
- 229910052755 nonmetal Inorganic materials 0.000 title claims abstract description 31
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000012360 testing method Methods 0.000 title claims abstract description 20
- 238000007667 floating Methods 0.000 title abstract description 8
- 238000006243 chemical reaction Methods 0.000 claims abstract description 23
- 238000010998 test method Methods 0.000 claims abstract description 6
- 238000006073 displacement reaction Methods 0.000 claims abstract description 5
- 230000001174 ascending effect Effects 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 122
- 239000010959 steel Substances 0.000 claims description 122
- 238000004080 punching Methods 0.000 claims description 60
- 239000011150 reinforced concrete Substances 0.000 claims description 25
- 239000011159 matrix material Substances 0.000 claims description 22
- 239000003292 glue Substances 0.000 claims description 21
- 238000009434 installation Methods 0.000 claims description 20
- 239000003795 chemical substances by application Substances 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 7
- 238000010276 construction Methods 0.000 claims description 7
- 230000008878 coupling Effects 0.000 claims description 6
- 238000010168 coupling process Methods 0.000 claims description 6
- 238000005859 coupling reaction Methods 0.000 claims description 6
- 239000003365 glass fiber Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 229920002430 Fibre-reinforced plastic Polymers 0.000 claims description 3
- 230000002146 bilateral effect Effects 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 239000002861 polymer material Substances 0.000 claims 1
- 239000000463 material Substances 0.000 description 4
- 230000001276 controlling effect Effects 0.000 description 3
- 230000007812 deficiency Effects 0.000 description 3
- 238000005259 measurement Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 238000007586 pull-out test Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N19/00—Investigating materials by mechanical methods
- G01N19/04—Measuring adhesive force between materials, e.g. of sealing tape, of coating
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Abstract
The invention belongs to the technical field of civil engineering tests, and relates to a relative slippage test method of a non-metal anti-floating anchor rod and a concrete interface, which comprises the steps of firstly installing a relative slippage test device of the non-metal anti-floating anchor rod and the concrete interface, then calibrating a through jack and a load sensor of the relative slippage test device of the non-metal anti-floating anchor rod and the concrete interface, finally loading by using the through jack, controlling the ascending amount of the through jack to be less than 10cm, causing the displacement of an anchor rod body by the reaction force of the through jack acting on a through reaction beam, and reading of a dial indicator at the moment, namely the relative slippage of the anchor rod and the concrete interface; the method has the advantages of simple process, high test precision, strong operability, direct numerical value result, high precision and small error.
Description
Technical field:
The invention belongs to civil engineering work test (comprising in-situ test and shop experiment) technical field, relate to a kind of nonmetal anti-float anchor rod and concrete interface Relative sliding method of testing, simple to operate, convenient test, compensate for the deficiency of other dependence test instruments at present, the relative slippage of nonmetal anti-float anchor rod and concrete interface can be drawn more accurately, more easily, for experimental study and materials application provide foundation.
