CN101586466B - Pressure type anchor rod - Google Patents
Pressure type anchor rod Download PDFInfo
- Publication number
- CN101586466B CN101586466B CN200910040110XA CN200910040110A CN101586466B CN 101586466 B CN101586466 B CN 101586466B CN 200910040110X A CN200910040110X A CN 200910040110XA CN 200910040110 A CN200910040110 A CN 200910040110A CN 101586466 B CN101586466 B CN 101586466B
- Authority
- CN
- China
- Prior art keywords
- cement paste
- injecting cement
- type anchor
- pressure type
- anchor rod
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The present invention discloses a pressure type anchor rod, including a draw rod, a supporting body and a grouting body, wherein the draw rod is a strip-shaped member capable of being drawn; the supporting body is conjoined to the bottom of the draw rod and is a metal entity for translating a tensile force received by the draw rod to a pressure to transmit to the grouting body, the grouting body has a pole shape identical to a borehole shape and at least includes a first grouting body and a second grouting body made of different materials, the first grouting body and the second grouting body are neighboring and arranged along the length direction of the draw rod. The pressure type anchor rod of the invention is a pressure diffusion type anti-plucking miniature pile, an reinforcement metal is anchored on the supporting body locating on an end of the pile through mechanically coupled joints, the pile body is poured by a slurry inverse grouting technique that a common concrete mortar is first poured and a high molecular polymer concrete mortar is poured in a last segment, namely a pile head section is the polymer concrete, such that it is capable of resolving a problem that a supporting force of the grouting body bottom is insufficient.
Description
Technical field
The present invention relates to the anchoring support technology in the geotechnical engineering, specifically is a kind of pressure type anchor rod.
Background technology
In underground construction, mining engineering, foundation ditch and the slope project that geotechnical engineering relates to, for preventing that the bottom distortion from caving in or unstability jeopardizes safety, a kind of main support technology that bottom is reinforced is to adopt anchor pole.Residing stress state difference can be divided into tension type anchor pole and pressure type anchor rod when anchor pole was worked according to injecting cement paste.
Direct and the injecting cement paste bonding of the pull bar of tension type anchor pole, during work, the injecting cement paste of anchoring section is in tension state, is prone to the drawing crack seam, and antiseptic property is relatively poor.
The pressure anchor pole is not by forming with the body of rod of the band protective casing that bonds mutually of grouting body and the supporting body that is positioned at anchoring section injecting cement paste bottom, and this special structure makes its force mechanism different fully with the tension type anchor pole.When the pull bar of pressure type anchor rod was subjected to pulling force, pulling force directly by there not being the supporting body that the bonding pull bar reaches the anchor pole bottom, applied compressive stress by supporting body to injecting cement paste, made injecting cement paste and the shearing resistance of geotechnical body generation on every side bond stress, provided anchor pole required bearing capacity with this.Because the anchor bolt grouting body is a pressured state during pressure type anchor rod work, not easy to crack, and the anchoring section injecting cement paste is subjected to compression swelling to increase limit bond stress between anchoring section and the surrounding soil, its supporting capacity and deformation performance specific thrust type anchor pole all make moderate progress, and are used for permanent anchoring engineering and have an enormous advantage than tension type anchor pole tool.
The failure mode of pressure type anchor rod has three kinds: the bond stress deficiency of (1) injecting cement paste and surrounding soil causes anchor pole to be pulled up; (2) rod material intensity reaches capacity and is pulled off; (3) pressure that is subjected to of part, injecting cement paste anchoring section bottom surpasses its utmost carrying ability compressive strength and crushed destruction.
" engineering investigation " 1999 the 1st phases disclose document " the resistance to plucking experimental study of pressure type anchor rod " (Gu Liang, ground company of Dongbei Design Inst. of China Building, Shenyang, 110006), shown that also the problem of partial pressing's deficiency can appear in pressure type anchor rod in the injecting cement paste bottom.
In order to solve the problem of pressure type anchor rod bottom local pressure deficiency, existing pressure type anchor rod adopts the pressure dispersing type structure more, promptly the diverse location at the injecting cement paste anchoring section is provided with a plurality of supporting bodies, and adopt the pull bar of some different lengths that do not have bonding that total pulling force is disperseed to be delivered on each supporting body, concentrated pulling force is converted into several less pulling force, act on dispersedly on several short anchoring sections, reduced significantly anchor rod anchored section peak stress, bond stress is distributed on the whole anchorage length more equably.Yet this pressure dispersing type anchor pole is because its structure is special, make the anchor pole complexity that grouting process and tensioning fixation technology are more general, construction quality be difficult to guarantee and cost higher.
