CN104165799A - Anchoring counterforce device for roller compacted concrete in-situ shear test - Google Patents
Anchoring counterforce device for roller compacted concrete in-situ shear test Download PDFInfo
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- CN104165799A CN104165799A CN201410360631.4A CN201410360631A CN104165799A CN 104165799 A CN104165799 A CN 104165799A CN 201410360631 A CN201410360631 A CN 201410360631A CN 104165799 A CN104165799 A CN 104165799A
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- anchor rod
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- sleeve pipe
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Abstract
An anchoring counterforce device for a roller compacted concrete in-situ shear test comprises a first beam and a second beam which are supported by four expandable bolts and are parallelly-arranged. A main beam is vertical to the first beam and the second beam. Two ends of the main beam are fixedly connected with the first beam and the second beam respectively. The anchoring counterforce device also comprises a vertical loading mechanism and a shearing mechanism. Each of the expandable bolts is mainly composed of a screw, an upper expanding plug, a petal-like casing pipe and a lower expanding plug, wherein the petal-like casing pipe is formed by butt joint of three arc petals which are distributed along the peripheral direction and the included angle of two ends of each arc petal relative to the axis of the petal-like casing pipe is 120 degrees. The vertical loading mechanism contains a transverse roller bar, a vertical jack and a horizontal steel plate. The shearing mechanism comprises a vertical steel shim, a shearing-direction jack, a force transmission block and a second vertical steel shim. The anchoring counterforce device provided by the invention has the following beneficial effects: construction is convenient; destructiveness is little; construction time is saved; and especially, an anchoring effect is enhanced.
Description
Technical field
The present invention relates to a kind of roller compacted concrete in-situ anti-shear test device, be specifically related to a kind of anchoring counterforce device for roller compacted concrete in-situ anti-shear test.
Background technology
The good and bad performance of Roller Compacted Concrete Dam layer surfaces combination directly affects the quality of roller compacted concrete, and the in-situ anti-shear test of roller compacted concrete is carried out at the scene that is therefore necessary.Roller compacted concrete in-situ anti-shear test is a comprehensive stronger test, and operation steps is complicated.Test unit is mainly comprised of vertical loading system, cutting system, anchor pole counter force system.Generally the loading method of application vertical load in test has ballast method and anchor pole method at present.
Ballast method need to constantly repeat transportation and lifting, has shortcomings such as expending long, security performance is low, poor stability of set-up time.Traditional anchoring is made by the less reinforcing bar of diameter or dowel with anchor pole is many, after punching, in hole, inject a certain amount of Anchor Agent, insert again reinforcing bar, and along same direction rotation, make Anchor Agent wrap up well the body of rod, form bond stress, because Anchor Agent needs certain setting time, therefore when intensity reaches requirement, just can use, bury underground and completely to coming into operation, take time longlyer from anchor pole, and the anchor pole after anchoring cancels after using, be inconvenient to reclaim, remain in anchoring body, probably other construction is formed to obstacle, also waste material simultaneously.The inadequate anchor force of the little anchorage depth of bolt diameter is also relatively little; in order to reach testing requirements, often need punching very dark; imbed anchor pole longer; and it is also extremely unstable to support primary-secondary beam by the less reinforcing bar of diameter or dowel, in order to add stiff stability, conventionally also need to around with steel pipe, as support arm, fix at anchor pole.Because roller compacted concrete in-situ anti-shear test need carry out at engineering site, environment is changeable, and traditional ballast method and anchor pole method have significant limitation, performance difficulty.
Summary of the invention
Object of the present invention, is to provide a kind of anchoring counterforce device of roller compacted concrete in-situ anti-shear test.Easy construction of the present invention, destructiveness is little, anchor force is strong, and convenient disassembly can Reusability, and saves test material, reduces costs, and shortens the test period.
The technical scheme adopting is:
For an anchoring counterforce device for roller compacted concrete in-situ anti-shear test, comprise anchor pole counter-force mechanism, vertical load maintainer and cutting mechanism, it is characterized in that:
Anchor pole counter-force mechanism, comprises the first expansion anchor rod, the second expansion anchor rod, the 3rd expansion anchor rod, the 4th expansion anchor rod, the first secondary beam, the second secondary beam and girder.