Background technology:
Along with the exploitation of urban underground space and the continuous increase of building height, the embedded depth of foundation of buildings also continues to increase, and when structural load descends water buoyancy irresistibly, anti-floating problem becomes more and more outstanding.In engineering, we generally reach the object of anti-floating by methods such as Yield rainfall relation method, ballast method, anti-floating pile, anti-float anchor rods, wherein, anti-float anchor rod advantages such as bearing capacity is high relative to having that ground adaptability is strong additive method, in dispersive stress, constructability, hard rock soil layer, the construction period is short, cost is low and being widely used.Along with the application in underground works of the nonmetallic materials such as glass fibre, anti-float anchor rod to have again characteristic that is corrosion-resistant and electromagnetism interference concurrently, solves a difficult problem for puzzlement ground anchorage circle; Due to the construction of city underground engineering and flourish, nonmetal anti-float anchor rod solves a difficult problem for electromagnetism interference in anchor pole anti-floating problem in subway construction, makes it have more wide application prospect and Research Significance.Capability and deformation is two most important Con trolling index in underground engineering construction, in some engineering, is out of shape compared with bearing capacity more important.Anti-float anchor rod anchors in certain thickness reinforced concrete floor, anchor pole and concrete slip property directly affect the bearing capacity of structural elements, and to determining that the outer anchorage length of anti-float anchor rod has great significance, so the nonmetal anti-float anchor rod of direct mensuration and concrete relative slippage seem particularly important in process of the test, key is test accuracy and simplification.In existing pertinent instruments test, the general displacement of use anchor pole anchor head and the distortion of anchor pole calculate anchor pole and concrete relative slippage, but cause error to become large in measurement and the superimposed meeting of reckoning process medial error, and method is also more complicated; Along with going deep into of research, also can adopt, at anchor pole and concrete contact position, compliant member is installed, directly survey its deflection with dial gauge, and because the rigidity of compliant member is little, smooth surface also can make measurement result inaccurate, affect test findings.In addition, because the shear resistance of nonmetallic materials is poor, in current proving installation, usually will carry out pull-out test at the outer wall bonding steel sleeve of non-metallic rock, cementing agent is generally the mixed liquor of epoxy resin and hardening agent, on the one hand, injecting the process of cementing agent, because of steel pipe bottom have no occluder, cause cementing agent seepage, cause waste of material; On the other hand, can cause while steel sleeve outer wall welding ground tackle cementing agent be heated on gush, there is bonding situation loosely, cause steel sleeve and anchor pole cohesive force deficiency, cause test failure.Therefore, seek a kind of brand-new nonmetal anti-float anchor rod and concrete Relative sliding proving installation to solve the deficiencies in the prior art office and have very important realistic meaning and theory value.
Summary of the invention:
The object of the invention is to the shortcoming overcoming prior art existence, seek design and a kind of nonmetal anti-float anchor rod and concrete interface Relative sliding method of testing are provided, for directly determining the relative slippage of nonmetal anti-float anchor rod and concrete interface, be convenient to the anchoring property after studying anchor pole load-bearing.
To achieve these goals, the present invention realizes in nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation, and its concrete test process is:
(1), by the outer wall of the side of angle bar with semicircle steel pipe weld, be fixed together with guaranteeing angle bar and semicircle steel pipe close and firm, the side that angle bar does not weld and semicircle steel pipe outer wall vertical;
(2), by effective for the half rounds being welded with angle bar structure glue symmetrical expression be bonded on the anchor rod body a little more than reinforced concrete matrix surface, guarantee that semicircle steel pipe is vertical with reinforced concrete matrix surface;
(3), ring-type rubber stopper is filled in screw-thread steel sleeve pipe one end, the screw-thread steel sleeve pipe being plugged with ring-type rubber stopper is arranged on anchor rod body, one end that ring-type rubber stopper is housed is made to be positioned at the lower end of anchor rod body, then by screw-thread steel sleeve upper end slowly injecting structure glue, guarantee that structure glue filling is closely knit, make screw-thread steel sleeve pipe together with anchor rod body tight bond, the length of threaded steel pipe controls by presetting anchor force;
(4), on reinforced concrete matrix two joist steel symmetries are placed on anchor bar body 1 both sides, guarantee that the distance between two joist steel is 25-30cm, make anchor rod body be positioned at the center of two joist steel, ensure anchor pole axial tension;
(5), punching reaction beam is placed on joist steel through anchor rod body, guarantees that the centre of form of punching reaction beam overlaps with anchor rod body;
(6), on punching reaction beam billet, punching lifting jack, punching steel plate and load sensor are installed from down to up successively, guarantee that each parts are honest and the centre of form is coaxial with anchor pole, make the axial tension of anchor rod body in its loading procedure;
(7), be fixed on screw-thread steel sleeve pipe by screw thread ground tackle by screw thread, the number of ground tackle determines by presetting withdrawal resistance, thus ensures that ground tackle has enough coupling mechanism forces, and when preventing load application, screw thread ground tackle and screw-thread steel sleeve pipe produce shear failure;
(8), on parallel to the ground of the angle bar fixed at right angle setting dial gauge, the Magnetic gauge stand of dial gauge is fixed on datum line beam, ensures that it does not shake, complete the installation of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation;
(9), to the punching lifting jack of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation and load sensor demarcate, the accuracy of every grade of load application amount in warranty test process;
(10), nonmetal anti-float anchor rod and concrete interface Relative sliding are tested, load with punching lifting jack, and the ascending amount controlling punching lifting jack is less than 10cm, the counter-force of punching lifting jack acts on displacement punching reaction beam causing anchor rod body, and now the reading of dial gauge is anchor pole and concrete interface relative slippage.