Therefore provide a kind of simple in structure, easy construction, and can to overcome the injecting cement paste bottom hypodynamic pressure type anchor rod of local carrying be technical issues that need to address.
Summary of the invention
The objective of the invention is to overcome the deficiencies in the prior art and defective, a kind of pressure type anchor rod is provided, make it simple in structure, easy construction, and can solve the injecting cement paste bottom and carry hypodynamic problem, give full play to the advantage of pressure type anchor rod.
To achieve these goals, the technical solution used in the present invention is as follows: a kind of pressure type anchor rod, and a kind of pressure type anchor rod comprises: pull bar, supporting body and injecting cement paste, but pull bar is the tension part of strip; Supporting body is fixed in the pull bar bottom, it is a metal solid, being used for the pulling force that pull bar is suffered changes into pressure and passes to injecting cement paste, injecting cement paste is and the corresponding to column of borehole shape, it is characterized in that: described injecting cement paste includes first injecting cement paste and second injecting cement paste of being made by different materials at least, and described first injecting cement paste and second injecting cement paste are along the adjacent layout of length direction of pull bar.
Described second injecting cement paste is the concrete grouting body that contains high molecular polymer; Second injecting cement paste is arranged on an end that is connected with supporting body on the pull bar.
Described second injecting cement paste is arranged in the rock stratum, and first injecting cement paste is arranged in the soil layer.
The height of described second injecting cement paste is suitable with the drilling depth in the rock stratum.
The concrete grouting body of described high molecular polymer comprises epoxy emulsion, curing compound, cement, inserts; Wherein the quality proportioning of epoxy emulsion and cement and curing compound is 1: 10: 0.25.
Described pull bar is one or more reinforcing bar, and many reinforcing bars are evenly distributed on the supporting body.
Described supporting body is provided with injected hole and reinforced hole, after described reinforcing bar passes reinforced hole, is fixed on the loaded plate by mechanical connecting joint.
Pressure type anchor rod provided by the invention, it is a kind of pressure diffused resistance to plucking mini pile, it adopts mechanical connecting joint reinforcing bar to be anchored in the supporting body of an end, by slurry backspace grouting process pile body is poured into, inject the ordinary concrete mortar earlier, in the end one section is injected the high molecular polymer concrete mortar, and promptly pile crown partly is a polymer concrete, carries hypodynamic problem thereby solve the injecting cement paste bottom.When stressed, bond by pile body concrete mortar and the shearing resistance on stratum on every side, by supporting body anchor slab extruding anchoring section, by mechanical connecting joint tension and compression are changed, thereby pass to body of rod pulling force, apply prestressing force because of its structure there is no, therefore, when load external force changes is that it can be used as the pile body pressurized.Therefore, pressure type anchor rod of the present invention, effectively control structure distortion, construction technology is simple, need not to apply prestressing force uplift resistance can be provided, and can provide the resistance to compression bearing capacity again, and its tension members is a plain bars, saves cost.
Description of drawings
Below in conjunction with the drawings and specific embodiments pressure type anchor rod disclosed in this invention is further described.
Fig. 1 is the structural representation of pressure anchor pole among the present invention;
Fig. 2 is the front view of supporting body among Fig. 1;
Fig. 3 is the power transmission principle schematic of pressure anchor pole among the present invention
The specific embodiment
Pressure type anchor rod in the present embodiment is a kind of pressure diffused resistance to plucking mini pile, and it comprises pull bar 1, supporting body 3 and injecting cement paste 4, and supporting body 3 is provided with tie rod hole 31 and at least one injected hole 32; One end of pull bar 1 is provided with nipple, and this nipple is fixed on the supporting body 3 by threaded sleeve 5 after passing tie rod hole 31 on the supporting body 3.Supporting body 3 is used for that pull bar 1 suffered pulling force is changed into pressure and passes to injecting cement paste 4, and injecting cement paste is delivered to its pressure in the surrounding soil by the bond stress with surrounding soil again; Injecting cement paste is for injecting the formed entity of binding material of the boring be used for being installed with anchor pole, and its shape depends on borehole shape, is generally the strip cylindrical shape.Injecting cement paste 4 includes first injecting cement paste 41 made by different materials and second injecting cement paste, 42, the first injecting cement pastes 41 and the second injecting cement paste 42 adjacent layout of length direction along pull bar 1 at least.Wherein second injecting cement paste 42 is for containing the concrete grouting body of high molecular polymer; Second injecting cement paste 42 is arranged on an end that is connected with supporting body 3 on the pull bar, is arranged on usually in the rock stratum 7, and first injecting cement paste 41 is common concrete grouting body, is arranged on usually in the soil layer 6.Drilling depth in the height of second injecting cement paste 42 and the rock stratum 7 is suitable, and in accompanying drawing 1, the height of second injecting cement paste 42 is H=1.0～2.0 meter, and its height is determined according to the pulling force that the anchor pole needs bear certainly.Among Fig. 22 is expressed as the pressure diffusing lines, and the pressure that supporting body 3 is born is to the periphery diffusion of anchor pole.Arrow is represented the stress of anchor pole among the figure, in the bottom of anchor pole, by supporting body 3 and threaded sleeve 5 pulling force is converted to pressure, thereby makes pull bar have resistance to plucking preferably.