The first expansion anchor rod mechanism, comprises screw rod, hold-doun nut, upper swollen plug, flap sleeve pipe, open type garter spring, lower swollen plug, the first support bar and movable nut.
The upper and lower side of screw rod has respectively external thread, and centre is without thread segment.Hold-doun nut is common hexagonal nut, and this nut and screw rod are welded and fixed; Upper swollen plug lower end is conically shaped body, and its center is unthreaded hole; Lower swollen plug is conically shaped body, and its center pit has internal thread.Flap sleeve pipe consists of three arc lobe part docking that along the circumferential direction distribute, and the angle of the corresponding flap casing axis in arc lobe part two ends is 120 °.The upper and lower end of flap sleeve pipe contacts with lower swollen plug with upper swollen plug respectively, the external diameter of the internal diameter of three arc lobe parts of flap sleeve pipe upper end and the cone-shaped body of upper swollen plug part matches, the internal diameter of three arc lobe parts of flap sleeve pipe lower end and lower swollen footpath beyond the Great Wall match, and have guaranteed that so upper and lower tapered expansion plug can embed flap inside pipe casing.Flap sleeve outer wall Shang You bis-road annular grooves.In two road annular grooves, be respectively installed with open type garter spring, its effect is to make flap sleeve pipe banding when expanding, and loosens, thereby guarantee whole screw rod and the breathing of the first expansion anchor rod mechanism freely, convenient disassembly when shrinking.
Hold-doun nut, upper swollen plug, flap sleeve pipe and lower swollen plug are from top to bottom sleeved on screw rod successively.Wherein, there is external thread section bottom the upper end that hold-doun nut is fixed on screw rod.Upper swollen plug and flap sleeve pipe be positioned at screw rod without thread segment, the cone-shaped body of upper swollen plug inserts in the upper end open of flap sleeve pipe.Lower swollen plug revolves the lower end that is located at screw rod external thread section, and lower swollen plug inserts in the lower ending opening of flap sleeve pipe.
In the lower end center pit of the first support bar, have internal thread, the upper end of screw rod is connected with the first support bar lower end with external thread.
The second expansion anchor rod, the 3rd expansion anchor rod and the 4th expansion anchor rod are structurally identical with the first expansion anchor rod.
The first expansion anchor rod and the second expansion anchor rod vertically arrange, and the upper end of the first support bar of the first expansion anchor rod and the second support bar of the second expansion anchor rod is passed respectively the two ends of the first secondary beam and is connected with movable nut.The second secondary beam and for the first time beam be arranged in parallel.The 3rd expansion anchor rod and the 4th expansion anchor rod vertically arrange.The 3rd support bar of the 3rd expansion anchor rod passes respectively the two ends of the second secondary beam and is connected with movable nut with the 4th support bar of the 4th expansion anchor rod.Girder horizontally set, its two ends are fixedly connected with the second secondary beam is vertical with the first secondary beam respectively.
Vertical load maintainer comprises horizontal roller bearing row, vertical lifting jack and horizontal billet.Laterally roller bearing row supports on the lower surface of girder.Laterally roller bearing row is arranged on vertical lifting jack, and vertical lifting jack is arranged on horizontal billet.
Cutting mechanism comprises the first vertical steel backing plate, shearing lifting jack, force-transmitting block and the second vertical steel backing plate.The first vertical steel backing plate and the second vertical steel backing plate vertically arrange, and shearing lifting jack is supported on the first vertical steel backing plate, and force-transmitting block left end is supported on the base of shearing lifting jack, and force-transmitting block right-hand member is supported on the second vertical steel backing plate.
In use, with rig, on test component, accomplish fluently four anchor holes, four expansion anchor rods are inserted respectively in four anchor holes, nut is tightened, screw rod is rotation together and then, lower swollen plug is along with screw thread screws gradually, the tapering part of upper and lower two swollen plugs is inserted in the sleeve pipe being combined into by three arc lobe parts simultaneously, three arc lobe parts outwards open immediately, two open type garter springs are also along with the sleeve pipe that three arc lobe parts are combined into expands outwardly, because casing expandable forms friction bond stress, reach anchoring effect.