The agent structure of nonmetal anti-float anchor rod of the present invention and concrete interface Relative sliding proving installation comprises anchor rod body, screw-thread steel sleeve pipe, screw thread ground tackle, load sensor, punching steel plate, punching lifting jack, punching billet, punching reaction beam, ring-type rubber stopper, joist steel, semicircle steel pipe, angle bar, dial gauge, Magnetic gauge stand, datum line beam and reinforced concrete matrix; The anchor rod body of perfect thread solid construction is glass fiber reinforced polymer (GFRP), to strengthen the bond stress between anchor rod body and anchoring body, can provide enough anchoring friction force; The inner wall smooth of screw-thread steel sleeve pipe, outer wall is carved with screw thread, and its internal diameter is greater than the diameter of anchor rod body, and screw-thread steel sleeve pipe and anchor rod body are with together with the mode tight bond of filling structure glue; The screw thread ground tackle of hexagonal structure is made up of the nut being coupled with screw-thread steel sleeve pipe, and screw thread ground tackle is connected with screw-thread steel sleeve pipe by screw thread, and the number of screw thread ground tackle is determined according to required coupling mechanism force size; The internal diameter of ring-type rubber stopper is greater than the diameter of anchor rod body, external diameter is less than the internal diameter of screw-thread steel sleeve pipe, the thickness of ring-type rubber stopper is 1.0cm, anchor rod body is through ring-type rubber stopper, ring-type rubber stopper is arranged on the bottom of threaded steel pipe, can not only plugging structure glue, can also ensure that anchor rod body is positioned at the central authorities of screw-thread steel sleeve pipe, ensure that the structure glue around anchor rod body is filled evenly in screw-thread steel sleeve pipe, have enough cohesive forces; The length of semicircle steel pipe is 2cm, and cut by the steel pipe symmetry with anchor pole same diameter and form, the inwall of semicircle steel pipe is pasted onto the outside of anchor rod body by structure glue; The bilateral type of anchor rod body is provided with joist steel, and joist steel is placed on reinforced concrete matrix, and the bottom of anchor rod body is inserted in reinforced concrete matrix; Two joist steel are placed with the punching reaction beam through anchor rod body, vertically install billet, punching lifting jack, punching steel plate and load sensor successively from bottom to top above punching reaction beam, billet, punching lifting jack, punching steel plate and load sensor are all through anchor rod body; The top symmetrical expression of anchor rod body and reinforced concrete matrix junction is pasted with semicircle steel pipe, and the side of angle bar is welded with the outer wall of semicircle steel pipe, the outer wall vertical of the side of not welding and semicircle steel pipe; Be provided with dial gauge directly over angle bar, dial gauge is provided with Magnetic gauge stand, and Magnetic gauge stand is fixed on datum line beam, for measuring the relative slippage of anchor rod body and reinforced concrete basal body interface.
The present invention is compared with existing proving installation, and its technique is simple, and measuring accuracy is high, workable, and show that numerical result is direct, precision degree is high, and error is little.
Accompanying drawing illustrates:
Fig. 1 is the agent structure schematic diagram of nonmetal anti-float anchor rod of the present invention and concrete interface Relative sliding proving installation.