Wherein second injecting cement paste 42 is high molecular polymer pea gravel concreten (mortar), and the high molecular polymer concrete material comprises: epoxy emulsion, curing compound, cement, inserts.Wherein epoxy emulsion accounts for 10% of cement consumption, and the proportioning of curing compound and epoxy emulsion is about 1: 4.Pressure diffused resistance to plucking mini pile adopts threaded sleeve 5 reinforcing bar to be anchored on the supporting body 3 of an end, by slurry backspace grouting process pile body is poured into, in the end one section is injected high molecular polymer pea gravel concreten (mortar), and promptly pile crown partly is a polymer concrete (mortar).Injected hole 32 on the loaded plate 3 is used to allow the high molecular polymer concrete material enter the opposite side of supporting body 3.
The basic principle of pressure type anchor rod of the present invention is to bond by pile body concrete mortar and the shearing resistance on stratum on every side, by supporting body anchor slab extruding anchoring section, by mechanical connecting joint tension and compression are changed, thereby pass to body of rod pulling force, because of there is no, its structure applies prestressing force, therefore, be that it can be used as the pile body pressurized when load external force changes.Its power transmission principle as shown in Figure 3, when pull bar 1 top was subjected to pulling force, this pulling force was at first accepted body 3 by what pull bar 1 reached the pull bar bottom, accept 3 pairs of bodies with it the injecting cement pastes 4 of contact exert pressure, make injecting cement paste 4 and the generation bond stress between the rock-soil layer on every side, reach the purpose of anti-pulling.Owing to adopt high strength, high adhesion stress, and the high molecular polymer concrete material of waterproof infiltration have solved the hypodynamic problem of anchor pole bottom carrying; Simultaneously since this kind high molecular polymer concrete material want greatly with the injecting paste material that the bond stress between the rock stratum is more general on every side, therefore under the condition of same design bearing capacity, shorten the entire length of anchor pole, when reducing construction cost and difficulty of construction, also enlarged range of application of the present invention.
The failure mode of pressure type anchor rod of the present invention has following two kinds: the bond stress deficiency of (1) concrete mortar and surrounding soil causes pile body to pull up; (2) rod body material intensity reaches capacity and pulls off.Because the pressure type anchor rod among the present invention injects high molecular polymer concrete (mortar) in the pile crown section, the general concrete mortar of its adhesion strength is much bigger, experimental results show that, the failure probability of first kind of failure mode is lower, and breaking test can be observed out its load-displacement curve and the steel bar stretching damage curve is comparatively approaching from having, and therefore can think that the failure mode of resistance to plucking mini pile is second kind.In addition, compared with prior art,, accept and adopt the mechanical fixation connected mode between body 3 and the pull bar 1, make the present invention connect reliably owing to only adopt single supporting body 3, simple in structure, easy for installation; Effectively control structure distortion simultaneously, construction technology is simple, need not to apply prestressing force uplift resistance can be provided, and can provide the resistance to compression bearing capacity again, and its tension members is a plain bars, saves cost.
Be below pressure type anchor rod of the present invention in actual applications for example:
Certain Foundation Design designs 1922 of resistance to plucking anchor poles altogether, and the former design of the resistance to plucking anchor pole of this project adopts the tension type anchor pole need go into middle decomposed rock 5.5m.Because this stratum, place is very complicated, the rock stratum rises and falls very big, severely-weathered or clay parting and in～little weathered layer alternate repeatedly.Engineering adopts pressure type anchor rod of the present invention can satisfy the anti-floating design of structure, can satisfy the pressurized design of load again, significantly reduces the thickness and the arrangement of reinforcement of basement bottom board, has improved the operability of construction, can save construction costs greatly again simultaneously.Whole place has been tested 24 pressure type anchor rods of the present invention and 3 intrinsic tension type anchor poles altogether, wherein has two pressure type anchor rods and 1 tension type anchor pole to carry out rupture test.