Conventionally 4 support bars that connect with 4 expansion anchor rods in test, 4 expansion anchor rods are connected with 4 support bars respectively by upper end screw rod, wherein between two support bars, set up the first secondary beam, between other two support bars, set up beam for the second time, with the fixing secondary beam of movable nut; Girder is set up in centre at two secondary beams, and girder bottom is installed horizontal roller bearing row, vertical lifting jack, horizontal billet successively.The all parts of whole vertical load maintainer need be arranged on same axis, perpendicular with predetermined shear surface.Next is that cutting mechanism is installed, and erection sequence is vertical steel backing plate, shearing lifting jack, and force-transmitting block, vertical steel backing plate, cutting system should strictly be located, and center line will be parallel to predetermined shear surface.
After installing, anchoring counterforce device can carry out test by slow load application.
Compared with prior art, the invention has the advantages that:
(1) expansion anchor rod is compared with traditional anchor pole, and its principle is that the friction force that relies on anchor pole expansion to produce reaches anchoring effect.Expansion anchor rod in the present invention, when being tightened nut, is subject to upper and lower swollen plug squeezing action, and the sleeve outer wall that three arc lobe parts are formed can keep parallel with screw rod all the time, and the frictional resistance of generation is more even more greatly, so anchor force is stronger.By pull-out test, expansion anchor rod can provide the anchor force that is greater than 10kN.
(2) easy construction, destructive little, because anchor force is stronger, therefore punching, without beating very deeply as traditional anchor pole, also without injecting Anchor Agent, is saved the engineering time while burying underground.
(3) expansion anchor rod is fixing by being threaded with support bar, and support bar adopts the thicker steel pipe of diameter to replace traditional reinforcing bar and dowel, has better stability and rigidity.Support bar and secondary beam, be also connected by screw thread and fix between secondary beam and girder, whole counter force system more firmly, stable, and for convenience detach, can Reusability, save test material, reduce costs, improve work efficiency.
Accompanying drawing explanation
Fig. 1 is expansion anchor rod structural representation.
Fig. 2 is upper swollen plug structure schematic diagram.
Fig. 3 is flap sleeve structure schematic diagram.
Fig. 4 is lower swollen plug structure schematic diagram.
Fig. 5 is A-A view of Fig. 3.
Fig. 6 is that the present invention uses view.
Embodiment
For an anchoring counterforce device for roller compacted concrete in-situ anti-shear test, comprise anchor pole counter-force mechanism, vertical load maintainer and cutting mechanism, it is characterized in that:
Anchor pole counter-force mechanism, comprises the first expansion anchor rod, the second expansion anchor rod, the 3rd expansion anchor rod, the 4th expansion anchor rod, the first secondary beam 19, the second secondary beam 20 and girder 21.
The first expansion anchor rod mechanism, comprises screw rod 1, hold-doun nut 2, upper swollen plug 3, flap sleeve pipe 4 times swollen plugs 5, the first support bar 11 and the first movable nuts 15.
The upper and lower side of screw rod 1 has respectively external thread, and centre is without thread segment 6.Hold-doun nut 2 is common hexagonal nut, and this nut 2 is welded and fixed with screw rod 1; Upper swollen plug 3 bottoms are conically shaped body, and its center is unthreaded hole; Lower swollen plug 5 is conically shaped body, and its center pit has internal thread.Flap sleeve pipe 4 consists of three arc lobe part docking that along the circumferential direction distribute, and each arc lobe part two ends is 120 ° to the axis angle of flap sleeve pipe 4.The upper and lower end of flap sleeve pipe 4 contacts with lower swollen plug 5 with upper swollen plug 3 respectively, the external diameter of the conically shaped body of the internal diameter of three arc lobe parts of flap sleeve pipe upper end and upper swollen plug 3 bottoms matches, the internal diameter of three arc lobe parts of flap sleeve pipe lower end and lower swollen plug 5 external diameters match, and have guaranteed that so upper and lower tapered expansion plug can embed flap sleeve pipe 4 inside.Flap sleeve pipe 4 You Er road, third-class office, outside annular grooves 8.Two annular groove place, roads are respectively installed with two open type garter springs 7, and its effect is to make flap sleeve pipe 4 banding when expanding, and loosens, thereby guarantee whole screw rod 1 and the breathing of the first expansion anchor rod mechanism freely, convenient disassembly when shrinking.