Fig. 2 is the A-A cross-section structure principle schematic of nonmetal anti-float anchor rod of the present invention and concrete interface Relative sliding proving installation.
Fig. 3 is the B-B cross-section structure principle schematic of nonmetal anti-float anchor rod of the present invention and concrete interface Relative sliding proving installation.
Fig. 4 is dial gauge mounting structure principle schematic of the present invention.
Fig. 5 is dial gauge mounting structure diagrammatic cross-section of the present invention.
Embodiment:
Below by embodiment, also the present invention will be further described by reference to the accompanying drawings.
Embodiment:
The present embodiment realizes in nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation, and its concrete test process is:
(1), by the outer wall of the side of angle bar 12 with semicircle steel pipe 11 weld, be fixed together with guaranteeing angle bar 12 and semicircle steel pipe 11 close and firm, the non-face of weld of angle bar 12 and semicircle steel pipe 11 outer wall vertical;
(2), by the semicircle steel pipe 11 structure glue symmetrical expression being welded with angle bar 12 be bonded on the anchor rod body 1 a little more than reinforced concrete matrix 16 surface, guarantee that semicircle steel pipe 11 is vertical with reinforced concrete matrix 16 surface;
(3), ring-type rubber stopper 9 is filled in screw-thread steel sleeve pipe 2 one end, the screw-thread steel sleeve pipe 2 being plugged with ring-type rubber stopper 9 is arranged on anchor rod body 1, one end that ring-type rubber stopper 9 is housed is made to be positioned at the lower end of anchor rod body 1, then by screw-thread steel sleeve pipe 2 upper end slowly injecting structure glue, guarantee that structure glue filling is closely knit, make screw-thread steel sleeve pipe 2 together with anchor rod body 1 tight bond, the length of threaded steel pipe controls by presetting anchor force;
(4), on reinforced concrete matrix 16 two joist steel 10 symmetries are placed on anchor bar body 1 both sides, guarantee that the distance between two joist steel 10 is 25-30cm, make anchor rod body 1 be positioned at the center of two joist steel, ensure anchor pole axial tension;
(5), punching reaction beam 8 is placed on joist steel 10 through anchor rod body 1, guarantees that the centre of form of punching reaction beam 8 overlaps with anchor rod body 1;
(6), on punching reaction beam 8 successively billet 7, punching lifting jack 6, punching steel plate 5 and load sensor 4 are installed from down to up, guarantee that each parts are honest and the centre of form is coaxial with anchor pole, make the axial tension of anchor rod body 1 in its loading procedure;
(7), be fixed on screw-thread steel sleeve pipe 2 by screw thread ground tackle 3 by screw thread, the number of ground tackle determines by presetting withdrawal resistance, thus ensures that ground tackle has enough coupling mechanism forces, and when preventing load application, screw thread ground tackle 3 produces shear failure with screw-thread steel sleeve pipe 2;
(8), at right angle setting dial gauge 13 on parallel to the ground of the angle bar 12 fixed, the Magnetic gauge stand 14 of dial gauge 13 is fixed on datum line beam 15, ensure that it does not shake, complete the installation of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation;
(9), to the punching lifting jack 6 of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation and load sensor 4 demarcate, the accuracy of every grade of load application amount in warranty test process;
(10), nonmetal anti-float anchor rod and concrete interface Relative sliding are tested, load with punching lifting jack 6, and the ascending amount controlling punching lifting jack 6 is less than 10cm, the counter-force of punching lifting jack 6 acts on displacement punching reaction beam 8 causing anchor rod body 1, and now the reading of dial gauge 13 is anchor pole and concrete interface relative slippage.