Result of the test shows, all test anchor poles have all reached the design supporting capacity, and its anchoring section of pressure type anchor rod of the present invention is compared former design anchoring section and saved nearly 2～3m.Test resistance to plucking displacement only be 1/5～1/10 of a tension type anchor pole, so the unit length anchored force height of pressure type anchor rod of the present invention, is out of shape for a short time, is out of shape very easily stable.
Claims (7)
1. pressure type anchor rod comprises: pull bar, supporting body and injecting cement paste, but pull bar is the tension part of strip; Supporting body is fixed in the pull bar bottom, it is a metal solid, being used for the pulling force that pull bar is suffered changes into pressure and passes to injecting cement paste, injecting cement paste is and the corresponding to column of borehole shape, it is characterized in that: described injecting cement paste includes first injecting cement paste and second injecting cement paste of being made by different materials at least, and described first injecting cement paste and second injecting cement paste are along the adjacent layout of length direction of pull bar.
2. pressure type anchor rod according to claim 1 is characterized in that: described second injecting cement paste is the concrete grouting body that contains high molecular polymer; Second injecting cement paste is arranged on an end that is connected with supporting body on the pull bar.
3. pressure type anchor rod according to claim 2 is characterized in that: described second injecting cement paste is arranged in the rock stratum, and first injecting cement paste is arranged in the soil layer.
4. pressure type anchor rod according to claim 3 is characterized in that: the height of described second injecting cement paste is suitable with the drilling depth in the rock stratum.
5. pressure type anchor rod according to claim 2 is characterized in that: the concrete grouting body of described high molecular polymer comprises epoxy emulsion, curing compound, cement, inserts; Wherein the quality proportioning of epoxy emulsion and cement and curing compound is 1: 10: 0.25.
6. according to each described pressure type anchor rod of claim 1 to 5, it is characterized in that: described pull bar is one or more reinforcing bar, and many reinforcing bars are evenly distributed on the supporting body.
7. pressure type anchor rod according to claim 6 is characterized in that: described supporting body is provided with injected hole and reinforced hole, after described reinforcing bar passes reinforced hole, is fixed on the loaded plate by mechanical connecting joint.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200910040110XA CN101586466B (en) | 2009-06-09 | 2009-06-09 | Pressure type anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200910040110XA CN101586466B (en) | 2009-06-09 | 2009-06-09 | Pressure type anchor rod |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101586466A CN101586466A (en) | 2009-11-25 |
| CN101586466B true CN101586466B (en) | 2011-04-06 |
Family
ID=41370870
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200910040110XA Expired - Fee Related CN101586466B (en) | 2009-06-09 | 2009-06-09 | Pressure type anchor rod |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101586466B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103938626B (en) * | 2014-03-06 | 2017-03-01 | 中冶集团武汉勘察研究院有限公司 | A kind of post jacking pressure type anchor rod and its construction method |
| CN110763178B (en) * | 2019-11-29 | 2022-05-06 | 华北水利水电大学 | Piston type cementing and anchoring device of drilling multipoint displacement meter |
| CN115217124B (en) * | 2021-04-16 | 2024-02-13 | 河北省交通规划设计研究院有限公司 | In-situ retaining structure for slope expansion and excavation and construction method |
| CN113529753B (en) * | 2021-07-09 | 2022-07-15 | 福建省地质工程勘察院 | Construction method for quickly treating hillock by grouting quick-setting high polymer |
| CN113718767B (en) * | 2021-09-22 | 2023-03-31 | 三峡大学 | Eccentric hook-shaped expansion type pre-stressed anchoring structure and anchoring method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0020270A1 (en) * | 1979-06-01 | 1980-12-10 | Construction De Materiels De Mines | Device for preparing and setting bonding charges |
| EP0995878A2 (en) * | 1998-10-20 | 2000-04-26 | VORSPANN-TECHNIK Ges.m.b.H. & Co. KG | Rock anchor and borehole with said anchor installed |
| CN1908323A (en) * | 2006-08-04 | 2007-02-07 | 曾庆义 | Rotating anchor rod of a rod and construction method thereof |