Hold-doun nut 2, upper swollen plug 3, flap sleeve pipe 4 and lower swollen plug 5 are from top to bottom sleeved on screw rod 1 successively.Wherein, there is external thread section bottom the upper end that hold-doun nut 2 is fixed on screw rod 1.Upper swollen plug 3 and flap sleeve pipe 4 be positioned at screw rod 1 without thread segment, the cone-shaped body of upper swollen plug 3 inserts in the upper end open of flap sleeve pipe 4.Lower swollen plug 5 revolves the lower end that is located at screw rod 1 external thread section, and lower swollen plug 5 inserts in the lower ending opening of flap sleeve pipes 4.
In the lower end center pit of the first support bar 11, have internal thread, the upper end of screw rod 1 is connected with the first support bar 11 lower ends with external thread.
The second expansion anchor rod, the 3rd expansion anchor rod and the 4th expansion anchor rod are structurally identical with the first expansion anchor rod.
The first expansion anchor rod and the second expansion anchor rod vertically arrange, and the upper end of the first support bar 11 of the first expansion anchor rod and the second support bar 12 of the second expansion anchor rod is passed respectively the two ends of the first secondary beam 19 and is connected with the second movable nut 16 with the first movable nut 15.The second secondary beam 20 and the first secondary beam 19 be arranged in parallel.The 3rd expansion anchor rod and the 4th expansion anchor rod vertically arrange.The 3rd support bar 13 of the 3rd expansion anchor rod passes respectively the two ends of the second secondary beam 20 and is connected with the 4th movable nut 18 with the 3rd movable nut 17 with the 4th support bar 14 of the 4th expansion anchor rod.Girder 21 horizontally sets, its two ends respectively with the first secondary beam 19 with second secondary beam 20 is vertical is fixedly connected with.
Vertical load maintainer comprises horizontal roller bearing row 22, vertical lifting jack 23 and horizontal billet 24.Laterally roller bearing row 22 supports on the lower surface of girder 21.Laterally roller bearing row 22 is arranged on vertical lifting jack 23, and vertical lifting jack 23 is arranged on horizontal billet 24.
Cutting mechanism comprises the first vertical steel backing plate 25, shearing lifting jack 26, force-transmitting block 9 and the second vertical steel backing plate 10.The first vertical steel backing plate 25 and the second vertical steel backing plate 10 vertically arrange, and shearing lifting jack 26 is supported on the first vertical steel backing plate 25, and force-transmitting block 9 left ends are supported on the base of shearing lifting jack 26, and force-transmitting block 9 right-hand members are supported on the second vertical steel backing plate 10.
In use, with rig, on test component, accomplish fluently four anchor holes, four expansion anchor rods are inserted respectively in four anchor holes, nut 2 is tightened, screw rod is rotation together and then, lower swollen plug 5 is along with screw thread screws gradually, the tapering part of upper and lower two swollen plugs is inserted in the sleeve pipe 4 being combined into by three arc lobe parts simultaneously, three arc lobe parts outwards open immediately, two open type garter springs 7 are also along with the arc shrouds 4 that three arc lobe parts are combined into expands outwardly, because casing expandable forms friction bond stress, reach anchoring effect.
Conventionally four support bars that connect with four expansion anchor rods in test, four expansion anchor rods are connected with four support bars respectively by upper end screw rod, wherein between two support bars, set up the first secondary beam 19, between other two support bars, set up beam 20 for the second time, with the fixing secondary beam of movable nut; In the centre of two secondary beams, set up girder 21, girder 21 bottoms are installed horizontal roller bearing row 22, vertical lifting jack 23, horizontal billet 24 successively.The all parts of whole vertical load maintainer need be arranged on same axis, perpendicular with predetermined shear surface.Next is that cutting mechanism is installed, and erection sequence is the first vertical steel backing plate 25, shearing lifting jack 26, and force-transmitting block 9, the second vertical steel backing plates 10, cutting system should strictly be located, and center line will be parallel to predetermined shear surface.
After installing, anchoring counterforce device can carry out test by slow load application.