The agent structure of the present embodiment comprises anchor rod body 1, screw-thread steel sleeve pipe 2, screw thread ground tackle 3, load sensor 4, punching steel plate 5, punching lifting jack 6, punching billet 7, punching reaction beam 8, ring-type rubber stopper 9, joist steel 10, semicircle steel pipe 11, angle bar 12, dial gauge 13, Magnetic gauge stand 14, datum line beam 15 and reinforced concrete matrix 16; The anchor rod body 1 of perfect thread solid construction is glass fiber reinforced polymer (GFRP), to strengthen the bond stress between anchor rod body 1 and anchoring body, can provide enough anchoring friction force; The inner wall smooth of screw-thread steel sleeve pipe 2, outer wall is carved with screw thread, and its internal diameter is greater than the diameter of anchor rod body 1, and screw-thread steel sleeve pipe 2 and anchor rod body 1 are with together with the mode tight bond of filling structure glue; The screw thread ground tackle 3 of hexagonal structure is made up of the nut being coupled with screw-thread steel sleeve pipe 2, and screw thread ground tackle 3 is connected with screw-thread steel sleeve pipe 2 by screw thread, and the number of screw thread ground tackle 3 is determined according to required coupling mechanism force size; The internal diameter of ring-type rubber stopper 9 is slightly larger than the diameter of anchor rod body 1, external diameter is slightly less than the internal diameter of screw-thread steel sleeve pipe 2, thickness is 1.0cm, anchor rod body 1 is through ring-type rubber stopper 9, ring-type rubber stopper 9 is arranged on the bottom of threaded steel pipe 2, can not only plugging structure glue, can also ensure that anchor rod body 1 is positioned at the central authorities of screw-thread steel sleeve pipe 2, ensure that the structure glue around anchor rod body 1 is filled evenly in screw-thread steel sleeve pipe 2, have enough cohesive forces; The length of semicircle steel pipe 11 is 2cm, and cut by the steel pipe symmetry that diameter is identical with anchor pole 1 diameter and form, the inwall of semicircle steel pipe 11 is pasted onto the outside of anchor rod body 1 by structure glue; The bilateral type of anchor rod body 1 is provided with joist steel 10, and joist steel 10 is placed on reinforced concrete matrix 16, and the bottom of anchor rod body 1 is inserted in reinforced concrete matrix 16; Two joist steel 10 are placed with the punching reaction beam 8 through anchor rod body 1, vertically install billet 7, punching lifting jack 6, punching steel plate 5 and load sensor 4 successively from bottom to top above punching reaction beam 8, billet 7, punching lifting jack 6, punching steel plate 5 and load sensor 4 are all through anchor rod body 1; Anchor rod body 1 is pasted with semicircle steel pipe 11 with the top symmetrical expression of reinforced concrete matrix 16 junction, and the side of angle bar 12 is welded with the outer wall of semicircle steel pipe 11, the outer wall vertical of the side of not welding and semicircle steel pipe 11; Be provided with dial gauge 13 directly over angle bar 12, the Magnetic gauge stand 14 of dial gauge 13 is fixed on datum line beam 15, for measuring the relative slippage of anchor rod body 1 and reinforced concrete matrix 16 interface.