| CN1908322A (en) * | 2006-08-04 | 2007-02-07 | 曾庆义 | Anchor bolt containing framework in grouting and construction method thereof |
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
-
2009
- 2009-06-09 CN CN200910040110XA patent/CN101586466B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0020270A1 (en) * | 1979-06-01 | 1980-12-10 | Construction De Materiels De Mines | Device for preparing and setting bonding charges |
| EP0995878A2 (en) * | 1998-10-20 | 2000-04-26 | VORSPANN-TECHNIK Ges.m.b.H. & Co. KG | Rock anchor and borehole with said anchor installed |
| EP0995878A3 (en) * | 1998-10-20 | 2003-10-29 | VORSPANN-TECHNIK Ges.m.b.H. & Co. KG | Rock anchor and borehole with said anchor installed |
| CN1908323A (en) * | 2006-08-04 | 2007-02-07 | 曾庆义 | Rotating anchor rod of a rod and construction method thereof |
| CN1908322A (en) * | 2006-08-04 | 2007-02-07 | 曾庆义 | Anchor bolt containing framework in grouting and construction method thereof |
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101586466A (en) | 2009-11-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11293183B2 (en) | Precast column base joint and construction method therefor | |
| CN102839675B (en) | Method of long-span pre-stress fish belly sill for foundation pit support | |
| CN101586466B (en) | Pressure type anchor rod | |
| CN2878511Y (en) | Tensile compression combined self-anchored rock anchor rod | |
| CN102937030A (en) | Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock | |
| CN108194100A (en) | A kind of accurate three-dimensional prestress strengthening method of crack coal and rock | |
| KR20100130273A (en) | Method of constructing concrete footing structure of top structure | |
| CN110952542A (en) | Capsule type anchor rod with function of expanding support framework and using method thereof | |
| CN108589723A (en) | Band only starches the segmentation hollow grouting anchor of the segmenting slip casting of branch sleeve | |
| CN106193615B (en) | A kind of glass fiber-reinforced polymer prestressed anti-floating anchor rod loading device and its construction method | |
| CN211689844U (en) | Corrugated steel reinforcing arch utilizing high-strength grouting material | |
| CN2723681Y (en) | Inner anchor external injection type anchor rod | |
| CN100591856C (en) | Support member of deep foundation pit fender post | |
| CN113123373A (en) | Pressure-bearing uplift pile with rear-inserted unbonded steel strand U-shaped pipe and construction method thereof | |
| CN1050421A (en) | The piling method of casting prefabricated composite pile | |
| CN110566253B (en) | Reinforcing structure of small-clear-distance tunnel and construction method | |
| CN111809620A (en) | Prestressed steel anchor pipe anchor cable tensioning device | |
| CN201411691Y (en) | Anchor rod supporting device | |
| CN216041287U (en) | Assembled spiral anchor foundation | |
| CN211648368U (en) | Prefabricated polygonal prestressed concrete tower cylinder | |
| CN113818474A (en) | Assembly type bearing platform anchor cable foundation of power transmission tower and construction method | |
| CN111058368A (en) | Corrugated steel reinforcing arch utilizing high-strength grouting material and building method thereof | |
| PAN et al. | Experimental study on bearing characteristics of bolt-grouting in shallow fractured surrounding rock of roadway | |
| CN111608710A (en) | Full-length hollow drainage resistance-increasing type yielding anchor rod | |
| CN218862645U (en) | Supporting construction in deep soft rock tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: GUANGZHOU LUBAN CONSTRUCTION GROUP CO., LTD. Free format text: FORMER NAME: GUANGZHOU CITY LUBAN CONSTRUCTION CO., LTD. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 510665 Guangdong, Tianhe District, Zhongshan Avenue, high tech Industrial Park, building No. 60, building 398, room 3, room Patentee after: Guangzhou Luban Construction Group Co., Ltd. Address before: 510665 Guangdong, Tianhe District, Zhongshan Avenue, high tech Industrial Park, building No. 60, building 398, room 3, room Patentee before: Guangzhou City Luban Construction Co., Ltd. |
|
| C56 | Change in the name or address of the patentee | ||
| CP03 | Change of name, title or address |
Address after: 510000 Guangdong city of Guangzhou province Yuexiu District Shuiyin Road No. 56 building 3 room 9BC-2 Patentee after: Guangzhou Luban building science and technology group Limited by Share Ltd Address before: 510665 Guangdong, Tianhe District, Zhongshan Avenue, high tech Industrial Park, building No. 60, building 398, room 3, room Patentee before: Guangzhou Luban Construction Group Co., Ltd. |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110406 Termination date: 20160609 |