Claims (1)
1. for an anchoring counterforce device for roller compacted concrete in-situ anti-shear test, comprise anchor pole counter-force mechanism, vertical load maintainer and cutting mechanism, it is characterized in that:
Anchor pole counter-force mechanism, comprises the first expansion anchor rod, the second expansion anchor rod, the 3rd expansion anchor rod, the 4th expansion anchor rod, the first secondary beam (19), the second secondary beam (20) and girder (21);
The first expansion anchor rod mechanism, comprises screw rod (1), hold-doun nut (2), upper swollen plug (3), flap sleeve pipe (4), lower swollen plug (5), the first support bar (11) and the first movable nut (15);
The upper and lower side of screw rod (1) has respectively external thread, and centre is without thread segment (6), and nut (2) is welded and fixed with screw rod (1); Upper swollen plug (3) bottom is conically shaped body, and its center is unthreaded hole; Lower swollen plug (5) is conically shaped body, and its center pit has internal thread, and flap sleeve pipe (4) consists of three arc lobe part docking that along the circumferential direction distribute, and the angle of the axis of the corresponding flap sleeve pipes in each arc lobe part two ends (4) is 120 °; The upper and lower end of flap sleeve pipe (4) contacts with lower swollen plug (5) with upper swollen plug (3) respectively, the external diameter of the cone-shaped body of the internal diameter of three arc lobe parts of flap sleeve pipe (4) upper end and upper swollen plug (3) bottom matches, and the internal diameter of three arc lobe parts of flap sleeve pipe lower end and lower swollen plug (5) external diameter match; Flap sleeve pipe (4) offers respectively two road annular grooves (8), in two road annular grooves (8), is respectively installed with open type garter spring (7);
Hold-doun nut (2), upper swollen plug (3), flap sleeve pipe (4) and lower swollen plug (5) are from top to bottom sleeved on screw rod (1) successively; Wherein, there is external thread section bottom the upper end that hold-doun nut (2) is fixed on screw rod (1), upper swollen plug (3) and flap sleeve pipe (4) be positioned at screw rod (1) without thread segment, in the upper end open of the cone-shaped body of upper swollen plug (3) insertion flap sleeve pipe (4); Lower swollen plug (5) revolves the lower end that is located at screw rod (1) external thread section, and lower swollen plug (5) inserts in the lower ending opening of flap sleeve pipe (4);
In the lower end center pit of the first support bar (11), have internal thread, the upper end of screw rod (1) is connected with the first support bar (11) lower end with external thread;
The second expansion anchor rod, the 3rd expansion anchor rod and the 4th expansion anchor rod are structurally identical with the first expansion anchor rod;
The first expansion anchor rod and the second expansion anchor rod vertically arrange, and the upper end of first support bar (11) of the first expansion anchor rod and second support bar (12) of the second expansion anchor rod is passed respectively the two ends of the first secondary beam (19) and is connected with the second movable nut (16) with the first movable nut (15); The second secondary beam (20) be arranged in parallel with the first secondary beam (19), and the 3rd expansion anchor rod and the 4th expansion anchor rod vertically arrange; The 3rd support bar (13) of the 3rd expansion anchor rod and the 4th support bar (14) of the 4th expansion anchor rod pass respectively the two ends of the second secondary beam (20) and are connected with the 4th movable nut (18) with the 3rd movable nut (17); Girder (21) horizontally set, its two ends respectively with the first secondary beam (19) and vertical being fixedly connected with of the second secondary beam (20);
Vertical load maintainer comprises horizontal roller bearing row (22), vertical lifting jack (23) and horizontal billet (24), laterally roller bearing row (22) supports on the lower surface of girder (21), laterally roller bearing row (22) is arranged on vertical lifting jack (23) above, and vertical lifting jack (23) is arranged on horizontal billet (24);