Claims (2)
1. nonmetal anti-float anchor rod and a concrete interface Relative sliding method of testing, it is characterized in that realizing in nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation, its concrete test process is:
(1), by the outer wall of the side of angle bar with semicircle steel pipe weld, be fixed together with guaranteeing angle bar and semicircle steel pipe close and firm, the side that angle bar does not weld and semicircle steel pipe outer wall vertical;
(2), by effective for the half rounds being welded with angle bar structure glue symmetrical expression be bonded on the anchor rod body a little more than reinforced concrete matrix surface, guarantee that semicircle steel pipe is vertical with reinforced concrete matrix surface;
(3), ring-type rubber stopper is filled in screw-thread steel sleeve pipe one end, the screw-thread steel sleeve pipe being plugged with ring-type rubber stopper is arranged on anchor rod body, one end that ring-type rubber stopper is housed is made to be positioned at the lower end of anchor rod body, then by screw-thread steel sleeve upper end slowly injecting structure glue, guarantee that structure glue filling is closely knit, make screw-thread steel sleeve pipe together with anchor rod body tight bond, the length of threaded steel pipe controls by presetting anchor force;
(4), on reinforced concrete matrix two joist steel symmetries are placed on anchor bar body 1 both sides, guarantee that the distance between two joist steel is 25-30cm, make anchor rod body be positioned at the center of two joist steel, ensure anchor pole axial tension;
(5), punching reaction beam is placed on joist steel through anchor rod body, guarantees that the centre of form of punching reaction beam overlaps with anchor rod body;
(6), on punching reaction beam billet, punching lifting jack, punching steel plate and load sensor are installed from down to up successively, guarantee that each parts are honest and the centre of form is coaxial with anchor pole, make the axial tension of anchor rod body in its loading procedure;
(7), be fixed on screw-thread steel sleeve pipe by screw thread ground tackle by screw thread, the number of ground tackle determines by presetting withdrawal resistance, thus ensures that ground tackle has enough coupling mechanism forces, and when preventing load application, screw thread ground tackle and screw-thread steel sleeve pipe produce shear failure;
(8), on parallel to the ground of the angle bar fixed at right angle setting dial gauge, the Magnetic gauge stand of dial gauge is fixed on datum line beam, ensures that it does not shake, complete the installation of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation;
(9), to the punching lifting jack of nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation and load sensor demarcate, the accuracy of every grade of load application amount in warranty test process;
(10), nonmetal anti-float anchor rod and concrete interface Relative sliding are tested, load with punching lifting jack, and the ascending amount controlling punching lifting jack is less than 10cm, the counter-force of punching lifting jack acts on displacement punching reaction beam causing anchor rod body, and now the reading of dial gauge is anchor pole and concrete interface relative slippage.
2., according to the nonmetal anti-float anchor rod of claim 1 and concrete interface Relative sliding method of testing, it is characterized in that the agent structure of described nonmetal anti-float anchor rod and concrete interface Relative sliding proving installation comprises anchor rod body, screw-thread steel sleeve pipe, screw thread ground tackle, load sensor, punching steel plate, punching lifting jack, punching billet, punching reaction beam, ring-type rubber stopper, joist steel, semicircle steel pipe, angle bar, dial gauge, Magnetic gauge stand, datum line beam and reinforced concrete matrix; The anchor rod body of perfect thread solid construction adopts glass fiber reinforced polymer material to make, and to strengthen the bond stress between anchor rod body and anchoring body, can provide enough anchoring friction force; The inner wall smooth of screw-thread steel sleeve pipe, outer wall is carved with screw thread, and its internal diameter is greater than the diameter of anchor rod body, and screw-thread steel sleeve pipe and anchor rod body are with together with the mode tight bond of filling structure glue; The screw thread ground tackle of hexagonal structure is made up of the nut being coupled with screw-thread steel sleeve pipe, and screw thread ground tackle is connected with screw-thread steel sleeve pipe by screw thread, and the number of screw thread ground tackle is determined according to required coupling mechanism force size; The internal diameter of ring-type rubber stopper is greater than the diameter of anchor rod body, external diameter