Cutting mechanism comprises the first vertical steel backing plate (25), shearing lifting jack (26), force-transmitting block (9) and the second vertical steel backing plate (10), the first vertical steel backing plate (25) and the second vertical steel backing plate (10) vertically arrange, shearing lifting jack (26) is supported on the first vertical steel backing plate (25), force-transmitting block (9) left end is supported on the base of shearing lifting jack (26), and force-transmitting block (9) right-hand member is supported on the second vertical steel backing plate (10).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410360631.4A CN104165799B (en) | 2014-07-28 | 2014-07-28 | A kind of anchoring counterforce device for grinding coagulation soil in-situ anti-shear test |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410360631.4A CN104165799B (en) | 2014-07-28 | 2014-07-28 | A kind of anchoring counterforce device for grinding coagulation soil in-situ anti-shear test |
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| CN104165799A true CN104165799A (en) | 2014-11-26 |
| CN104165799B CN104165799B (en) | 2016-06-15 |
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| CN201410360631.4A Active CN104165799B (en) | 2014-07-28 | 2014-07-28 | A kind of anchoring counterforce device for grinding coagulation soil in-situ anti-shear test |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105203409A (en) * | 2015-10-15 | 2015-12-30 | 山东科技大学 | Rock mass site direct shear test method adopting anchoring pressure |
| CN106442171A (en) * | 2016-11-04 | 2017-02-22 | 中国有色金属工业昆明勘察设计研究院 | Horizontal type diagonal supporting device for vertical loading of large in-situ shear test |
| CN106768974A (en) * | 2017-01-16 | 2017-05-31 | 中国石油集团渤海钻探工程有限公司 | Hydraulic anchor experimental rig |
| CN108593425A (en) * | 2018-06-22 | 2018-09-28 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of counter-force loading device for outdoor rock mechanics |
| CN108680442A (en) * | 2018-08-07 | 2018-10-19 | 沈阳建筑大学 | A kind of built-in hanger shear strength test device and detection method |
| CN109030179A (en) * | 2018-08-22 | 2018-12-18 | 上海核工程研究设计院有限公司 | Reciprocal shearing test self-balance structure and preparation method thereof in a kind of steel plate concrete wall plane |
| CN109163985A (en) * | 2018-08-15 | 2019-01-08 | 三峡大学 | A kind of in-situ testing device and method of test rock sample shearing strength and long-term creep deformation |
| CN109594559A (en) * | 2017-09-30 | 2019-04-09 | 上海宝冶集团有限公司 | Detachable counter-force anchor rod component and its application method |
| CN117268902A (en) * | 2023-10-30 | 2023-12-22 | 中国地质大学（北京） | Pulling-resistant device for in-situ direct shear test and using method |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09166534A (en) * | 1995-12-18 | 1997-06-24 | Masaru Yamauchi | Simplified original position rock shearing testing machine and testing method usin the same |
| CN2550752Y (en) * | 2002-07-19 | 2003-05-14 | 张百全 | Self anchoring method anchor for pile base test axial bearing force |
| CN2823332Y (en) * | 2005-06-23 | 2006-10-04 | 杨忠 | Loess anchor |
| CN101592576A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | The airbag type soil-rock mixture in-situ compression shear test unit |
| US20100104393A1 (en) * | 2006-06-05 | 2010-04-29 | Illinois Tool Works Inc. | Anchor bolt and annularly grooved expansion sleeve assembly exhibiting high pull-out resistance, particularly under cracked concrete test conditions |
| CN102042937A (en) * | 2009-10-14 | 2011-05-04 | 同济大学 | Site large-scale direct shearing test device of shearing strength of concrete and basement adhesion surface |
| CN202512020U (en) * | 2012-04-05 | 2012-10-31 | 中国水电顾问集团成都勘测设计研究院 | Counter force device for earth surface rock body in situ deformation test |
| CN202947934U (en) * | 2012-11-28 | 2013-05-22 | 中国矿业大学 | In-situ experimental device in refuse dump in strip mine |
| CN103175738A (en) * | 2013-02-04 | 2013-06-26 | 中国科学院武汉岩土力学研究所 | Rock tensile-shearing test system |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| CN204008283U (en) * | 2014-07-28 | 2014-12-10 | 辽宁省水利水电科学研究院 | A kind of anchoring counterforce device for roller compacted concrete in-situ anti-shear test |
-
2014
- 2014-07-28 CN CN201410360631.4A patent/CN104165799B/en active Active
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09166534A (en) * | 1995-12-18 | 1997-06-24 | Masaru Yamauchi | Simplified original position rock shearing testing machine and testing method usin the same |
| CN2550752Y (en) * | 2002-07-19 | 2003-05-14 | 张百全 | Self anchoring method anchor for pile base test axial bearing force |
| CN2823332Y (en) * | 2005-06-23 | 2006-10-04 | 杨忠 | Loess anchor |
| US20100104393A1 (en) * | 2006-06-05 | 2010-04-29 | Illinois Tool Works Inc. | Anchor bolt and annularly grooved expansion sleeve assembly exhibiting high pull-out resistance, particularly under cracked concrete test conditions |
| CN101592576A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | The airbag type soil-rock mixture in-situ compression shear test unit |
| CN102042937A (en) * | 2009-10-14 | 2011-05-04 | 同济大学 | Site large-scale direct shearing test device of shearing strength of concrete and basement adhesion surface |
| CN202512020U (en) * | 2012-04-05 | 2012-10-31 | 中国水电顾问集团成都勘测设计研究院 | Counter force device for earth surface rock body in situ deformation test |
| CN202947934U (en) * | 2012-11-28 | 2013-05-22 | 中国矿业大学 | In-situ experimental device in refuse dump in strip mine |
| CN103175738A (en) * | 2013-02-04 | 2013-06-26 | 中国科学院武汉岩土力学研究所 | Rock tensile-shearing test system |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| CN204008283U (en) * | 2014-07-28 | 2014-12-10 | 辽宁省水利水电科学研究院 | A kind of anchoring counterforce device for roller compacted concrete in-situ anti-shear test |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105203409A (en) * | 2015-10-15 | 2015-12-30 | 山东科技大学 | Rock mass site direct shear test method adopting anchoring pressure |
| CN105203409B (en) * | 2015-10-15 | 2017-11-24 | 山东科技大学 | A kind of rock mass field direct shear test method for anchoring pressurization |
| CN106442171A (en) * | 2016-11-04 | 2017-02-22 | 中国有色金属工业昆明勘察设计研究院 | Horizontal type diagonal supporting device for vertical loading of large in-situ shear test |
| CN106768974A (en) * | 2017-01-16 | 2017-05-31 | 中国石油集团渤海钻探工程有限公司 | Hydraulic anchor experimental rig |
| CN106768974B (en) * | 2017-01-16 | 2022-01-18 | 中国石油天然气集团有限公司 | Hydraulic anchor test device |
| CN109594559A (en) * | 2017-09-30 | 2019-04-09 | 上海宝冶集团有限公司 | Detachable counter-force anchor rod component and its application method |
| CN108593425A (en) * | 2018-06-22 | 2018-09-28 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of counter-force loading device for outdoor rock mechanics |
| CN108593425B (en) * | 2018-06-22 | 2024-03-19 | 中国电建集团贵阳勘测设计研究院有限公司 | Counterforce loading device for open-air rock mass mechanical test |
| CN108680442A (en) * | 2018-08-07 | 2018-10-19 | 沈阳建筑大学 | A kind of built-in hanger shear strength test device and detection method |
| CN109163985B (en) * | 2018-08-15 | 2020-09-08 | 三峡大学 | In-situ testing device and method for testing shear strength and long-term creep deformation of rock sample |
| CN109163985A (en) * | 2018-08-15 | 2019-01-08 | 三峡大学 | A kind of in-situ testing device and method of test rock sample shearing strength and long-term creep deformation |
| CN109030179B (en) * | 2018-08-22 | 2022-05-10 | 上海核工程研究设计院有限公司 | Self-balancing structure for in-plane reciprocating shear test of steel plate concrete wall and manufacturing method |
| CN109030179A (en) * | 2018-08-22 | 2018-12-18 | 上海核工程研究设计院有限公司 | Reciprocal shearing test self-balance structure and preparation method thereof in a kind of steel plate concrete wall plane |
| CN117268902A (en) * | 2023-10-30 | 2023-12-22 | 中国地质大学（北京） | Pulling-resistant device for in-situ direct shear test and using method |
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| CN104165799B (en) | 2016-06-15 |
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Address after: No. 1, fourteen weft Road, peace zone, Shenyang, Liaoning, Liaoning Patentee after: Liaoning water conservancy and Hydropower Research Institute Co., Ltd. Address before: No. 1, fourteen weft Road, peace zone, Shenyang, Liaoning, Liaoning Patentee before: Liaoning Water-Conservancy Hydroelectricity Science Academy |