is less than the internal diameter of screw-thread steel sleeve pipe, the thickness of ring-type rubber stopper is 1.0cm, anchor rod body is through ring-type rubber stopper, ring-type rubber stopper is arranged on the bottom of threaded steel pipe, can not only plugging structure glue, can also ensure that anchor rod body is positioned at the central authorities of screw-thread steel sleeve pipe, ensure that the structure glue around anchor rod body is filled evenly in screw-thread steel sleeve pipe, have enough cohesive forces; The length of semicircle steel pipe is 2cm, and cut by the steel pipe symmetry with anchor pole same diameter and form, the inwall of semicircle steel pipe is pasted onto the outside of anchor rod body by structure glue; The bilateral type of anchor rod body is provided with joist steel, and joist steel is placed on reinforced concrete matrix, and the bottom of anchor rod body is inserted in reinforced concrete matrix; Two joist steel are placed with the punching reaction beam through anchor rod body, vertically install billet, punching lifting jack, punching steel plate and load sensor successively from bottom to top above punching reaction beam, billet, punching lifting jack, punching steel plate and load sensor are all through anchor rod body; The top symmetrical expression of anchor rod body and reinforced concrete matrix junction is pasted with semicircle steel pipe, and the side of angle bar is welded with the outer wall of semicircle steel pipe, the outer wall vertical of the side of not welding and semicircle steel pipe; Be provided with dial gauge directly over angle bar, dial gauge is provided with Magnetic gauge stand, and Magnetic gauge stand is fixed on datum line beam, for measuring the relative slippage of anchor rod body and reinforced concrete basal body interface.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610004753.9A CN105572037B (en) | 2016-01-04 | 2016-01-04 | Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface |
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| CN201610004753.9A CN105572037B (en) | 2016-01-04 | 2016-01-04 | Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface |
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| CN105572037B CN105572037B (en) | 2018-08-17 |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464152A (en) * | 2016-01-04 | 2016-04-06 | 青岛理工大学 | Relative slippage testing device for non-metal anti-floating anchor rod and concrete interface |
| CN106013275A (en) * | 2016-07-04 | 2016-10-12 | 中国电建集团华东勘测设计研究院有限公司 | Anti-pulling test system for rock anchor foundation of mountain photovoltaic power station |
| CN106053239A (en) * | 2016-05-17 | 2016-10-26 | 中原工学院 | Anchor system aging characteristic testing system and method based on reaction frame |
| CN106767270A (en) * | 2017-03-10 | 2017-05-31 | 湖南科技大学 | A kind of composite beam plate end slides measurement apparatus |
| CN106844981A (en) * | 2017-01-25 | 2017-06-13 | 中冶沈勘工程技术有限公司 | A kind of Design Method for Composite Structure of anti-float anchor rod cement churning body back cover |
| CN107478514A (en) * | 2017-08-09 | 2017-12-15 | 宿州云宏建设安装有限公司 | A kind of Portable reinforcing steel bar bond stress fast detector |
| CN107558509A (en) * | 2017-09-30 | 2018-01-09 | 青岛理工大学 | Full-automatic test device of long-term deformation of non-metallic anti-floating anchor rod |
| CN107558511A (en) * | 2017-09-30 | 2018-01-09 | 青岛理工大学 | Full-automatic test method for long-term deformation of non-metal anti-floating anchor rod |
| CN108716227A (en) * | 2018-05-28 | 2018-10-30 | 青岛理工大学 | Analysis method for axial force and displacement distribution of full-length bonded GFRP anti-floating anchor rod |
| CN110702602A (en) * | 2019-10-29 | 2020-01-17 | 广西大学 | Device and method for testing cohesiveness of reinforced concrete under bending-shearing action |
| CN111537351A (en) * | 2020-06-28 | 2020-08-14 | 青岛理工大学 | Method for testing bearing performance of anchor rod under coupling action of load and erosion environment |
| CN111537340A (en) * | 2020-06-28 | 2020-08-14 | 青岛理工大学 | Anchor rod bearing performance testing device under load and erosion environment coupling effect |
| CN112630027A (en) * | 2020-12-09 | 2021-04-09 | 北京中交桥宇科技有限公司 | Loading method of tunnel anchor rod load |
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| CN203475489U (en) * | 2013-10-12 | 2014-03-12 | 青岛理工大学 | Nonmetal anti-floating anchor rod creep test loading device |
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Address after: No. 11, Fushun Road, North District, Qingdao, Shandong Patentee after: Qingdao University of Technology Patentee after: Zhongji JIURUI Geotechnical Engineering Co.,Ltd. Address before: No. 11, Fushun Road, North District, Qingdao, Shandong Patentee before: Qingdao University of Technology Patentee before: QINGDAO JIURUI BUILDING ENGINEERING Co.,Ltd. |
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